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NORTHFIELD FILING 1 EXPANDED - FDP190012 - SUBMITTAL DOCUMENTS - ROUND 3 - DRAINAGE REPORT
FINAL DRAINAGE REPORT FOR Northfield Prepared by: Highland Development Services 6355 Fairgrounds Ave, Suite 100 Windsor, Colorado 80550 Phone: 970.674.7550 Prepared for: Landmark Real Estate Holdings, LLC 6341 Fairgrounds Ave, Suite 100 Windsor, Colorado 80550 Office: 970.460.0567 October 15, 2019 Job Number 18-1000-00 6355 FAIRGROUNDS AVE, SUITE 100, WINDSOR, COLORADO 80550 | PHONE 970.674.7550 October 15, 2019 Mr. Shane Boyle Fort Collins Utilities 700 Wood Street Fort Collins, CO 80522 RE: Final Drainage Report for Northfield Dear Shane, We are pleased to submit for your review, the Final Drainage Report for the Northfield subdivision. This report describes the drainage design intent to be in accordance with the criteria in the City of Fort Collins Storm Drainage Manual. I appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Sincerely, Karen R. Brigman, CFM Jason T. Claeys, P.E., LEED AP Highland Development Services Jason T. Claeys, P.E., LEED AP Page i TABLE OF CONTENTS Table of Contents ............................................................................................................................. i Engineer’s Certification Block ..........................................................................................................ii General Description and Location .................................................................................................. 1 Site Description and Location ...................................................................................................... 1 Site Soils ....................................................................................................................................... 2 Storm Drainage Criteria .................................................................................................................. 4 Hydrologic Criteria ....................................................................................................................... 4 Hydraulic Criteria ......................................................................................................................... 4 Drainage Basins ............................................................................................................................... 6 Drainage Facility Design ................................................................................................................ 13 Drainage Conveyance Design .................................................................................................... 13 Detention/Water Quality Pond Design ..................................................................................... 13 Low Impact Development ............................................................................................................. 18 Stormwater Pollution Prevention ................................................................................................. 21 Conclusions ................................................................................................................................... 22 References .................................................................................................................................... 23 Appendix ....................................................................................................................................... 24 Appendix A – Site Descriptions, Characteristics, & References .................................................. A Appendix B – SWMM Input/Output ............................................................................................ B Appendix C – Rational Calculations ............................................................................................. C Appendix D – Detention Pond Calculations ................................................................................ D Appendix E – Street Capacities & Inlet Calculations ................................................................... E Appendix F – Low Impact Development Calculations ..................................................................F Page ii ENGINEER’S CERTIFICATION BLOCK I hereby certify that this Final Drainage Report for Northfield was prepared by me (or under my direct supervision) for the owners thereof and meets or exceeds the criteria of the City of Fort Collins Stormwater Design Standards. ________________________________________ Jason T. Claeys, PE Registered Professional Engineer State of Colorado No. 42122 Page 1 GENERAL DESCRIPTION AND LOCATION SITE DESCRIPTION AND LOCATION Northfield is located in the Southeast Quarter of Section 1, Township 7 North, Range 67 West of the Sixth Principal Meridian, City of Fort Collins, County of Larimer, within the State of Colorado. More specifically, Northfield is located north of the ALTA Vista Subdivision, west of N. Lemay Avenue, and southeast of the Lake Canal irrigation ditch. The project site is approximately 55.26 acres and is currently undeveloped agricultural land. The site appears to be vegetated with grasses harvested for livestock feed. The site generally slopes from the northwest to the southeast at about 0.5% slope. There are no existing surface improvements currently on the property. The property is proposed to be subdivided into multiple single-family lots and condominium tracts. Northfield will consist of 139 single family attached (fee simple) units and 301 condominium units, a mixed-use building with a combination of retail and apartments, and a community clubhouse. Northfield is located within the City’s Dry Creek Drainage Basin. In addition to the City of Fort Collins Stormwater Design Standards, drainage requirements are also described in the “North East College Corridor Outfall (NECCO) Design Report”, prepared by Ayres Associates, dated August 2009. The improvements associated with Northfield are located within basins 115, 116, 117, 414, 950, 951, 960, 961, 970, 971, 980, and 981 as delineated in the above report. A portion of the Northfield improvements are located within the FEMA regulatory, Dry Creek 100-year Floodplain as shown on FEMA FIRM map numbers 08069C0977G (revised June 17, 2008), and 08069C0981G (revised June 17, 2008). All improvements are outside of the 100-yr floodway, and a portion of the improvements are within the 100-yr floodplain. The first phase of the NECCO improvements were completed early in 2017 with the remaining improvements completed in the spring of 2018. It is anticipated that the LOMR associated with these improvements will be completed by the end of year in 2019. Once the LOMR is complete, the 100-yr floodplain is anticipated to be removed from the site. If circumstances occur that the LOMR is not complete at the time of construction for the Northfield improvements, a Floodplain Use Permit will be required. It is anticipated that the floodplain limits will be adjusted prior to the construction of the residential units. If buildings are constructed prior to the map revision, the buildings will be elevated above the Regulatory Base Floodplain Elevation and adhering to Fort Collins Municipal Code Chapter 10 requirements. A portion of the site is located within the Cache la Poudre River 500-yr floodplain. Critical facilities are prohibited Page 2 within the 100-yr and/or 500-yr floodplains. Critical facilities include facilities for at-risk populations (daycares, schools, nursing homes, etc) and emergency service facilities (urgent care, hospitals, fire stations, police stations, etc). SITE SOILS The Northfield site consists of Loveland clay loam and Nunn clay loam and are classified as Type C hydrologic group. According to USDA/Natural Resource Conservation Group, this soil has a slow infiltration rate when thoroughly wet. These soils consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Per the “Preliminary Subsurface Exploration and Groundwater Report – Schlagel Property”, prepared be Earth Engineering Consultants (EEC), dated August 16, 2017: Vegetation growth and topsoil was encountered at the surface of each boring. Underlying the topsoil/vegetation layer was a zone of cohesive subsoils classified lean to fat clay with varying amounts of sand and clayey sand to approximate depths of 2 to 5-1/2 feet. Underlying the cohesive subsoils was a granular layer of poorly to well graded sand with silt and gravel extending to the depths explored at approximately 14 to 21-1/2 feet or to underlying bedrock. It appears that below the lean to fat clay, there is a granular materials layer that would exhibit more moderate infiltration rates than the surface materials. Groundwater was also observed during the subsurface soil exploration: Groundwater and/or the presence of a piezometric water surface, was generally observed at depths ranging from approximately 3 to 7 feet below ground surface as indicated on the enclosed boring logs. EEC monitored the groundwater level depths over a 12 month period after the original borings. Due to the observed groundwater elevations and in consideration of the building foundations, the site will include a permanent dewatering system that will be installed shortly after construction activities commence. The dewatering system will consist of 6” perforated underdrain pipes down the center of the two large detention ponds adjacent to Suniga Road (Ponds A1 & B1) and 8” perforated underdrain pipes around the perimeters of the three proposed infiltration galleries. The dewatering drains around the galleries are set 12 inches below the bottom elevation of the infiltration chambers, while the dewatering drains in the ponds are set at the outfall pipe elevation (approximately 3-4 feet below bottom of ponds). These drains will utilize the site’s stormwater pipe system for conveyance and will outfall to the Page 3 existing NECCO regional stormwater system. Miller Groundwater Engineering modeled this proposed dewatering system in their groundwater study for the site. Their analysis of the monitoring data shows that the inflow rate of groundwater to the underdrains ranges from 5 to 40 gpm during seasonally high summer water conditions. The drains will take several weeks to draw the groundwater table down to the elevation of the underdrain pipes, but once established, the flow rate from the underdrains into the stormwater system will be negligible. Supporting figures can be found in Appendix A. Page 4 STORM DRAINAGE CRITERIA This final report was prepared to meet or exceed the City of Fort Collins storm water criteria. The City of Fort Collin’s Storm Drainage Design Criteria and amendments to the Urban Drainage Flood Control District’s (UDFCD) Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 were referenced as guidelines for this design. HYDROLOGIC CRITERIA The rational method was performed to calculate the peak runoff rates for each basin. Percent imperviousness and runoff coefficients were calculated for each basin using the surface characteristics of each basin. The time of concentration was calculated using City of Fort Collins initial time of concentration and the intensity was calculated using the corresponding storm rainfall depth and the City of Fort Collins’ Intensity-Duration-Frequency Curve. HYDRAULIC CRITERIA The final Northfield storm drainage system has been designed to convey the minor and major storm events through the combination of streets, inlets, storm sewer pipes, and pans. Per the requirements provided by the City of Fort Collins Storm Drainage Design Criteria, all inlets and storm pipes have been designed such that, during the minor initial storm event, the 2-yr storm, the flows for the Local Street do not top the curb and may only rise to the street crown elevation, and for an Arterial (with Median) do not top the curb and the flow spread will leave at least one 12 ft lane width free of water in each direction. During the major storm event, the 100-yr storm, the water depth for the Local Street is held to a maximum depth of 6” at the street crown, 12” at the gutter flow line, and/or flow must be contained within right-of-way or easements paralleling the right-of-way. The Arterial (with Median) is held to a maximum depth that will not exceed the median gutter elevation, 12” at the gutter flowline, and/or flow must be contained within right-of-way or easements paralleling the right-of-way. The peak basin runoff flows from the rational calculations were then used to determine the street capacities, and on-grade inlet locations. The on-grade and sump inlet capacities have been calculated using UDFCD’s spreadsheet UD-Inlet_v4.05.xlsm. The inlet capacities have been analyzed and the necessary adjustments applied to the street runoff flows based on the amount of runoff collected by on-grade inlets. The sump inlets have been sized using the previous mentioned street capacity allowances with overtopping if needed. The captured flows have been analyzed using EPA’s SWMM 5.0 program to design pipe size and slopes. UD-Inlet applies a clogging factor while sizing the inlets, but while sizing the storm Page 5 pipes, it is assumed that the inlets are free of clogging debris and capturing the maximum amount of street runoff. The program accounts for head losses within manholes and bends and head losses associated with pipe friction. Hydraulic grade line rating curves were provided by Ayres to represent the outfall conditions along the NECCO system. Hydraflow has been used to check the capacities of the private drive capacities throughout the site. Freeboard is provided by confirming that the 100-yr flows with an additional 30% do not overtop the private drive curb. All pipe outlets are protected with buried riprap or suitable erosion protection methods. Storm sewer pipe outlets are protected using the requirements set by the USDCM for the protection downstream of culverts. All supporting calculations for runoff rates, street sections, and inlets are located in the Appendix. Page 6 DRAINAGE BASINS The Northfield site is divided into 5 main drainage systems, which all outlet into the existing North East College Corridor Outfall (NECCO) storm system. These basins are broken into smaller sub-basins based on selected design points. The design points were placed in locations where the street capacities were analyzed and in sump locations. The peak 2-yr and 100-yr runoff values were determined for these design points using the rational method and used to size all onsite storm pipes and inlets. The five NECCO north/south flowing laterals to be constructed with this project, identified from west to east as lateral A5 (nearest Redwood St), A3 (near Lake Canal), A7 (west of Landmark Way), A8 (east of Landmark Way), & A4 (east of Lemay Ave) are sized per Ayres’ design report. Inlet structures and Snout hoods on these lateral lines have been updated from the original plans to reflect the proposed Northfield design conditions. Laterals A3 and A4 will only be partially constructed with this project, with future connections made as development occurs. All calculations can be found in the Appendix. Historical drainage analysis was completed for the areas of Northfield located within the NECCO basin map that allows the runoff to be released at historic rates. The remaining areas of Northfield did not calculate the historic runoff rates since the developed runoff is restricted to 0.2 cfs/acre release rate. Seven interconnected extended detention basins located throughout the site were analyzed using EPA SWMM 5.0 as a dynamic routing method. Outlet structures with control orifices were sized in the SWMM model to maximize detention volumes and restrict flows to the allowable release rate. Due to the limited grade across the site, utility conflicts, and the depth of the NECCO outfall, the drainage system is designed to surcharge runoff into the detention basins. The sub-basin descriptions have been summarized per inlet and are described as follows (refer to the Drainage & Erosion Control Plan located in the Appendix): Drainage System A: Drainage System A consists of 18.10 acres of improvements along the east side of the project site. Runoff from basins in System A drain to two interconnected extended detention basins, Ponds A1 and A2. Sub-basins A1 thru A2 consist of 0.85 acres of single-family attached residential lots and private drives. Flows from these basins are conveyed via curb and gutter and are collected by 2’ wide concrete channels with sidewalk chases and directed to roadways that ultimately Page 7 drain to detention Pond A2. All of sub-basins A1 & A2 are treated by a LID infiltration gallery in Pond A2. Sub-basins A3 thru A4 consist of 2.41 acres of single-family attached and condominium residential lots, public roadways and private drives. These basins include portions of Schlagel Street and Pioneer Trail Road. Runoff from these basins (along with the upstream flows from sub-basins A1 & A2) is conveyed along roadways and is captured by two 10’ Type R sump curb inlets and directed to detention Pond A2. All of sub-basins A3 & A4 are treated by a LID infiltration gallery in Pond A2. Sub-basins A5 thru A6 consist of 1.49 acres of single-family attached and condominium residential lots and private drives. Runoff from these basins is conveyed along private drives and is captured by a double Type 13 valley sump inlet and directed to detention Pond A2. All of sub-basins A5 & A6 are treated by a LID infiltration gallery in Pond A2. Sub-basins A7 thru A9 consist of 1.99 acres of single-family attached and condominium residential lots, a portion of the community clubhouse lot, and public roadways. These basins include portions of Landmark Way, Collamer Drive, and Pioneer Trail Road. Runoff from these basins is conveyed along roadways and discharged directly into detention Pond A2 via a sump CoFC sidewalk culvert. All of sub-basins A7 thru A9 are treated by a LID infiltration gallery in Pond A2. Sub-basins A10 thru A11 consist of 1.82 acres of single-family attached and condominium residential lots, and private drives. Runoff from these basins is conveyed along private drives and is captured by a sump 10’ Type R curb inlet and directed to detention Pond A2. All of sub-basins A10 & A11 are treated by a LID infiltration gallery in Pond A2. Sub-basin A12 consists of 1.25 acres of condominium residential lots and the open space encompassing detention Pond A2 and Infiltration Gallery A2. Flows within this basin are conveyed via roof downspouts and concrete pans. Runoff is conveyed from Pond A2 via storm pipes into Pond A1. All of sub-basin A12 is treated by the Infiltration Gallery A2. Sub-basins A13 thru A14 consist of 1.08 acres of single-family attached and condominium residential lots and private drives. Runoff from these basins is conveyed along private drives and is captured by a double Type 13 valley sump inlet and directed to detention Pond A1 via storm pipes. Conflicts with water & sewer utilities as well as grading constraints prevent these basins from discharging to the surface of Pond A1. Flows are discharged directly into Outlet Structure A02 before the flow control plate, therefore detained in Pond A1. These basins are unable to be treated in either a LID facility or standard water quality treatment. These basins represent approximately 2% of the total onsite area of the Northfield project. Page 8 Sub-basin A15 consists of 2.48 acres of single-family attached and condominium residential lots and public roadways. This basin includes the western half street section of N. Lemay Avenue and a portion of Schlagel Street. Runoff from this basin is conveyed along roadways and is captured by a sump 5’ Type R curb inlet and directed to detention Pond A1 via storm pipes. Grading constraints prevent these basins from discharging to the surface of Pond A1. Flows are discharged directly into Water Quality Outlet Structure A01, behind the WQ plate and before the flow control plate, therefore detained in Pond A1. Water quality treatment is provided by a Snout hood inside the inlet prior to discharging into the pond. Sub-basin A16 consists of 0.80 acres of single-family attached residential lots and public roadways. This basin includes the eastern half street section of N. Lemay Avenue and a portion of Schlagel Street. Runoff from this basin is conveyed along roadways to a 4’ wide curb cut on the east side of Lemay Avenue which directs runoff to a Type C area inlet. This inlet is to be constructed as part of the A4 NECCO lateral. Due to this basin being on the east side of Lemay, away from Northfield, runoff is unable to be directed to a water quality enhancement facility. This basin is unable to be directed to a detention pond. Sub-basin A17 consists of 0.90 acres of landscaped open space to the north. Runoff from this basin is conveyed over landscaping to a concrete pan near the north property line, then into a flared end section and piped directly into the A4 NECCO lateral. This landscaped basin is unable to be directed to a detention pond. Sub-basin A18 consists of 3.02 acres of single-family attached residential lots and the open space encompassing detention Pond A1. Flows within this basin are conveyed via roof downspouts and concrete pans. A total of three outlet structures in Pond A1 have been designed to limit discharge from the Northfield site into the NECCO storm system and provide the water quality capture volume to treat areas untreated by LID features. Water Quality Outlet Structure A01, located at the east end of Pond A1, includes both a water quality plate and a 100-yr flow control plate, and discharges into the existing NECCO 3’x10’ reinforced concrete box culvert (RCBC). Outlet Structure A02, located near the center of Pond A1, is a modified Type C inlet with a 100-yr flow control plate added over the outlet pipe, and discharges into the existing NECCO 4’x7’ RCBC. Water Quality Outlet Structure A03, located at the west end of Pond A1, includes a water quality plate to treat surface runoff but does not include a 100-yr flow control plate since flows discharge directly into downstream Outlet Structure A02, before its flow control plate. Page 9 Drainage System B: Drainage System B consists of 19.48 acres of improvements in the central portion of the project site. Runoff from basins in System B drain to three interconnected extended detention basins, Ponds B1, B2, & B3. Sub-basin B1 consists of 2.13 acres of condominium and multifamily residential lots and open space. Runoff is conveyed via roof downspouts and a concrete pan and is captured by a Type 13 inlet. All of basin B1 will be treated by LID Infiltration Gallery B3 in Pond B3. Sub-basins B2 thru B3 consist of 2.37 acres of single-family attached, condominium, and multifamily residential lots, public roadways and private drives. This basin includes portions of Schlagel Street. Runoff from these basins is conveyed along roadways and is captured by two 10’ Type R sump curb inlets. All of sub-basins B2 & B3 will be treated by LID Infiltration Gallery B3 in Pond B3. Sub-basin B4 consists of 1.32 acres of single-family attached residential lots and private drives. Runoff from this basin is conveyed along private drives and is captured by a double Type 13 valley sump inlet. All of sub-basin B4 will be treated by LID Infiltration Gallery B3 in Pond B3. Sub-basins B5 thru B6 consist of 1.02 acres of single-family attached and condominium residential lots and private drives. Runoff from these basins is conveyed along private drives and is captured by a double Type 13 valley sump inlet. All of sub-basins B5 & B6 will be treated by a LID Infiltration Gallery B3 in Pond B3. Sub-basin B7 consists of 0.27 acres of single-family attached and condominium residential lots and private drives. Flows from this basin are conveyed via drain pan and are collected by a 2’ wide concrete channel with sidewalk chase and directed to detention Pond B3. All of sub-basin B7 is treated by a LID Infiltration Gallery B3 in Pond B3. Sub-basin B8 consists of 0.40 acres of single-family attached residential lots and private drives. Runoff from this basin is conveyed along private drives and is captured by a single Type 13 valley sump inlet and directed to detention Pond B3. All of sub-basin B8 will be treated by a LID Infiltration Gallery in Pond B3. Sub-basin B9 consists of 2.29 acres of single-family attached and condominium residential lots, a portion of the community clubhouse lot, and the open space encompassing detention Pond B3 and Infiltration Gallery B3. Flows within this basin are conveyed via roof downspouts and concrete pans. All of sub-basin B9 is treated by the LID Infiltration Gallery B3. An outlet structure in Pond B3 includes an orifice plate sized to restrict the release rate in order to maximize detention volume in Pond B3. Runoff is conveyed from Pond B3 via storm pipes into Pond B1. Page 10 Sub-basins B10 thru B11 consist of 2.95 acres of single-family attached, condominium, and multifamily residential lots, public roadways and private drives. This basin includes portions of Schlagel Street and Collamer Drive. Runoff from these basins is conveyed along roadways and is captured by two 5’ Type R sump curb inlets. All of sub-basins B10 & B11 will be treated by LID Infiltration Gallery B2 in Pond B2. Sub-basin B12 consists of 0.41 acres of open space encompassing detention Pond B2 and Infiltration Gallery B2. Flows within this basin are conveyed via roof downspouts and concrete pans. All of sub-basin B12 is treated by the LID Infiltration Gallery B2. An outlet structure in Pond B2 includes an orifice plate sized to restrict the release rate in order to maximize detention volume in Pond B2. Runoff is conveyed from Pond B2 via storm pipes into Pond B1. Sub-basins B13 thru B17 consist of 2.53 acres of single-family attached and condominium residential lots and private drives. Runoff from these basins is conveyed along private drives and is captured by a quad Type 13 valley sump inlet and discharged to LID facility, Rain Garden B1. Sub-basins B18 thru B19 consist of 0.86 acres of condominium residential lots and public roadways. This basin includes portions of Landmark Way. Runoff from these basins is conveyed along roadways and is captured by two on-grade 5’ Type R curb inlets and discharged onto the surface of Pond B1 and treated for standard water quality. Sub-basin B20 consists of 2.94 acres of single-family attached and condominium residential lots and the open space encompassing detention Pond B1. Flows within this basin are conveyed via roof downspouts and concrete pans. An outlet structure in Pond B3 includes an orifice plate sized to restrict the release rate in order to maximize detention volume in Pond B3 and a water quality plate to treat the WQCV. Runoff is conveyed from Pond B1 via storm pipes into Pond A1. Drainage System C: Drainage System C consists of 3.67 acres of improvements along the western side of the project site. Runoff from basins in the C system drain to an extended detention basin, Pond C. Sub-basin C1 consists of 1.30 acres of multifamily residential buildings and open space. Runoff is conveyed via concrete pan and into a culvert crossing under Steeley Drive. Basin C1 is treated for standard water quality within Pond C. Sub-basin C2 consists of 0.14 acres of open space. Runoff is conveyed via overland flow into a Type C area inlet and discharged to the surface of Pond C and is treated for standard water quality. Page 11 Sub-basins C3 thru C4 consist of 1.08 acres of condominium residential lots, a portion of the commercial lot, and public roadways. This basin includes portions of Steeley Drive and Schlagel Street. Runoff from these basins is conveyed along roadways and is captured by a 5’ and 10’ Type R sump curb inlets and discharged to the surface of Pond C and is treated for standard water quality. Sub-basin C5 consists of 1.15 acres of commercial lots and the open space encompassing Pond C. Flows within this basin are conveyed via sheet flow, roof downspouts and concrete pans. An outlet structure in Pond C includes an orifice plate sized to restrict the release rate in order to maximize detention volume in Pond C as well as a water quality plate to treat the WQCV. Runoff is conveyed from Pond C via storm pipes into Pond B1. Drainage System D: Drainage System D consists of 9.21 acres of improvements within the area south of Suniga Road. Runoff from basins in the D system drain to an extended detention basin, Pond D. Sub-basins D1 thru D4 consist of 2.70 acres of multifamily residential lots, private drives, and open space. Runoff is conveyed via roof downspouts, roadways, and concrete pans, and is captured by Type 13 and area inlets, ultimately discharged to the surface of Pond D and treated for standard water quality. Sub-basin D5 consists of 0.43 acres of multifamily residential lots and open space. Runoff is conveyed via roof downspouts and concrete pans and is captured by a single Type 13 inlet, ultimately discharged to the surface of Pond D and treated for standard water quality. Sub-basins D6 thru D7 consist of 0.19 acres of multifamily residential lots, and public roadways. This basin includes portions of Steeley Drive. Runoff from these basins is conveyed along roadways and is captured by two on-grade 5’ Type R curb inlets, ultimately discharging to the surface of Pond D and treated for standard water quality. Sub-basins D8 thru D13 consist of 3.40 acres of multifamily residential lots, private drives, and open space. Runoff from these basins is conveyed via roof downspouts, roadways, concrete pans and storm pipes, ultimately discharging to LID facility, Rain Garden D1. Sub-basin D14 consists of 2.50 acres of open space encompassing detention Pond D. This basin’s detention requirements allows a release rate equal to the current/historic runoff rates and is accounted for in the Pond D detention volume calculations. An outlet structure in Pond D has been designed to limit discharge into the NECCO storm system as well as treat for standard water quality enhancement. Sub-basin D15 consists of 0.44 acres of public roadway along the western half of N. Lemay Avenue. Runoff is conveyed along Lemay Ave and collected by a sump 5’ Type R curb inlet. Page 12 Runoff is then conveyed by storm drain pipe into the existing 3’x10’ RCBC NECCO storm drain. Water quality treatment is provided by a Snout hood in the inlet. Due to grade constraints, this sub-basin cannot be routed to Pond D; the difference in 100-yr runoff rate for the developed condition is reduced from the allowable release rate. Refer to the tabulated release rate summary on page 17. Drainage System E: Drainage System E consists of 8.23 acres of public roadway improvements along Suniga Road. Runoff from basins within the System E are conveyed to the existing NECCO storm drain system. Detention for these basins is not required and water quality enhancement is provided by Snout hoods within the curb inlets, per the NECCO report. Refer to Exhibit 4.2 of the NECCO report, included in the Appendix. Sub-basins E1 thru E2 consist of 1.14 acres of public roadway along Suniga Rd. Runoff is conveyed along Suniga Rd and collected by two sump quad Combo curb inlets. The north (downstream) inlet includes a Snout hood to filter debris before runoff enters the existing 54” RCP NECCO storm drain. Sub-basins E3 thru E4 consist of 3.51 acres of public roadway along Suniga Rd. Runoff is conveyed along Suniga Rd and collected by two on-grade triple Combo curb inlets. The north (downstream) inlet includes a Snout hood to filter debris before runoff enters the existing 4’x7’ RCBC NECCO storm drain. Sub-basins E5 thru E8 consist of 2.50 acres of public roadway along Suniga Rd. Runoff is conveyed along Suniga Rd and collected by sump double and triple Combo curb inlets. The north (downstream) inlet includes a Snout hood to filter debris before runoff enters the existing 4’x7’ RCBC NECCO storm drain. Sub-basins E9 thru E10 consist of 0.64 acres of public roadway along Suniga Rd and the eastern half-street of N. Lemay Avenue. Runoff is conveyed along Suniga Rd and Lemay Ave and collected by a sump 5’ Type R curb inlet on the west side of Lemay, and a curb cut with run down to a Type C inlet on the east side of Lemay. Runoff is then conveyed by storm drain pipe into the existing 3’x10’ RCBC NECCO storm drain. Page 13 DRAINAGE FACILITY DESIGN DRAINAGE CONVEYANCE DESIGN Storm infrastructure to convey runoff will include concrete trickle pans, inlets, storm sewer and culverts. Stormwater detention and water quality enhancement will be achieved through the use of multiple interconnected extended detention basins, rain gardens, and infiltration galleries. Storm inlets, storm sewers and the roadway culverts have been appropriately sized to convey the minor and major storms. DETENTION/WATER QUALITY POND DESIGN EPA SWMM 5.0 has been utilized for the final drainage design. UDFCD is referenced for the standard water quality capture volume (WQCV) with a 40-hr drain time and the LID rain gardens and infiltration galleries WQCV with a 12-hr drain time. Due to the limited grades on the site, multiple ponds are proposed throughout the site. These ponds are interconnected via storm pipes and control structures that are designed with orifice plates to restrict flow and maximize pond volume while providing adequate freeboard. Overflow paths from each of the ponds have been provided in the event that the outlet structures clog and overtop. Below is a brief summary of the proposed design for each pond: Pond A1: Furthest downstream extended detention basin for all areas north of Suniga Road, with standard water quality treatment provided via two structures at the east and west ends (Water Quality Outlet Structures A01 and A03, respectively). WQ Outlet Structure A01 along with Outlet Structure A02 (located near the center of the pond) discharge directly into the existing NECCO system via 11” and 9” 100-yr orifice plates to maximize volume and restrict release rates. The 100-yr water surface elevation is 4950.36 feet, with a maximum depth in the pond of 2.36 feet, with another 1.64 feet of additional volume available. The 6” dewatering underdrain in Pond A1 will maintain a permanent groundwater surface elevation at approximately 3.8’ below the bottom of the pond. Should the pond outlets become clogged, overtopping will occur simultaneously at two locations; near the NECCO A7 lateral in Suniga Road, flows will spill over sidewalk and into public ROW across a length of 125 feet at a depth of 0.09 feet (spill elevation = 4952.36); near design point A15 in Lemay Ave, flows will spill over sidewalk and into the public ROW across a length of 161 feet at a depth of 0.36 feet (spill elevation = 4952.36). All calculations are provided in the Appendix. See plans for locations of spillways. Page 14 Pond A2: Detention basin with LID Infiltration Gallery A2 for water quality treatment. A Modified Type D outlet structure with a baffle wall separating the inlet and outlet compartments will direct incoming flows into the gallery. Flows will then spread throughout and fill the gallery chambers, settling out sediments and infiltrating through the gravel sub-base, where an 8” perforated underdrain set 12” below the bottom of the gallery will collect treated runoff and convey it to the outlet side of the modified Type D structure. A 24” 100-yr orifice plate maximizes volume in the pond and restricts flow to downstream Pond A1. During the major storm event, pipe flow will surcharge into the pond and be detained. The 100-yr water surface elevation is 4952.39 feet, with a maximum depth in the pond of 2.39 feet, with another 2.11 feet of additional volume available. The 8” dewatering underdrain in Pond A2 will maintain a permanent groundwater surface elevation at approximately 5.7’ below the bottom of the pond. Overtopping will occur simultaneously at two locations should the pond outlet become clogged; near the southeast corner, flows will spill over a depressed sidewalk across a length of 38 feet at a depth of 0.48 feet and down toward design point A10/A11; near the northeast corner, flows will spill into the 24’ wide private drive at a depth of 0.48 feet (water surface will not inundate finished floors at either spillway). The northern spill water surface elevation is approximately 4955.72 with the lowest adjacent top of foundation at 4957.43, providing 1.71 feet of freeboard. Flows will continue south and then overtop sidewalk into Pond A1 across a length of 98 feet at a depth of 0.36 feet. The southern spill water surface elevation is approximately 4954.54 with the lowest adjacent top of foundation at 4956.65, providing 2.11 feet of freeboard. All calculations are provided in the Appendix. Pond B1: Extended detention basin with LID rain garden and standard water quality treatment via the outlet structure located at the east end of the pond. An 11 ½” 100-yr orifice plate maximizes volume in the pond and restricts flow to downstream Pond A1. The rain garden includes a concrete forebay sized for 1% of the surface area for the WQCV with a rock embankment to dissipate flows before entering the media material bed. Large storm events in excess of the rain garden capacity will spill over a turf mat reinforced berm and down into Pond B1. The 100- yr water surface elevation is 4951.68 feet, with a maximum depth in the pond of 3.68 feet, with another 1.32 feet of additional volume available. The 6” dewatering underdrain in Pond B1 will maintain a permanent groundwater surface elevation at approximately 3.4’ below the bottom of the pond. Should the pond outlet become clogged, overtopping will occur at the southeast corner near the intersection of Landmark Way and Suniga Road, spilling over the sidewalk and into public ROW across a length of 93 feet at a depth of 0.35 feet (spill elevation = 4953.83). All calculations are provided in the Appendix. Page 15 Pond B2: Detention basin with LID infiltration gallery for water quality treatment. Modified Type D outlet structure with a baffle wall separating the inlet and outlet compartments will direct incoming flows into the gallery. Flows will then spread throughout and fill the gallery chambers, settling out sediments and infiltrating through the gravel sub-base, where an 8” perforated underdrain set 12” below the bottom of the galleries will collect treated runoff and convey it to the outlet side of the modified Type D structure. A 7” 100-yr orifice plate maximizes volume in the pond and restricts flow to downstream Pond B1. During the major storm event, pipe flow will surcharge into the pond and be detained. The 100-yr water surface elevation is 4955.94 feet, with a maximum depth in the pond of 2.44 feet, with another 1.06 feet of additional volume available. The 8” dewatering underdrain in Pond B2 will maintain a permanent groundwater surface elevation at approximately 5.7’ below the bottom of the pond. Should the pond outlet become clogged, overtopping will occur at the east corner near design point B11, spilling over the sidewalk into Collamer Drive ROW across a length of 54 feet at a depth of 0.22 feet (spill elevation = 4957.55). Flows will then continue over the street high point to the east (approximately 6” depth) and continuing down Landmark Way toward Suniga Road ROW. Pond B3: Detention basin with LID infiltration gallery for water quality treatment. Modified Type D outlet structure with a baffle wall separating the inlet and outlet compartments will direct incoming flows into the gallery. Flows will then spread throughout and fill the gallery chambers, settling out sediments and infiltrating through the gravel sub-base, where an 8” perforated underdrain set 12” below the bottom of the galleries will collect treated runoff and convey it to the outlet side of the modified Type D structure. A 7” 100-yr orifice plate maximizes volume in the pond and restricts flow to downstream Pond B2. During the major storm event, pipe flow will surcharge into the pond and be detained. The 100-yr water surface elevation is 4954.96 feet, with a maximum depth in the pond of 3.46 feet, with another 1.04 feet of additional volume available. The 8” dewatering underdrain in Pond B3 will maintain a permanent groundwater surface elevation at approximately 5.7’ below the bottom of the pond. Should the pond outlet become clogged, overtopping will occur at the northeast corner of the pond near design point B7, spilling into the 26‘ wide private drive and then splitting, with some flows running east toward Pioneer Trail ROW at a depth of 0.62 feet, and the rest to the south in the private drive (Coonts Lane) at a depth of 0.39 feet. The northern spill water surface elevation is approximately 4956.32 with the lowest adjacent top of foundation at 4958.17, providing 1.35 feet of freeboard. Flows will split again at the south end of the private drive, with some flows running east toward Pioneer Trail Road ROW at a depth of 0.34 feet, and the rest to the southeast into Collamer Dr ROW at a depth of 0.44 feet. The southern spill water surface elevation is approximately 4956.82 with the lowest adjacent top of foundation at 4958.00, Page 16 providing 1.68 feet of freeboard. Flows ultimately converge at the low point in Collamer Drive/Pioneer Trail and overtop the sidewalk into Pond A2. All calculations are provided in the Appendix. Pond C: Extended detention basin with standard water quality treatment provided via the outlet structure located at the east end of the pond. A 5” 100-yr orifice plate maximizes volume in the pond and restricts flow to downstream Pond B1. The 100-yr water surface elevation is 4955.52 feet, with a maximum depth in the pond of 3.32 feet, with another 2.98 feet of additional volume available. Should the pond outlet become clogged, overtopping will occur at the southeast corner, spilling over the sidewalk across a length of 52 feet at a depth of 0.35 feet (spill elevation = 4959.01), into Steeley Drive and Suniga Road public ROW. Pond D: Extended detention basin for all area south of Suniga Road, with LID rain garden and standard water quality treatment via the outlet structure located at the north center of the pond. An 4- 3/4” 100-yr orifice plate maximizes volume in the pond and restricts release rate into the NECCO system. The rain garden includes a concrete forebay sized for 1% of the surface area for WQCV with a rock embankment to dissipate flows before entering the media material. Large storm events in excess of the rain garden capacity will spill over a turf mat reinforced berm and down into Pond D. The 100-yr water surface elevation is 4949.54 feet, with a maximum depth in the pond of 3.92 feet, with another 1.46 feet of additional volume available. Should the pond outlet become clogged, overtopping will occur along the east side near design point D15, spilling over the sidewalk across a length of 120 feet at a depth of 0.32 feet (spill elevation = 4951.75), into Lemay Ave public ROW. As stated, the ultimate outfall for the Northfield site is the existing NECCO storm drain system. The area north of Suniga Road is required to reduce the 100-yr developed runoff to a rate of 0.2 cfs/acre. A portion of the area south of Suniga Road (delineated as sub-basins D13-D15) is allowed to release at a rate equal to current undeveloped/historic rates with the remaining area (delineated as sub-basins D1-D12) restricted to the 0.2 cfs/acre rate. Sub-basin D15, representing the western half-street section of Lemay Avenue adjacent to the development, cannot be routed to Pond D due to grade constraints; the difference in 100-yr runoff rate for the developed condition has been subtracted from the calculated allowable release rate to account for the undetained flows. Refer to the tabulated release rate summary below. There are three proposed outlet structures that will discharge runoff from the Northfield site into the NECCO system: one located at the east end of Pond A1 (Outlet A01), one near the Page 17 center of Pond A1 (Outlet A02), and one in Pond D (Outlet D01). The combined allowable release rate for the Northfield site of 13.87 cfs has been spread across these three outlet structures in order to achieve maximum detention volumes in all the interconnected ponds. Below is a summary of allowable and provided release rates: Allowable Release Rate: 47.69 ac = Total area north of Suniga & portion of area south of Suniga with max allowable release rate of 0.20 cfs/ac: 47.69 ac x 0.20 cfs/ac = 9.54 cfs 3.21 ac = Portion of area south of Suniga that can be released at historic rate of 5.51 cfs Flow from undetained Lemay Ave (sub-basin D15) (∆ historic - developed) is -1.18 cfs Total combined allowable release rate from Northfield site = 13.87 cfs Provided orifice-restricted release rates from each proposed three outlet structures: Outlet A01 4.55 cfs Outlet A02 7.02 cfs Outlet D01 1.22 cfs Total provided release rate = 12.79 cfs Total provided release rate of 12.79 cfs < Total allowable release rate of 13.87 cfs All supporting calculations are located in the Appendix. Page 18 LOW IMPACT DEVELOPMENT The City of Fort Collins updated the Low Impact Development ordinance in 2016 (Ordinance No. 007, 2016) to require: • Treat at least 75% of any newly developed or redeveloped impervious area using one or a combination of LID techniques, or • Treat at least 50% of any newly developed or redeveloped impervious area using one or a combination of LID techniques when 25% of private driveable surfaces are permeable. To satisfy the required implementation of Low Impact Development (LID) techniques, Northfield will utilize below grade infiltration galleries (such as ADS StormTech chamber system) and bioretention ponds/rain gardens. Details and specifications for these facilities are provided in the Appendix. Other LID techniques were explored, but due to the limited grade available and the amount of detention volume required, shallow infiltration galleries assisted in maintaining storm drain grades and detention volumes. Pavers within the private drives did not treat enough contributing area to justify their use. Infiltration galleries promote infiltration while capturing fine sediment that drains off the impervious areas. The proposed galleries are configured entirely as ‘Isolator rows’ which are surrounded by filter fabric and include an inlet manifold for access, removal of sediment and maintenance, along with an inspection port on each row. Standard water quality treatment is also provided within the extended detention ponds and has been sized for those tributary basins not already treated by the LID facilities. For basins A15 & D15 that are not able to be routed to the extended detention basins for standard water quality treatment or a LID facility, Snout hoods have been utilized at the design point inlet to filter debris and sediment from runoff prior to discharging into the storm system. A Standard Operations Procedure will be included as part of the Development Agreement to assist in ensuring that these BMPs will adequately perform over time. Impervious calculations for the tributary areas to each of the LID infiltration galleries, rain gardens, and standard water quality facilities along with a colored coded exhibit showing all areas treated are provided in the Appendix. LID treatment requirements have been exceeded, achieving approximately 107% of the required impervious area treatment in the rain gardens and infiltration galleries. As previously noted in the drainage basin descriptions, grading constraints and tight/shallow utility conflicts prevented a fraction of the site from being routed through a water quality treatment facility before being discharged into the storm system. Two interior basins A13 & A14, along with the small portion of basin A16 lying on the Northfield site (not including the eastern half street section of Lemay), and the northeastern-most landscape basin A17 together represent approximately 3.9% of the total site area not able to be treated Page 19 for water quality. Consideration is requested that the overtreatment provided within the LID facilities be a compromise for the areas unable to be directed to a water quality or LID facility. We believe this meets the intent of the water quality treatment criteria to the maximum extent possible. Below is a description of the 4-step process for selecting structural BMPs: Urban Drainage and Flood Control District (UDFCD) recommends a Four Step Process for receiving water protection that focuses on reducing runoff volumes, treating the water quality capture volume (WQCV), stabilizing drainageways and implementing long-term source controls. The Four Step Process applies to the management of smaller, frequently occurring events. Step 1: Employ Runoff Reduction Practices To reduce runoff peaks, volumes, and pollutant loads from urbanizing areas, implement Low Impact Development (LID) strategies, including Minimizing Directly Connected Impervious Areas (MDCIA). Captured runoff from strategic areas are routed through below grade infiltration galleries and bioretention pond/rain gardens. Infiltration galleries and rain gardens will slow runoff, promote infiltration, and filter runoff prior to being released into the adjacent storm drain system. Step 2: Implement BMPs that Provide a Water Quality Capture Volume with Slow Release The infiltration galleries and rain gardens are designed to provide water quality capture volume per Urban Drainage’s recommendations and calculations. The captured runoff is designed for a 12-hr drain time. Step 3: Stabilize Drainageways Natural Drainageways are subject to bed and bank erosion due to increases in frequency, duration, rate and volume of runoff during and following development. Because the site will drain to an existing storm system, bank stabilization is unnecessary with this project. Riprap and turf reinforcement mats are utilized throughout for onsite permanent stabilization. Step 4: Implement Site Specific and Other Source Control BMPs The proposed project will improve upon site specific source controls compared to historic conditions by providing localized trash enclosures within the development for disposal of solid waste; Snouts, infiltration galleries, and rain gardens for water treatment prior to flows Page 20 entering storm systems; and additional water quality measures to protect and prolong the design life of BMPS delineated in Step 1. Page 21 STORMWATER POLLUTION PREVENTION Erosion and sedimentation will be controlled on-site by use of sediment control logs, silt fencing, inlet protection, gravel construction entrances, temporary sediment basins, seeding, mulch, and turf. The measures are designed to limit the overall sediment yield increase due to construction as required by the City of Fort Collins. During overlot and final grading the soil will be roughened and furrowed perpendicular to the prevailing winds. During the performance of the work required by these specifications or any operations appurtenant thereto, whether on right-of-way provided by the City or elsewhere, the contractor shall furnish all labor, equipment, materials, and means required. The Contractor shall carry out proper efficient measures wherever and as necessary to reduce dust nuisance, and to prevent dust nuisance that has originated from his operations from damaging crops, orchards, cultivated fields, and dwellings, or causing naissance to persons. The Contractor will be held liable for any damage resulting from dust originating from his operations under these specifications on right-of-way or elsewhere. It is unlawful to track or cause to be tracked mud or other debris onto city streets or rights-of- way. Wherever construction vehicles access routes or intersect paved public roads, previsions must be made to minimize the transport of sediment by runoff or vehicles tracking onto the paved surface. Stabilized construction entrances are required with base material consisting of 6” coarse aggregate. The contractor will be responsible for clearing mud tracked onto city streets on a daily basis. All temporary and permanent erosion and sediment control practices must be maintained and repaired as needed to assure continued performance of their intended function. Silt fence and sediment control logs will require periodic replacement. Maintenance is the responsibility of the contractor. All disturbed areas must be seeded and mulched within 30 days of project start. Vegetation shall not be considered established until a ground cover is achieved which is demonstrated to be mature enough to control soil erosion to the satisfaction of the City Inspector and to survive severe weather condition. Page 22 CONCLUSIONS This Final Drainage Report for Northfield has been prepared to comply with the stormwater criteria set by the City of Fort Collins. The proposed drainage system presented in this report is designed to convey the developed peak storm water runoff through the site to the existing storm drain system and to the development’s LID features, detention and water quality facilities. Storm drains have been sized to provide the required roadway relief in both the 2-yr and 100-yr storm events, and to adequately convey the released runoff from the detention ponds disbursed throughout the site. Overland relief is provided at all sump locations. The calculated 100-yr peak flows released from Northfield adhere to the allowed rates as established in the NECCO drainage studies. This final drainage report anticipates the implementation of best management practices for erosion control, temporary and permanent, and on-site construction facilities. It can therefore be concluded that development of Northfield complies with the storm water jurisdictional criteria and will not adversely affect the adjacent properties, streets, storm drain system and/or detention/water quality facilities. Controlling the developed runoff from these improvements will improve the situations currently existing on the site. Page 23 REFERENCES 1. Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3), Urban Drainage and Flood Control District, June 2001, Revised November 2010. 2. Storm Drainage Criteria Manual and Construction Standards, City of Fort Collins Storm Water Utility, City of Fort Collins, Colorado, Updated January, 1997 with 2012 amendments. 3. Fort Collins Stormwater Criterial Manual, Fort Collins Utilities, City of Fort Collins, Colorado, Dated December 2018, Adopted January 2019. 4. “Hydrologic Group Rating for Larimer County Area, Colorado”, USDA-Natural Resources Conservation Service, National Cooperative Soil Survey. Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov. [12/06/2017] 5. “Preliminary Subsurface Exploration and Groundwater Report – Schlagel Property”, prepared by Earth Engineering Consultants, LLC, Dated August 16, 2017 6. “Public Improvement Plans, East Vine Drive Relocation”, prepared by Ayres Associates, Dated February 2009, obtained from City of Fort Collins. 7. “Utility Plans for NECCO Ponds and Backbone” – Record Drawings, prepared by Ayres Associates, Dated June 2017, obtained from the City of Fort Collins. 8. “Flood Insurance Rate Map, Larimer County, Colorado – Map Number 08069C0977G”, Federal Emergency Management Agency, Map Revised June 17, 2008. 9. “Flood Insurance Rate Map, Larimer County, Colorado – Map Number 08069C0981G”, Federal Emergency Management Agency, Map Revised June 17, 2008. 10. “Northfield Development, Fort Collins, Colorado – Groundwater Evaluation”, prepared by Miller Groundwater Engineering, LLC, Dated June 25, 2019. Page 24 APPENDIX Appendix A – Site Descriptions, Characteristics, & References Appendix B – SWMM Input/Output Appendix C – Rational Calculations Appendix D – Detention Pond Calculations Appendix E – Street Capacities & Inlet Calculations Appendix F – Low Impact Development Calculations Appendix A APPENDIX A – SITE DESCRIPTIONS, CHARACTERISTICS, & REFERENCES SITE Vicinity Map PROJECT DATUM: NAVD88 CITY OF FORT COLLINS BENCHMARK #43-97 ON THE SOUTH END OF THE WEST HEADWALL OF THE LAKE CANAL BRIDGE AT NORTH LEMAY AVENUE, 200 FEET SOUTH OF THE INTERSECTION OF LEMAY AVENUE. AND CONIFER STREET ELEV= 4960.11 CITY OF FORT COLLINS BENCHMARK #12-07 SOUTH SIDE OF VINE DRIVE ON THE SOUTH HEADWALL OF THE BRIDGE OVER DRY CREEK BASIN 0.4 MILES EAST OF NORTH LEMAY AVENUE ELEV= 4947.86 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. IF NGVD29 UNADJUSTED IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATIONS SHOULD BE USED: NGVD UNADJUSTED = 4960.11 (NAVD88) - 3.17 NGVD UNADJUSTED = 4947.81 (NAVD88) - 3.18 NTS Hydrologic Soil Group—Larimer County Area, Colorado (NorthField) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/6/2017 Page 1 of 4 4494130 4494220 4494310 4494400 4494490 4494580 4494670 4494130 4494220 4494310 4494400 4494490 4494580 4494670 494350 494440 494530 494620 494710 494800 494890 494980 495070 495160 494350 494440 494530 494620 494710 494800 494890 494980 495070 495160 40° 36' 11'' N 105° 4' 2'' W 40° 36' 11'' N 105° 3' 23'' W 40° 35' 52'' N 105° 4' 2'' W 40° 35' 52'' N 105° 3' 23'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 200 400 800 1200 Feet 0 50 100 200 300 Meters Map Scale: 1:4,140 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 64 Loveland clay loam, 0 to 1 percent slopes C 11.9 20.9% 73 Nunn clay loam, 0 to 1 percent slopes C 16.6 29.2% 76 Nunn clay loam, wet, 1 to 3 percent slopes C 28.3 49.9% Totals for Area of Interest 56.7 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group—Larimer County Area, Colorado NorthField Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/6/2017 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado NorthField Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/6/2017 Page 4 of 4 SUBJECT PROPERTY (APPROX.) SUBJECT PROPERTY (APPROX.) FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 8 Table 3.4-1. IDF Table for Rational Method Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) 5 2.85 4.87 9.95 39 1.09 1.86 3.8 6 2.67 4.56 9.31 40 1.07 1.83 3.74 7 2.52 4.31 8.80 41 1.05 1.80 3.68 8 2.40 4.10 8.38 42 1.04 1.77 3.62 9 2.30 3.93 8.03 43 1.02 1.74 3.56 10 2.21 3.78 7.72 44 1.01 1.72 3.51 11 2.13 3.63 7.42 45 0.99 1.69 3.46 12 2.05 3.50 7.16 46 0.98 1.67 3.41 13 1.98 3.39 6.92 47 0.96 1.64 3.36 14 1.92 3.29 6.71 48 0.95 1.62 3.31 15 1.87 3.19 6.52 49 0.94 1.6 3.27 16 1.81 3.08 6.30 50 0.92 1.58 3.23 17 1.75 2.99 6.10 51 0.91 1.56 3.18 18 1.70 2.90 5.92 52 0.9 1.54 3.14 19 1.65 2.82 5.75 53 0.89 1.52 3.10 20 1.61 2.74 5.60 54 0.88 1.50 3.07 21 1.56 2.67 5.46 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 9 Figure 3.4-1. Rainfall IDF Curve – Fort Collins FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 4.0 SWMM 4.1 Input Parameters Page 12 The composite imperviousness is obtained using the following formula: ( ) t n i i i A I xA I ∑ = = 1 Equation 5-6 Where: I = Composite Imperviousness, % Ii = Imperviousness for Specific Area (Ai), % Ai = Area of Surface with Imperviousness of Ii, acres or square feet n = Number of different surfaces to be considered At = Total Area over which I is applicable, acres or square feet 4.1.1 Intensity-Duration-Frequency Curves for SWMM The hyetograph input option must be selected when creating SWMM input files. Hyetographs for the 2- year, 5-year, 10-year, 25-year, 50-year, and 100-year Fort Collins rainfall events are provided in Table 4.1-4. Table 4.1-4. IDF Table for SWMM Duration (min) Intensity 2-year (in/hr) Intensity 5-year (in/hr) Intensity 10-year (in/hr) Intensity 25-year (in/hr) Intensity 50-year (in/hr) Intensity 100-year (in/hr) 5 0.29 0.40 0.49 0.63 0.79 1.00 10 0.33 0.45 0.56 0.72 0.90 1.14 15 0.38 0.53 0.65 0.84 1.05 1.33 20 0.64 0.89 1.09 1.41 1.77 2.23 25 0.81 1.13 1.39 1.80 2.25 2.84 30 1.57 2.19 2.69 3.48 4.36 5.49 35 2.85 3.97 4.87 6.30 7.90 9.95 40 1.18 1.64 2.02 2.61 3.27 4.12 45 0.71 0.99 1.21 1.57 1.97 2.48 50 0.42 0.58 0.71 0.92 1.16 1.46 55 0.35 0.49 0.60 0.77 0.97 1.22 60 0.30 0.42 0.52 0.67 0.84 1.06 65 0.20 0.28 0.39 0.62 0.79 1.00 70 0.19 0.27 0.37 0.59 0.75 0.95 75 0.18 0.25 0.35 0.56 0.72 0.91 Table RO-13 SWMM Input Parameters Depth of Storage on Impervious Areas 0.1 inches Depth of Storage on Pervious Areas 0.3 inches Maximum Infiltration Rate 0.51 inches/hour Minimum Infiltration Rate 0.50 inches/hour Decay Rate 0.0018 inches/sec Zero Detention Depth 1% Manning’s n Value for Pervious Surfaces 0.025 Manning’s n Value for Impervious Surfaces 0.016 4.3.2 Pervious-Impervious Area Table RO-14 should be used to determine preliminary percentages of impervious land cover for a given land-use or zoning. The final design must be based on the actual physical design conditions of the site. Table RO-14 Percent Imperviousness Relationship to Land Use* LAND USE OR ZONING PERCENT IMPERVIOUS (%) Business: T CCN, CCR, CN E, RDR, CC, LC C, NC, I, D, HC, CS 20 70 80 90 Residential: RF,UE RL, NCL LMN,NCM MMN, NCB 30 45 50 70 Open Space: Open Space and Parks (POL) Open Space along foothills ridge (POL,RF) RC 10 20 20 *For updated zoning designations and definitions, please refer to Article Four of the City Land Use Code, as amended 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 COLLEGE AVENUE RED CEDAR CIRCLE LEMAY AVENUE DRY CREEK BRISTLECONE DRIVE CONIFER STREET NOKOMIS COURT BLUE SPRUCE DRIVE CONIFER STREET LUPINE DRIVE REDWOOD POND REGIONAL POND REDWOOD STREET COLLEGE AVENUE JEROME STREET BONDELL STREET OSIANDER STREET EAST VINE DRIVE 70.0 ac 68.2 ac 13.2 ac Figure 2. Depth to groundwater over time at Northfield monitoring points (in feet). Date MW-1 MW-2 PZ-1 PZ-2 PZ-3 PZ-4 PZ-5 PZ-6 PZ-7 7/27/2017 3.8 5.3 4.7 4.6 5.1 5.0 6.0 6.8 7.2 9/19/2017 4.0 5.7 5.2 4.7 5.8 5.3 7.0 6.7 7.3 10/19/2017 4.0 5.6 5.0 4.6 5.9 5.1 7.1 6.6 7.3 2/12/2018 5.7 7.0 6.8 6.2 7.5 6.5 8.8 8.0 8.9 6/7/2018 3.7 5.2 4.4 4.6 4.4 5.3 5.1 7.2 7.0 2/15/2019 6.5 7.4 7.6 7.3 9.7 6/6/2019 3.8 5.5 4.5 4.4 5.3 6.9 7.5 0 1 2 3 4 5 6 7 8 9 10 6/1/2017 8/31/2017 11/30/2017 3/1/2018 6/1/2018 8/31/2018 11/30/2018 3/2/2019 6/1/2019 8/31/2019 Depth to Water (feet) Date MW-1 MW-2 PZ-1 PZ-2 PZ-3 PZ-4 PZ-5 PZ-6 PZ-7 6/25/2019 Miller Groundwater Engineering, LLC Appendix B APPENDIX B – SWMM INPUT/OUTPUT Northfield PROPOSED DRAINAGE SUMMARY Design Engineer: K. Brigman Design Firm: Highland Development Services Project Number: 18-1000-01 Date: SWMM INPUT SUMMARY TABLE A3 A1, A2, A3 2.39 103,916 70.0% 497 209 A4 A4 0.88 38,291 59.8% 413 93 A6 A5, A6 1.49 64,747 80.7% 287 226 A9 A7, A8, A9 1.99 86,841 65.6% 623 139 A11 A10, A11 1.82 79,390 79.0% 550 144 A12 A12 1.25 54,414 31.1% 321 170 A14 A13, A14 1.08 47,176 80.7% 252 187 A15 A15 2.48 107,951 50.8% 1062 102 A16 A16 0.80 34,957 73.5% 1141 31 A17 A17 0.90 39,162 7.1% 636 62 A18 A18 3.02 131,657 12.5% 441 299 B1 B1 2.13 92,658 37.1% 826 112 B2 B2 1.30 56,628 71.8% 684 83 B3 B3 1.07 46,573 55.9% 603 77 B4 B4 1.32 57,444 83.4% 543 106 B6 B5, B6 1.02 44,619 83.0% 230 194 B9 B7, B9 2.55 111,150 31.2% 515 216 B8 B8 0.40 17,449 72.3% 217 80 B10 B10 0.48 20,847 55.8% 237 88 B11 B11 2.47 107,621 64.8% 623 173 B12 B12 0.41 17,982 1.5% 94 191 B17 B13, B14, B15, B16, B17 2.53 110,074 79.3% 692 159 B18 B18 0.43 18,766 57.6% 362 52 B19 B19 0.43 18,723 60.5% 362 52 B20 B20 2.94 128,184 11.8% 743 173 C1 C1 1.30 56,445 36.3% 577 98 C2 C2 0.14 5,888 0.0% 66 89 C3 C3 0.83 36,164 61.7% 350 103 C4 C4 0.22 9,388 72.3% 186 50 C5 C5 1.20 52,251 22.3% 311 168 D1A D1A 0.70 30,292 21.3% 195 155 D1 D1 0.73 31,966 65.8% 263 122 D3 D2, D3 1.10 48,038 66.1% 492 98 D4 D4 0.16 7,129 57.7% 101 71 D5 D5 0.43 18,591 45.8% 340 55 D6 D6 0.10 4,463 68.1% 194 23 D7 D7 0.09 3,817 81.6% 129 30 D9 D8, 09 1.33 57,738 67.1% 621 93 D10 D10 0.16 6,832 53.4% 183 37 D12 D11, D12 1.65 71,665 66.7% 688 104 D14 D13, D14 2.77 120,732 4.3% 630 192 Percent Impervious Length (ft) Width (ft) October 15, 2019 SWMM SUBCATCH A11 A12 A14 A15 A18 A3 A4 A6 A9 B1 B10 B11 B12 B17 B18 B19 B2 B20 B3 B4 B6 B8 B9 C1 C2 C3 C4 C5 D13 D14 D3 D4 D5 D6 D7 D1A D1 OPA1 OPA3 OPA4 OPB1 OPB2 OPB3 OP-MHA4 OP-MHA6 OP-MHA7 OP-MHB2 OP-MHB5 PA1 PA10 PA11 PA12 PA13 PA14 PA15 PA16 PA17 PA2 PA3 PA4 PA5 PA6 PA7 18-1000-00 Northfield SWMM(dyn2.1).inp Northfield 100-yr Storm Routing 9/27/19 [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING DYNWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 03/11/2019 START_TIME 00:00:00 REPORT_START_DATE 03/11/2019 REPORT_START_TIME 00:00:00 END_DATE 03/11/2019 END_TIME 06:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:05:00 WET_STEP 00:05:00 DRY_STEP 00:05:00 ROUTING_STEP 0:01:00 RULE_STEP 00:00:00 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.566 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- CONSTANT 0.0 DRY_ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- CoFC_100-yr INTENSITY 0:05 1.0 TIMESERIES CoFC_100-yr Page 1 18-1000-00 Northfield SWMM(dyn2.1).inp [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- -------- ---------------- A11 CoFC_100-yr IA09 1.82 79.0 144 0.5 0 A14 CoFC_100-yr IA04 1.08 80.7 187 0.5 0 A15 CoFC_100-yr IA02 2.48 50.8 102 0.5 0 A18 CoFC_100-yr VA1 3.02 12.5 299 0.5 0 A3 CoFC_100-yr IA07 2.39 70.0 209 0.5 0 A4 CoFC_100-yr IA06 0.88 59.8 93 0.5 0 A6 CoFC_100-yr IA08 1.49 80.7 226 0.5 0 A9 CoFC_100-yr VA2 1.99 65.6 139 0.5 0 B1 CoFC_100-yr IB06 2.13 37.1 112 0.5 0 B10 CoFC_100-yr IB08 0.48 55.8 88 0.5 0 B11 CoFC_100-yr IB07 2.2 64.8 155 0.5 0 B12 CoFC_100-yr VB2 .41 1.5 191 0.5 0 B17 CoFC_100-yr IB13 2.53 79.3 159 0.5 0 B18 CoFC_100-yr IB12 0.43 57.6 52 0.5 0 B19 CoFC_100-yr IB11 0.43 60.5 52 0.5 0 B2 CoFC_100-yr IB05 1.30 71.8 83 0.5 0 B20 CoFC_100-yr VB1 2.94 11.8 173 0.5 0 B3 CoFC_100-yr IB04 1.07 55.9 77 0.5 0 B4 CoFC_100-yr IB03 1.32 83.4 106 0.5 0 B6 CoFC_100-yr IB09 1.02 83.0 191 0.5 0 B8 CoFC_100-yr IB10 0.40 72.3 80 0.5 0 B9 CoFC_100-yr VB3 2.55 31.2 216 0.5 0 C1 CoFC_100-yr FESC01 1.30 36.3 98 0.5 0 C2 CoFC_100-yr IC01 0.14 0 89 2 0 C3 CoFC_100-yr IC03 0.83 61.7 103 0.5 0 C4 CoFC_100-yr IC02 .22 72.3 50 0.5 0 C5 CoFC_100-yr VC1 1.20 22.3 168 0.5 0 D14 CoFC_100-yr VD1 2.77 4.3 192 0.5 0 D3 CoFC_100-yr ID05 1.10 66.1 98 0.5 0 D4 CoFC_100-yr ID04 0.16 57.7 35 0.5 0 D5 CoFC_100-yr ID03 0.43 40 55 0.5 0 D6 CoFC_100-yr ID02 0.10 68.1 23 0.5 0 D7 CoFC_100-yr ID01 0.09 81.6 30 0.5 0 D1A CoFC_100-yr ID09 0.71 21.3 155 0.5 0 D1 CoFC_100-yr ID08 0.73 65.8 122 0.5 0 A12 CoFC_100-yr VA2 1.25 31.1 170 0.5 0 D9 CoFC_100-yr FESD06 1.33 67.1 93 0.5 0 D10 CoFC_100-yr ID06 .16 53.4 37 0.5 0 D12 CoFC_100-yr FESD05 1.65 66.7 104 0.5 0 E6 CoFC_100-yr IE02 1.15 81.8 100 0.5 0 E8 CoFC_100-yr IE01 1.35 67.8 118 0.5 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- A11 0.01 0.1 .1 .3 1 OUTLET A14 0.01 0.1 .1 .3 1 OUTLET A15 0.01 0.1 .1 .3 1 OUTLET A18 0.01 0.1 .1 .3 1 OUTLET A3 0.01 0.1 .1 .3 1 OUTLET Page 2 18-1000-00 Northfield SWMM(dyn2.1).inp A4 0.01 0.1 .1 .3 1 OUTLET A6 0.01 0.1 .1 .3 1 OUTLET A9 0.01 0.1 .1 .3 1 OUTLET B1 0.01 0.1 .1 .3 1 OUTLET B10 0.01 0.1 .1 .3 1 OUTLET B11 0.01 0.1 .1 .3 1 OUTLET B12 0.01 0.1 .1 .3 1 OUTLET B17 0.01 0.1 .1 .3 1 OUTLET B18 0.01 0.1 .1 .3 1 OUTLET B19 0.01 0.1 .1 .3 1 OUTLET B2 0.01 0.1 .1 .3 1 OUTLET B20 0.01 0.1 .1 .3 1 OUTLET B3 0.01 0.1 .1 .3 1 OUTLET B4 0.01 0.1 .1 .3 1 OUTLET B6 0.01 0.1 .1 .3 1 OUTLET B8 0.01 0.1 .1 .3 1 OUTLET B9 0.01 0.1 .1 .3 1 OUTLET C1 0.01 0.1 .1 .3 1 OUTLET C2 0.01 0.1 .1 .3 1 OUTLET C3 0.01 0.1 .1 .3 1 OUTLET C4 0.01 0.1 .1 .3 1 OUTLET C5 0.01 0.1 .1 .3 1 OUTLET D14 0.01 0.1 .1 .3 1 OUTLET D3 0.01 0.1 .1 .3 1 OUTLET D4 0.01 0.1 .1 .3 1 OUTLET D5 0.01 0.1 .1 .3 1 OUTLET D6 0.01 0.1 .1 .3 1 OUTLET D7 0.01 0.1 .1 .3 1 OUTLET D1A 0.01 0.1 .1 .3 1 OUTLET D1 0.01 0.1 .1 .3 1 OUTLET A12 0.01 0.1 .1 .3 1 OUTLET D9 0.01 0.1 .1 .3 1 OUTLET D10 0.01 0.1 .1 .3 1 OUTLET D12 0.01 0.1 .1 .3 1 OUTLET E6 0.01 0.1 .1 .3 1 OUTLET E8 0.01 0.1 .1 .3 1 OUTLET [INFILTRATION] ;;Subcatchment MaxRate MinRate Decay DryTime MaxInfil ;;-------------- ---------- ---------- ---------- ---------- ---------- A11 3.0 0.5 6.48 7 0 A14 3.0 0.5 6.48 7 0 A15 3.0 0.5 6.48 7 0 A18 3.0 0.5 6.48 7 0 A3 3.0 0.5 6.48 7 0 A4 3.0 0.5 6.48 7 0 A6 3.0 0.5 6.48 7 0 A9 3.0 0.5 6.48 7 0 B1 3.0 0.5 6.48 7 0 B10 3.0 0.5 6.48 7 0 B11 3.0 0.5 6.48 7 0 B12 3.0 0.5 6.48 7 0 B17 3.0 0.5 6.48 7 0 B18 3.0 0.5 6.48 7 0 B19 3.0 0.5 6.48 7 0 Page 3 18-1000-00 Northfield SWMM(dyn2.1).inp B2 3.0 0.5 6.48 7 0 B20 3.0 0.5 6.48 7 0 B3 3.0 0.5 6.48 7 0 B4 3.0 0.5 6.48 7 0 B6 3.0 0.5 6.48 7 0 B8 3.0 0.5 6.48 7 0 B9 3.0 0.5 6.48 7 0 C1 3.0 0.5 6.48 7 0 C2 3.0 0.5 6.48 7 0 C3 3.0 0.5 6.48 7 0 C4 3.0 0.5 6.48 7 0 C5 3.0 0.5 6.48 7 0 D14 3.0 0.5 6.48 7 0 D3 3.0 0.5 6.48 7 0 D4 3.0 0.5 6.48 7 0 D5 3.0 0.5 6.48 7 0 D6 3.0 0.5 6.48 7 0 D7 3.0 0.5 6.48 7 0 D1A 3.0 0.5 4 7 0 D1 3.0 0.5 4 7 0 A12 3.0 0.5 4 7 0 D9 3.0 0.5 4 7 0 D10 3.0 0.5 4 7 0 D12 3.0 0.5 4 7 0 E6 3.0 0.5 4 7 0 E8 3.0 0.5 4 7 0 [JUNCTIONS] ;;Name Elevation MaxDepth InitDepth SurDepth Aponded ;;-------------- ---------- ---------- ---------- ---------- ---------- IA07 4948.41 6.06 0 0 0 IA06 4948.31 6.16 0 0 0 IA08 4948.07 7.2 0 0 0 IA09 4946.80 5.79 0 0 0 IA04 4944.07 10.68 0 0 0 IA02 4943.46 7.11 0 0 0 IB06 4949.38 6.17 0 0 0 IB11 4948.38 4.8 0 0 0 IB12 4948.71 4.15 0 0 0 IB05 4948.67 7.55 0 0 0 IB04 4948.58 7.64 0 0 0 IB03 4948.35 8.4 0 0 0 IB09 4949.00 6.01 0 0 0 IB10 4953.11 4.7 0 0 0 IB08 4950.15 6.49 0 0 0 IB07 4949.47 7.17 0 0 0 IB13 4951.74 4.23 0 0 0 FESC01 4955.24 4 0 0 0 IC01 4953.89 4.3 0 0 0 IC03 4954.13 4.7 0 0 0 IC02 4953.82 5.0 0 0 0 ID04 4952.44 4.5 0 0 0 ID03 4952.97 3.3 0 0 0 ID02 4952.13 5.0 0 0 0 ID01 4951.45 5.7 0 0 0 Page 4 18-1000-00 Northfield SWMM(dyn2.1).inp IE02 4944.77 6.2 0 0 0 IE01 4944.6 6.4 0 0 0 MHA04 4948.27 6.49 0 0 0 MHA03 4947.79 7.45 0 0 0 MHA02 4946.24 8.72 0 0 0 MHA01 4944.14 11.16 0 0 0 MHB06 4948.14 9.3 0 0 0 MHB03 4945.56 11.4 0 0 0 MHB02 4944.74 9.42 0 0 0 MHB04 4947.5 8.8 0 0 0 FESC02 4953.6 4.3 0 0 0 MHC02 4953.32 7.2 0 0 0 MHD04 4952.23 5.7 0 0 0 MHD02 4948.10 6.0 0 0 0 MHD01 4947.52 4.9 0 0 0 OA3 4944.27 7.73 0 0 0 OA2-Stage1 4943.89 8.11 0 0 0 OA2-Stage2 4943.89 8.11 0 0 0 OA1-Stage1 4943.20 8.8 0 0 0 OA1-Stage2 4943.20 8.8 0 0 0 OB3-Stage1 4947 9 0 0 0 OB3-Stage2 4945.75 10.25 0 0 0 OB2-Stage1 4949.00 8 0 0 0 OB2-Stage2 4947.75 9.25 0 0 0 OB1-Stage1 4944.59 8.4 0 0 0 OB1-Stage2 4944.59 8.4 0 0 0 OC1 4952.2 6.3 0 0 0 OD1 4945.11 5.89 0 0 0 MHD03 4949.78 4.7 0 0 0 ID09 4954.12 3.1 0 0 0 ID08 4953.38 3.85 0 0 0 ID05 4952.74 4.3 0 0 0 MHD05 4952.58 6.2 0 0 0 OA4-Stage1 4945.50 9 0 0 0 OA4-Stage2 4944.25 10.25 0 0 0 IA05 4946.14 8.36 0 0 0 IA03 4943.95 8.05 0 0 0 IA01 4943.29 8.71 0 0 0 IB01 4944.64 8.36 0 0 0 IB02 4947.40 8.6 0 0 0 FESD06 4952.24 4 0 0 0 ID06 4950.47 5 0 0 0 FESD05 4952.21 4 0 0 0 MHD01A 4949.8 4.4 0 0 0 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- Out2 4942.91 TIMESERIES NECCO_A6 NO Out1 4943.82 TIMESERIES NECCO_A7 NO Out3 4943.69 TIMESERIES NECCO_A7 NO Page 5 18-1000-00 Northfield SWMM(dyn2.1).inp [STORAGE] ;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat IMD ;;-------------- -------- ---------- ----------- ---------- ---------------------------- -------- -------- -------- -------- VB3 4951.5 4.5 0 TABULAR B3 0 0 VB2 4953.5 3.5 0 TABULAR B2 0 0 VB1 4948 5 0 TABULAR B1 0 0 VA2 4950.0 4.5 0 TABULAR A2 0 0 VA1 4948 4 0 TABULAR A1 0 0 VC1 4952.2 6.3 0 TABULAR C 0 0 VD1 4945.62 5.38 0 TABULAR D 0 0 [CONDUITS] ;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow ;;-------------- ---------------- ---------------- ---------- ---------- ---------- ---------- ---------- ---------- OPA4 OA4-Stage1 VA2 10 0.012 4.51 0 0 0 OPA2 OA2-Stage1 VA1 10 0.012 5.52 0 0 0 OPA1 OA1-Stage1 VA1 10 0.012 5.3 0 0 0 OPB3 OB3-Stage1 VB3 10 0.012 4.51 0 0 0 OPB2 OB2-Stage1 VB2 10 0.012 4.51 0 0 0 OPB1 OB1-Stage1 VB1 10 0.012 3.51 0 0 0 OP-MHA4 IA05 VA2 224 0.016 5.01 0 0 0 OP-IA03 IA03 VA1 10 0.012 5.75 0 0 0 OP-IA01 IA01 VA1 10 0.012 5.03 0 0 0 OP-MHB05 IB02 VB3 10 0.012 5.12 1 0 0 OP-MHB01 IB01 VB1 10 0.012 3.94 0 0 0 PA14 IA07 MHA04 28 .012 0 0 0 0 PA07 MHA01 IA04 53 .012 0 0 0 0 PA06 IA04 IA03 102 .012 0 0 0 0 PA05 IA03 OA2-Stage1 51 .012 0 0 0 0 PA17 OA3 OA2-Stage1 155 .012 0 0 0 0 PA03 IA02 IA01 38 .012 0 0 0 0 PA02 IA01 OA1-Stage1 23 .012 0 0 0 0 PA01 OA1-Stage2 Out2 65 .012 0 0 0 0 PA04 OA2-Stage2 Out1 60 .016 0 0 0 0 PA13 IA06 MHA04 8 .012 0 0 0 0 PA12 MHA04 MHA03 96 .012 0 0 0 0 PA15 IA08 MHA03 138 0.012 0 0 0 0 PA11 MHA03 MHA02 210 0.012 0 0 0 0 PA10 MHA02 IA05 137 0.012 0 0 0 0 PA16 IA09 IA05 131 .012 0 0 0 0 PA09 IA05 OA4-Stage1 224 0.012 0 0 0 0 PB11 IB06 IB05 71 .012 0 0 0 0 PB15 IB08 IB07 36 .012 0 .5 0 0 PB14 IB07 OB2-Stage1 93 .012 0 0 0 0 PB13 OB2-Stage2 MHB04 41 .012 0 0 0 0 PB12 MHB04 MHB03 320 .012 0 0 0 0 PB04 MHB03 MHB02 347 .012 0 0 0 0 PB03 MHB02 IB01 42 .012 0 0 0 0 PB02 IB01 OB1-Stage1 20 .012 0 0 0 0 PB20 IB13 VB1 90 0.012 0 3.5 0 0 PB18 IB11 VB1 35 .012 0 .2 0 0 PB19 IB12 IB11 65 .012 0 0 0 0 PB10 IB05 IB04 36 .012 0 0 0 0 Page 6 18-1000-00 Northfield SWMM(dyn2.1).inp PB01 OB1-Stage2 OA3 133 .012 0 0 0 0 PB109 IB04 IB03 95 .012 0 0 0 0 PB08 IB03 MHB06 90 .012 0 0 0 0 PB07 MHB06 IB02 316 .012 0 0 0 0 PB06 IB02 OB3-Stage1 169 0.012 0 0 0 0 PB16 IB09 IB02 213 0.012 0 0 0 0 PB17 IB10 VB3 55 .012 0 1.1 0 0 PB05 OB3-Stage2 MHB03 75 .012 0 0 0 0 PC1 FESC01 IC01 135 .012 0 0 0 0 PC2 IC01 FESC02 57 .012 0 0 0 0 PC3 FESC02 VC1 37 .012 0 1.24 0 0 PC4 IC03 IC02 36 .012 0 0 0 0 PC5 IC02 MHC02 60 .012 0 0 0 0 PC6 MHC02 VC1 88 .012 0 .4 0 0 PC7 OC1 VB1 121 .012 0 3.6 0 0 PD5 ID04 MHD04 105 .012 0 0 0 0 PD6 ID03 MHD04 147 .012 0 0 0 0 PD7 MHD04 ID02 20 .012 0 0 0 0 PD8 ID02 ID01 36 .012 0 .5 0 0 PD11 MHD02 MHD01 115 .012 0 0 0 0 PD12 MHD01 VD1 145 .016 0 1.18 0 0 PD13 OD1 IE02 48 .012 0 .1 0 0 PE1 IE02 IE01 65 .012 0 0 0 0 PE2 IE01 Out3 22 .016 0 0 0 0 PA08 OA4-Stage2 MHA01 94 .012 0 0 0 0 PD9 ID01 MHD03 335 .012 0 0 0 0 PD10 MHD03 MHD02 335 .012 0 0 0 0 PD1 ID09 ID08 95 .012 0 0 0 0 PD2 ID08 ID05 372 .012 0 0 0 0 PD3 ID05 MHD05 91 .012 0 0 0 0 PD4 MHD05 ID04 78 .012 0 0 0 0 PD14 FESD06 ID06 387 .012 0 0 0 0 PD15 ID06 MHD01A 145 .012 0 0 0 0 PD16 FESD05 MHD01A 14 .012 0 0 0 0 PD17 MHD01A VD1 65 .012 0 3.88 0 0 [ORIFICES] ;;Name From Node To Node Type Offset Qcoeff Gated CloseTime ;;-------------- ---------------- ---------------- ------------ ---------- ---------- -------- ---------- ;6" Orifice OutB2 OB2-Stage1 OB2-Stage2 SIDE -1.25 0.65 NO 0 OutA1 OA1-Stage1 OA1-Stage2 SIDE 0 0.65 NO 0 OutA2 OA2-Stage1 OA2-Stage2 SIDE 0 0.65 NO 0 ;5" Orifice OutB1 OB1-Stage1 OB1-Stage2 SIDE 0 0.65 NO 0 OutD1 VD1 OD1 SIDE -.51 0.65 NO 0 OutC1 VC1 OC1 SIDE 0 0.65 NO 0 OutA4 OA4-Stage1 OA4-Stage2 SIDE -1.25 0.65 NO 0 ;8" Orifice OutB3 OB3-Stage1 OB3-Stage2 SIDE -1.25 0.65 NO 0 Page 7 18-1000-00 Northfield SWMM(dyn2.1).inp [XSECTIONS] ;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert ;;-------------- ------------ ---------------- ---------- ---------- ---------- ---------- ---------- OPA4 RECT_OPEN 2 50 0 0 1 OPA2 RECT_OPEN 2 500 0 0 1 OPA1 RECT_OPEN 2 100 0 0 1 OPB3 RECT_OPEN 2 50 0 0 1 OPB2 RECT_OPEN 2 10 0 0 1 OPB1 RECT_OPEN 2 10 0 0 1 OP-MHA4 RECT_OPEN 3 5 0 0 1 OP-IA03 RECT_OPEN 2 500 0 0 1 OP-IA01 RECT_OPEN 2 100 0 0 1 OP-MHB05 RECT_OPEN 2 10 0 0 1 OP-MHB01 RECT_OPEN 2 10 0 0 1 PA14 CIRCULAR 2.5 0 0 0 1 PA07 CIRCULAR 2.5 0 0 0 1 PA06 CIRCULAR 3 0 0 0 1 PA05 CIRCULAR 3 0 0 0 1 PA17 CIRCULAR 2 0 0 0 1 PA03 CIRCULAR 2 0 0 0 1 PA02 CIRCULAR 2 0 0 0 1 PA01 CIRCULAR 2 0 0 0 1 PA04 HORIZ_ELLIPSE 1.167 1.917 1 0 1 PA13 CIRCULAR 2 0 0 0 1 PA12 CIRCULAR 2.5 0 0 0 1 PA15 CIRCULAR 3 0 0 0 1 PA11 CIRCULAR 3 0 0 0 1 PA10 CIRCULAR 2 0 0 0 2 PA16 CIRCULAR 2.5 0 0 0 1 PA09 CIRCULAR 2.5 0 0 0 1 PB11 CIRCULAR 2.5 0 0 0 1 PB15 CIRCULAR 1.5 0 0 0 1 PB14 CIRCULAR 2.5 0 0 0 1 PB13 CIRCULAR 2 0 0 0 1 PB12 CIRCULAR 2 0 0 0 1 PB04 CIRCULAR 2 0 0 0 1 PB03 CIRCULAR 2 0 0 0 1 PB02 CIRCULAR 2 0 0 0 1 PB20 CIRCULAR 2.000 0 0 0 1 PB18 CIRCULAR 1.5 0 0 0 1 PB19 CIRCULAR 1.5 0 0 0 1 PB10 CIRCULAR 2.5 0 0 0 1 PB01 CIRCULAR 2 0 0 0 1 PB109 CIRCULAR 3 0 0 0 1 PB08 CIRCULAR 3 0 0 0 1 PB07 CIRCULAR 3 0 0 0 1 PB06 CIRCULAR 2 0 0 0 1 PB16 CIRCULAR 2.5 0 0 0 1 PB17 CIRCULAR 1.5 0 0 0 1 PB05 CIRCULAR 2 0 0 0 1 PC1 CIRCULAR 1.5 0 0 0 1 PC2 CIRCULAR 1.5 0 0 0 1 PC3 CIRCULAR 1.5 0 0 0 1 Page 8 18-1000-00 Northfield SWMM(dyn2.1).inp PC4 CIRCULAR 1.5 0 0 0 1 PC5 CIRCULAR 1.5 0 0 0 1 PC6 CIRCULAR 1.5 0 0 0 1 PC7 CIRCULAR 1.5 0 0 0 1 PD5 CIRCULAR 2.5 0 0 0 1 PD6 CIRCULAR 1.5 0 0 0 1 PD7 CIRCULAR 2.5 0 0 0 1 PD8 CIRCULAR 2.5 0 0 0 1 PD11 CIRCULAR 2.5 0 0 0 1 PD12 HORIZ_ELLIPSE 2.000 3.167 4 0 1 PD13 CIRCULAR 1.5 0 0 0 1 PE1 CIRCULAR 2.5 0 0 0 1 PE2 CIRCULAR 2 0 0 0 1 PA08 CIRCULAR 2.5 0 0 0 1 PD9 CIRCULAR 2.5 0 0 0 1 PD10 CIRCULAR 2.5 0 0 0 1 PD1 CIRCULAR 1.5 0 0 0 1 PD2 CIRCULAR 2 0 0 0 1 PD3 CIRCULAR 2.5 0 0 0 1 PD4 CIRCULAR 2.5 0 0 0 1 PD14 CIRCULAR 2 0 0 0 1 PD15 CIRCULAR 2 0 0 0 1 PD16 CIRCULAR 2 0 0 0 1 PD17 CIRCULAR 2 0 0 0 1 OutB2 CIRCULAR .5833 0 0 0 OutA1 CIRCULAR .9167 0 0 0 OutA2 CIRCULAR .75 0 0 0 OutB1 CIRCULAR .9583 0 0 0 OutD1 CIRCULAR .3958 0 0 0 OutC1 CIRCULAR .4167 0 0 0 OutA4 CIRCULAR 2 0 0 0 OutB3 CIRCULAR .5833 0 0 0 [CURVES] ;;Name Type X-Value Y-Value ;;-------------- ---------- ---------- ---------- ;Pond A1 A1 Storage 0 1 A1 .5 5679 A1 1 22767 A1 1.5 45079 A1 2 67209 A1 2.5 78292 A1 3 81175 A1 3.5 83146 A1 4 85329 ; ;Pond A2 A2 Storage 0 1 A2 .5 2039 A2 1 8359 A2 1.5 14667 A2 2 17134 A2 2.5 17846 A2 3 18540 Page 9 Pond Outlet Structure 100-yr Orifice Diameters 18-1000-00 Northfield SWMM(dyn2.1).inp A2 3.5 19251 A2 4 19976 A2 4.5 20716 ; ;Pond B1 B1 Storage 0 1 B1 .5 2067 B1 1 9410 B1 1.5 15234 B1 2 23785 B1 2.5 32850 B1 3 42020 B1 3.5 51528 B1 4 61043 B1 4.5 68436 B1 5 77589 ; ;Pond B2 B2 Storage 0 1 B2 .5 3696 B2 1 6275 B2 1.5 7007 B2 2 7760 B2 2.5 8545 B2 3 9360 B2 3.5 10206 ; ;Pond B3 B3 Storage 0 1 B3 .5 2359 B3 1 9311 B3 1.5 14696 B3 2 24667 B3 2.5 34377 B3 3 37503 B3 3.5 39856 B3 4 42256 B3 4.5 47009 ; ;Pond C C Storage 0 1 C .3 309 C .8 1250 C 1.3 6000 C 1.8 10590 C 2.3 11943 C 2.8 13038 C 3.3 14143 C 3.8 15269 C 4.3 16426 C 4.8 17617 C 5.3 18857 C 5.8 20138 C 6.3 21507 ; Page 10 18-1000-00 Northfield SWMM(dyn2.1).inp ;Pond D D Storage 0 0 D .38 953 D 0.88 4839 D 1.38 8716 D 1.88 10860 D 2.38 19723 D 2.88 29964 D 3.38 42821 D 3.88 52864 D 4.38 59809 D 4.88 65735 D 5.38 74113 [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- ;CoFC Rainfall Data CoFC_100-yr 0:5 1.00 CoFC_100-yr 0:10 1.14 CoFC_100-yr 0:15 1.33 CoFC_100-yr 0:20 2.23 CoFC_100-yr 0:25 2.84 CoFC_100-yr 0:30 5.49 CoFC_100-yr 0:35 9.95 CoFC_100-yr 0:40 4.12 CoFC_100-yr 0:45 2.48 CoFC_100-yr 0:50 1.46 CoFC_100-yr 0:55 1.22 CoFC_100-yr 0:60 1.06 CoFC_100-yr 1:05 1.00 CoFC_100-yr 1:10 0.95 CoFC_100-yr 1:15 0.91 CoFC_100-yr 1:20 0.87 CoFC_100-yr 1:25 0.84 CoFC_100-yr 1:30 0.81 CoFC_100-yr 1:35 0.78 CoFC_100-yr 1:40 0.75 CoFC_100-yr 1:45 0.73 CoFC_100-yr 1:50 0.71 CoFC_100-yr 1:55 0.69 CoFC_100-yr 2:00 0.67 ; NECCO_A6 FILE "NECCO A6 HGL.dat" ; NECCO_A7 FILE "NECCO A7 HGL.dat" [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] Page 11 18-1000-00 Northfield SWMM(dyn2.1).inp [MAP] DIMENSIONS -2265.077 305.049 12734.923 10305.049 Units Feet [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ IA07 8840.473 7201.377 IA06 9225.300 7201.377 IA08 9593.268 6794.963 IA09 9028.752 4810.391 IA04 7904.719 4690.137 IA02 10197.234 4203.347 IB06 7392.975 8317.783 IB11 6669.004 4007.445 IB12 7002.104 4007.445 IB05 7733.260 8328.760 IB04 7777.168 8191.548 IB03 7938.289 7853.869 IB09 7962.833 6142.789 IB10 6427.069 6051.625 IB08 5880.084 6002.536 IB07 5778.401 5834.233 IB13 5781.907 4691.176 FESC01 3124.123 5231.148 IC01 2717.391 4824.416 IC03 3366.059 4519.367 IC02 3208.275 4480.797 ID04 3134.472 3003.571 ID03 2520.415 2601.953 ID02 3218.713 2572.683 ID01 3402.696 2576.864 IE02 7717.391 3460.461 IE01 7717.391 3716.421 MHA04 9014.727 7201.688 MHA03 9014.727 6794.963 MHA02 9011.220 5935.917 MHA01 8039.972 4862.985 MHB06 8120.617 7510.250 MHB03 6739.130 5669.437 MHB02 6733.204 4225.468 MHB04 5399.719 5658.918 FESC02 2573.633 4621.050 MHC02 2973.352 4424.696 MHD04 3135.085 2576.864 MHD02 6174.980 2581.046 MHD01 6174.614 3064.248 OA3 7109.046 4122.277 OA2-Stage1 7755.065 4112.897 OA2-Stage2 7755.065 4006.000 OA1-Stage1 10042.076 4105.622 OA1-Stage2 10049.224 3964.887 OB3-Stage1 6948.404 6142.499 OB3-Stage2 6851.784 5964.631 OB2-Stage1 5396.213 5848.259 Page 12 18-1000-00 Northfield SWMM(dyn2.1).inp OB2-Stage2 5399.719 5757.095 OB1-Stage1 6469.695 4146.415 OB1-Stage2 6643.172 4137.631 OC1 3087.838 4018.996 OD1 7706.872 3260.601 MHD03 4774.203 2576.864 ID09 936.326 3138.842 ID08 1274.502 3386.838 ID05 2721.145 3341.747 MHD05 3145.745 3315.445 OA4-Stage1 8365.196 5282.178 OA4-Stage2 8078.907 5241.568 IA05 9007.714 5364.388 IA03 7904.719 4259.262 IA01 10042.076 4202.922 IB01 6471.891 4223.272 IB02 7187.938 6577.571 FESD06 3921.579 3311.934 ID06 5586.073 3317.210 FESD05 6145.301 3224.884 MHD01A 6147.939 3314.572 Out2 10056.600 3822.110 Out1 7776.603 3868.702 Out3 7678.866 3850.518 VB3 6810.061 6190.810 VB2 5235.592 5749.431 VB1 5780.178 4146.415 VA2 8365.196 5440.055 VA1 9009.467 4188.897 VC1 2454.418 4266.912 VD1 7380.785 3141.386 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ PB18 6048.080 4027.836 PC7 3573.286 4153.003 [Polygons] ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ A11 8818.373 4691.176 A14 7615.277 4688.492 A15 10197.234 4351.358 A18 8902.846 4373.425 A3 8840.473 7311.563 A4 9225.300 7308.274 A6 9596.774 7061.442 A9 8765.778 5592.298 B1 7019.759 8485.181 B10 5568.022 6318.104 B11 5101.683 6100.713 B12 5094.670 5571.260 B17 6093.969 4740.264 B18 7121.881 3924.628 Page 13 18-1000-00 Northfield SWMM(dyn2.1).inp B19 6671.719 3860.946 B2 6975.415 7948.399 B20 5516.669 4392.357 B3 7178.001 7711.330 B4 7432.312 7426.847 B6 8225.806 5988.511 B8 6178.121 6240.966 B9 6684.894 6491.650 C1 3688.640 5732.550 C2 2521.038 5034.794 C3 3448.808 4948.539 C3 3455.820 4948.539 C3 3473.352 4938.020 C3 3455.820 4934.514 C3 3452.314 4948.539 C4 3138.149 4694.682 C4 3152.174 4701.695 C4 3152.174 4680.657 C4 3138.149 4677.151 C4 3138.149 4687.670 C5 2615.708 4421.190 D14 9344.320 2878.413 D3 2627.208 3029.874 D4 2967.828 2974.100 D5 1905.746 2719.033 D6 3022.186 2334.342 D7 3653.581 2288.346 D1A 767.238 2965.996 D1A 770.995 2962.238 D1A 767.238 2962.238 D1A 774.753 2973.511 D1A 774.753 2962.238 D1A 770.995 2962.238 D1 1334.622 2977.268 D1 1334.622 2973.511 D1 1334.622 2973.511 D1 1345.895 2984.783 D1 1342.137 2973.511 D1 1334.622 2992.298 A12 8264.878 5542.018 D9 3897.838 3024.406 D9 3897.838 3024.406 D9 3897.838 3024.406 D9 3892.562 3021.768 D9 3892.562 3021.768 D9 3889.924 3021.768 D9 3876.735 3034.958 D9 3900.476 3029.682 D9 3897.838 3019.131 D9 3892.562 3021.768 D10 5739.069 3195.868 D10 5736.431 3206.419 D10 5739.069 3201.143 D10 5749.621 3195.868 D10 5736.431 3193.230 Page 14 18-1000-00 Northfield SWMM(dyn2.1).inp D10 5733.793 3203.781 D12 5868.325 2976.925 D12 5886.790 2987.476 D12 5886.790 2976.925 D12 5876.238 2976.925 D12 5876.238 2990.114 E6 8089.409 3467.568 E6 8099.960 3454.379 E6 8084.133 3457.017 E6 8092.047 3470.206 E8 8113.150 3731.355 E8 8121.063 3731.355 E8 8126.339 3731.355 E8 8113.150 3715.528 E8 8097.323 3731.355 E8 8102.598 3731.355 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ CoFC_100-yr 7406.450 8844.951 [BACKDROP] FILE "G:\Projects\18-1000-00 Northfield\03 Design Documents\Drainage\SWMM\18-1000-00 SWMM Backdrop_Updated 2019-08-28.jpg" DIMENSIONS -2265.077 305.049 12734.923 10305.049 [PROFILES] ;;Name Links ;;-------------- ---------- "Pond B3 " PB5 OPB3 OutB1 PB9 Page 15 Northfield SWMM Output_2019-10-15.rpt EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.013) -------------------------------------------------------------- Northfield 100-yr Storm Routing 9/27/19 ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... DYNWAVE Surcharge Method ......... EXTRAN Starting Date ............ 03/11/2019 00:00:00 Ending Date .............. 03/11/2019 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 00:05:00 Routing Time Step ........ 60.00 sec Variable Time Step ....... YES Maximum Trials ........... 8 Number of Threads ........ 1 Head Tolerance ........... 0.005000 ft ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 15.603 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 4.008 0.942 Surface Runoff ........... 11.477 2.699 Final Storage ............ 0.221 0.052 Continuity Error (%) ..... -0.659 Page 1 Northfield SWMM Output_2019-10-15.rpt ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 11.476 3.740 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 6.301 2.053 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 5.038 1.642 Continuity Error (%) ..... 1.191 ************************* Highest Continuity Errors ************************* Node IB02 (5.24%) Node OA4-Stage1 (2.64%) Node MHB06 (2.43%) Node MHA02 (2.43%) Node MHD01 (2.33%) *************************** Time-Step Critical Elements *************************** Link OPB1 (46.51%) Link OP-MHB01 (34.89%) Link OP-MHB05 (10.10%) Link PA13 (3.86%) Link PE2 (2.52%) ******************************** Highest Flow Instability Indexes ******************************** Link OutB2 (41) Link PB13 (39) Link OutA4 (37) Link OPB3 (29) Link PB05 (24) ************************* Routing Time Step Summary ************************* Minimum Time Step : 0.13 sec Average Time Step : 0.94 sec Maximum Time Step : 60.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.46 Page 2 Northfield SWMM Output_2019-10-15.rpt Percent Not Converging : 1.94 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------------ A11 3.67 0.00 0.00 0.37 2.84 0.41 3.25 0.16 14.75 0.885 A14 3.67 0.00 0.00 0.33 2.90 0.39 3.29 0.10 9.99 0.898 A15 3.67 0.00 0.00 0.99 1.82 0.82 2.64 0.18 12.72 0.720 A18 3.67 0.00 0.00 1.70 0.45 1.52 1.97 0.16 8.84 0.538 A3 3.67 0.00 0.00 0.53 2.52 0.58 3.09 0.20 18.39 0.843 A4 3.67 0.00 0.00 0.72 2.15 0.77 2.92 0.07 6.37 0.795 A6 3.67 0.00 0.00 0.33 2.90 0.39 3.29 0.13 13.58 0.897 A9 3.67 0.00 0.00 0.63 2.36 0.64 3.00 0.16 13.96 0.817 B1 3.67 0.00 0.00 1.27 1.33 1.04 2.38 0.14 9.40 0.648 B10 3.67 0.00 0.00 0.77 2.01 0.87 2.87 0.04 3.72 0.783 B11 3.67 0.00 0.00 0.64 2.33 0.66 2.98 0.18 15.34 0.813 B12 3.67 0.00 0.00 1.71 0.05 1.95 2.00 0.02 2.26 0.545 B17 3.67 0.00 0.00 0.37 2.85 0.40 3.25 0.22 19.51 0.885 B18 3.67 0.00 0.00 0.76 2.07 0.81 2.88 0.03 3.13 0.786 B19 3.67 0.00 0.00 0.70 2.18 0.76 2.94 0.03 3.22 0.800 B2 3.67 0.00 0.00 0.51 2.58 0.53 3.11 0.11 9.47 0.848 B20 3.67 0.00 0.00 1.84 0.42 1.40 1.83 0.15 6.57 0.497 B3 3.67 0.00 0.00 0.82 2.01 0.80 2.81 0.08 6.79 0.767 B4 3.67 0.00 0.00 0.29 3.00 0.33 3.33 0.12 11.05 0.906 B6 3.67 0.00 0.00 0.29 3.02 0.35 3.37 0.09 9.98 0.917 B8 3.67 0.00 0.00 0.47 2.60 0.56 3.16 0.03 3.59 0.861 B9 3.67 0.00 0.00 1.32 1.12 1.21 2.33 0.16 11.44 0.636 C1 3.67 0.00 0.00 1.23 1.31 1.12 2.42 0.09 6.23 0.660 C2 3.67 0.00 0.00 1.68 0.00 2.05 2.05 0.01 1.13 0.560 C3 3.67 0.00 0.00 0.68 2.22 0.74 2.96 0.07 6.33 0.807 C4 3.67 0.00 0.00 0.47 2.60 0.56 3.16 0.02 2.00 0.861 C5 3.67 0.00 0.00 1.43 0.80 1.43 2.24 0.07 5.30 0.609 D14 3.67 0.00 0.00 1.97 0.15 1.55 1.70 0.13 4.91 0.463 D3 3.67 0.00 0.00 0.61 2.38 0.65 3.02 0.09 8.19 0.824 D4 3.67 0.00 0.00 0.73 2.07 0.84 2.91 0.01 1.30 0.794 D5 3.67 0.00 0.00 1.09 1.44 1.12 2.56 0.03 2.53 0.698 D6 3.67 0.00 0.00 0.54 2.45 0.64 3.09 0.01 0.89 0.842 D7 3.67 0.00 0.00 0.31 2.93 0.38 3.31 0.01 0.88 0.903 D1A 3.67 0.00 0.00 1.58 0.77 1.33 2.09 0.04 3.33 0.570 D1 3.67 0.00 0.00 0.67 2.37 0.60 2.96 0.06 5.91 0.808 A12 3.67 0.00 0.00 1.42 1.12 1.12 2.24 0.08 6.02 0.611 D9 3.67 0.00 0.00 0.67 2.41 0.54 2.95 0.11 9.23 0.805 D10 3.67 0.00 0.00 0.91 1.92 0.82 2.74 0.01 1.21 0.745 D12 3.67 0.00 0.00 0.69 2.40 0.54 2.94 0.13 11.14 0.801 E6 3.67 0.00 0.00 0.36 2.94 0.32 3.26 0.10 9.53 0.888 E8 3.67 0.00 0.00 0.65 2.44 0.54 2.98 0.11 9.91 0.812 Page 3 Northfield SWMM Output_2019-10-15.rpt ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- IA07 JUNCTION 1.93 5.69 4954.10 0 00:40 5.68 IA06 JUNCTION 2.02 5.74 4954.05 0 00:40 5.73 IA08 JUNCTION 2.25 7.17 4955.24 0 00:33 5.71 IA09 JUNCTION 3.43 5.60 4952.40 0 00:50 5.58 IA04 JUNCTION 5.68 6.30 4950.37 0 02:05 6.30 IA02 JUNCTION 6.11 6.90 4950.36 0 02:10 6.90 IB06 JUNCTION 5.01 5.82 4955.20 0 00:32 5.58 IB11 JUNCTION 2.86 3.33 4951.71 0 03:34 3.30 IB12 JUNCTION 2.54 3.00 4951.71 0 03:34 2.97 IB05 JUNCTION 5.70 6.44 4955.11 0 00:32 6.29 IB04 JUNCTION 5.79 6.41 4954.99 0 00:32 6.38 IB03 JUNCTION 6.01 6.61 4954.96 0 02:10 6.61 IB09 JUNCTION 5.34 5.96 4954.96 0 02:10 5.96 IB10 JUNCTION 1.40 1.85 4954.96 0 02:11 1.85 IB08 JUNCTION 3.39 5.79 4955.94 0 01:13 5.79 IB07 JUNCTION 4.06 6.47 4955.94 0 01:13 6.47 IB13 JUNCTION 0.30 1.97 4953.71 0 00:40 1.96 FESC01 JUNCTION 0.16 0.81 4956.05 0 00:40 0.80 IC01 JUNCTION 1.12 1.63 4955.52 0 02:07 1.63 IC03 JUNCTION 0.89 1.39 4955.52 0 02:06 1.39 IC02 JUNCTION 1.18 1.70 4955.52 0 02:06 1.70 ID04 JUNCTION 0.26 1.60 4954.04 0 00:40 1.53 ID03 JUNCTION 0.10 0.75 4953.72 0 00:41 0.64 ID02 JUNCTION 0.23 1.47 4953.60 0 00:41 1.37 ID01 JUNCTION 0.24 1.52 4952.97 0 00:41 1.40 IE02 JUNCTION 1.81 2.74 4947.51 0 00:44 2.70 IE01 JUNCTION 1.97 2.90 4947.50 0 00:44 2.86 MHA04 JUNCTION 2.06 5.78 4954.05 0 00:40 5.76 MHA03 JUNCTION 2.52 6.16 4953.95 0 00:33 5.92 MHA02 JUNCTION 4.00 6.83 4953.07 0 00:40 6.82 MHA01 JUNCTION 5.63 6.24 4950.38 0 02:05 6.24 MHB06 JUNCTION 6.21 6.82 4954.96 0 02:10 6.82 MHB03 JUNCTION 5.70 6.24 4951.80 0 03:26 6.24 MHB02 JUNCTION 6.41 6.97 4951.71 0 03:33 6.95 MHB04 JUNCTION 3.83 4.32 4951.82 0 03:21 4.32 FESC02 JUNCTION 1.38 1.92 4955.52 0 02:07 1.92 MHC02 JUNCTION 1.64 2.20 4955.52 0 02:07 2.20 MHD04 JUNCTION 0.23 1.46 4953.69 0 00:41 1.37 MHD02 JUNCTION 1.24 1.49 4949.59 0 00:42 1.44 MHD01 JUNCTION 1.76 2.03 4949.55 0 02:25 2.03 OA3 JUNCTION 5.50 6.13 4950.40 0 02:09 6.13 OA2-Stage1 JUNCTION 5.82 6.47 4950.36 0 02:08 6.47 OA2-Stage2 JUNCTION 2.79 3.58 4947.47 0 00:44 3.57 OA1-Stage1 JUNCTION 6.36 7.16 4950.36 0 02:08 7.16 OA1-Stage2 JUNCTION 2.09 2.92 4946.12 0 02:08 2.92 OB3-Stage1 JUNCTION 7.30 7.96 4954.96 0 02:12 7.96 Page 4 Northfield SWMM Output_2019-10-15.rpt OB3-Stage2 JUNCTION 5.52 6.05 4951.80 0 03:26 6.05 OB2-Stage1 JUNCTION 4.52 6.94 4955.94 0 01:13 6.94 OB2-Stage2 JUNCTION 3.60 4.07 4951.82 0 03:20 4.07 OB1-Stage1 JUNCTION 6.55 7.11 4951.70 0 03:34 7.09 OB1-Stage2 JUNCTION 5.23 5.84 4950.43 0 02:09 5.84 OC1 JUNCTION 0.37 0.39 4952.59 0 02:08 0.39 OD1 JUNCTION 1.48 2.40 4947.51 0 00:44 2.36 MHD03 JUNCTION 0.24 1.51 4951.29 0 00:42 1.36 ID09 JUNCTION 0.09 0.76 4954.88 0 00:40 0.64 ID08 JUNCTION 0.21 1.51 4954.89 0 00:41 1.44 ID05 JUNCTION 0.27 1.70 4954.44 0 00:40 1.65 MHD05 JUNCTION 0.26 1.66 4954.24 0 00:41 1.59 OA4-Stage1 JUNCTION 4.68 6.89 4952.39 0 00:52 6.87 OA4-Stage2 JUNCTION 5.56 6.18 4950.43 0 01:32 6.18 IA05 JUNCTION 4.08 6.25 4952.39 0 00:52 6.23 IA03 JUNCTION 5.77 6.41 4950.36 0 02:08 6.41 IA01 JUNCTION 6.27 7.07 4950.36 0 02:08 7.07 IB01 JUNCTION 6.50 7.06 4951.70 0 03:34 7.04 IB02 JUNCTION 6.91 7.56 4954.96 0 02:12 7.56 FESD06 JUNCTION 0.18 1.06 4953.30 0 00:40 1.05 ID06 JUNCTION 0.19 1.25 4951.72 0 00:41 1.16 FESD05 JUNCTION 0.08 0.45 4952.66 0 00:40 0.44 MHD01A JUNCTION 0.28 1.75 4951.55 0 00:41 1.72 Out2 OUTFALL 2.33 3.16 4946.07 0 02:08 3.16 Out1 OUTFALL 2.73 3.56 4947.38 0 00:44 3.55 Out3 OUTFALL 2.86 3.69 4947.38 0 00:44 3.68 VB3 STORAGE 2.91 3.46 4954.96 0 02:12 3.46 VB2 STORAGE 0.94 2.44 4955.94 0 01:13 2.44 VB1 STORAGE 3.22 3.68 4951.68 0 03:34 3.68 VA2 STORAGE 0.47 2.39 4952.39 0 00:52 2.37 VA1 STORAGE 1.76 2.36 4950.36 0 02:08 2.36 VC1 STORAGE 2.72 3.32 4955.52 0 02:08 3.32 VD1 STORAGE 3.55 3.92 4949.54 0 02:25 3.92 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- IA07 JUNCTION 18.39 18.39 0 00:40 0.201 0.202 0.073 IA06 JUNCTION 6.37 6.37 0 00:40 0.0697 0.0703 -0.031 IA08 JUNCTION 13.58 13.58 0 00:40 0.133 0.141 1.076 IA09 JUNCTION 14.75 14.75 0 00:40 0.161 0.161 1.474 IA04 JUNCTION 9.99 30.35 0 00:40 0.0966 0.852 0.444 IA02 JUNCTION 12.72 12.72 0 00:40 0.178 0.178 0.257 IB06 JUNCTION 9.40 9.40 0 00:40 0.138 0.138 0.936 IB11 JUNCTION 3.22 6.28 0 00:40 0.0343 0.0675 1.114 IB12 JUNCTION 3.13 3.13 0 00:40 0.0337 0.0337 1.319 IB05 JUNCTION 9.47 18.86 0 00:40 0.11 0.246 0.833 Page 5 Pond WSEs and Max Depths Northfield SWMM Output_2019-10-15.rpt IB04 JUNCTION 6.79 25.67 0 00:40 0.0818 0.326 1.013 IB03 JUNCTION 11.05 36.73 0 00:40 0.119 0.442 1.129 IB09 JUNCTION 9.98 9.98 0 00:40 0.0932 0.0933 4.273 IB10 JUNCTION 3.59 3.59 0 00:40 0.0343 0.0343 1.141 IB08 JUNCTION 3.72 3.72 0 00:40 0.0374 0.0375 0.632 IB07 JUNCTION 15.34 19.07 0 00:40 0.178 0.216 0.757 IB13 JUNCTION 19.51 19.51 0 00:40 0.223 0.223 0.013 FESC01 JUNCTION 6.23 6.23 0 00:40 0.0855 0.0855 -0.061 IC01 JUNCTION 1.13 7.34 0 00:40 0.00781 0.0934 0.441 IC03 JUNCTION 6.33 6.33 0 00:40 0.0667 0.0667 0.045 IC02 JUNCTION 2.00 8.32 0 00:40 0.0189 0.0855 0.275 ID04 JUNCTION 1.30 17.32 0 00:41 0.0127 0.202 -0.002 ID03 JUNCTION 2.53 2.53 0 00:40 0.0299 0.0299 -0.033 ID02 JUNCTION 0.89 20.42 0 00:41 0.00839 0.24 -0.000 ID01 JUNCTION 0.88 21.18 0 00:41 0.0081 0.248 -0.012 IE02 JUNCTION 9.53 10.06 0 00:40 0.102 0.257 0.262 IE01 JUNCTION 9.91 19.71 0 00:40 0.109 0.366 0.205 MHA04 JUNCTION 0.00 24.79 0 00:40 0 0.282 0.322 MHA03 JUNCTION 0.00 38.40 0 00:40 0 0.422 1.472 MHA02 JUNCTION 0.00 38.40 0 00:40 0 0.403 2.491 MHA01 JUNCTION 0.00 24.51 0 00:48 0 0.76 0.378 MHB06 JUNCTION 0.00 36.75 0 00:40 0 0.437 2.492 MHB03 JUNCTION 0.00 5.88 0 00:30 0 0.601 1.486 MHB02 JUNCTION 0.00 5.88 0 00:30 0 0.594 0.828 MHB04 JUNCTION 0.00 3.53 0 00:28 0 0.235 1.793 FESC02 JUNCTION 0.00 7.31 0 00:40 0 0.0929 0.549 MHC02 JUNCTION 0.00 8.32 0 00:40 0 0.0853 0.985 MHD04 JUNCTION 0.00 19.63 0 00:41 0 0.232 0.005 MHD02 JUNCTION 0.00 21.20 0 00:42 0 0.251 1.572 MHD01 JUNCTION 0.00 20.96 0 00:42 0 0.248 2.384 OA3 JUNCTION 0.00 5.26 0 05:19 0 0.654 0.533 OA2-Stage1 JUNCTION 0.00 32.79 0 00:41 0 1.03 0.623 OA2-Stage2 JUNCTION 0.00 4.55 0 00:31 0 0.614 0.166 OA1-Stage1 JUNCTION 0.00 9.28 0 00:36 0 1.08 0.385 OA1-Stage2 JUNCTION 0.00 7.48 0 05:08 0 1.08 0.126 OB3-Stage1 JUNCTION 0.00 15.03 0 00:32 0 0.407 2.356 OB3-Stage2 JUNCTION 0.00 4.52 0 00:27 0 0.37 0.241 OB2-Stage1 JUNCTION 0.00 19.06 0 00:40 0 0.325 0.708 OB2-Stage2 JUNCTION 0.00 3.11 0 00:53 0 0.234 0.164 OB1-Stage1 JUNCTION 0.00 35.22 0 00:35 0 0.75 0.450 OB1-Stage2 JUNCTION 0.00 5.26 0 05:19 0 0.657 0.384 OC1 JUNCTION 0.00 1.22 0 02:08 0 0.167 0.225 OD1 JUNCTION 0.00 1.19 0 05:59 0 0.156 0.101 MHD03 JUNCTION 0.00 21.32 0 00:41 0 0.248 -0.120 ID09 JUNCTION 3.33 3.33 0 00:40 0.0403 0.0403 0.001 ID08 JUNCTION 5.91 8.92 0 00:40 0.0588 0.099 -0.018 ID05 JUNCTION 8.19 16.27 0 00:40 0.0903 0.189 0.010 MHD05 JUNCTION 0.00 16.13 0 00:40 0 0.189 0.004 OA4-Stage1 JUNCTION 0.00 24.61 0 00:48 0 0.795 2.709 OA4-Stage2 JUNCTION 0.00 24.51 0 00:48 0 0.753 -0.684 IA05 JUNCTION 0.00 53.12 0 00:40 0 0.558 2.159 IA03 JUNCTION 0.00 30.35 0 00:40 0 0.848 0.674 IA01 JUNCTION 0.00 12.73 0 00:40 0 0.195 2.028 IB01 JUNCTION 0.00 31.63 0 00:35 0 0.682 0.362 IB02 JUNCTION 0.00 46.72 0 00:40 0 0.518 5.524 Page 6 Release rate from Pond D, see outfall summary page 8. Northfield SWMM Output_2019-10-15.rpt FESD06 JUNCTION 9.23 9.23 0 00:40 0.107 0.107 -0.016 ID06 JUNCTION 1.21 10.28 0 00:40 0.0119 0.119 0.024 FESD05 JUNCTION 11.14 11.14 0 00:40 0.132 0.132 0.005 MHD01A JUNCTION 0.00 20.23 0 00:40 0 0.25 -0.004 Out2 OUTFALL 0.00 7.49 0 05:08 0 1.08 0.000 Out1 OUTFALL 0.00 4.55 0 00:31 0 0.613 0.000 Out3 OUTFALL 0.00 19.63 0 00:40 0 0.365 0.000 VB3 STORAGE 11.44 57.73 0 00:40 0.162 0.65 0.910 VB2 STORAGE 2.26 18.07 0 00:40 0.0223 0.11 0.015 VB1 STORAGE 6.57 48.96 0 00:36 0.146 1.24 0.240 VA2 STORAGE 19.99 49.73 0 00:40 0.238 0.52 0.082 VA1 STORAGE 8.84 49.86 0 00:40 0.162 1.15 4.181 VC1 STORAGE 5.30 20.73 0 00:40 0.0728 0.25 0.252 VD1 STORAGE 4.91 44.51 0 00:42 0.128 0.619 0.250 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- IA07 JUNCTION 1.17 3.186 0.374 IA06 JUNCTION 1.92 3.743 0.417 IA08 JUNCTION 1.09 4.173 0.027 IA09 JUNCTION 5.48 3.104 0.186 IA04 JUNCTION 5.53 3.299 4.381 IA02 JUNCTION 5.45 4.904 0.206 IB06 JUNCTION 5.47 3.325 0.345 IB11 JUNCTION 5.33 1.830 1.470 IB12 JUNCTION 5.25 1.498 1.152 IB05 JUNCTION 5.48 3.945 1.105 IB04 JUNCTION 5.48 3.411 1.229 IB03 JUNCTION 5.48 3.615 1.785 IB09 JUNCTION 5.47 3.462 0.048 IB10 JUNCTION 2.74 0.352 2.848 IB08 JUNCTION 3.90 4.295 0.695 IB07 JUNCTION 3.11 3.974 0.696 IC01 JUNCTION 1.17 0.131 2.669 IC02 JUNCTION 1.57 0.200 3.300 IE02 JUNCTION 0.12 0.241 3.459 IE01 JUNCTION 0.60 0.398 3.502 MHA04 JUNCTION 1.25 3.277 0.713 MHA03 JUNCTION 1.24 3.156 1.294 MHA02 JUNCTION 5.48 3.828 1.892 MHA01 JUNCTION 5.54 3.737 4.923 MHB06 JUNCTION 5.48 3.824 2.476 MHB03 JUNCTION 5.55 4.237 5.163 MHB02 JUNCTION 5.57 4.972 2.448 MHB04 JUNCTION 5.38 2.319 4.481 FESC02 JUNCTION 2.61 0.420 2.380 Page 7 Northfield SWMM Output_2019-10-15.rpt MHC02 JUNCTION 3.75 0.700 5.000 OA3 JUNCTION 5.56 4.132 1.598 OA2-Stage2 JUNCTION 5.55 2.408 4.535 OA1-Stage2 JUNCTION 3.61 0.924 5.876 OB3-Stage1 JUNCTION 5.31 1.452 1.038 OB3-Stage2 JUNCTION 5.55 4.054 4.196 OB2-Stage1 JUNCTION 1.45 0.431 1.059 OB2-Stage2 JUNCTION 5.37 2.072 5.178 OB1-Stage1 JUNCTION 5.27 1.599 1.291 OB1-Stage2 JUNCTION 5.55 3.845 2.555 OD1 JUNCTION 3.37 0.903 3.487 OA4-Stage1 JUNCTION 0.43 0.381 2.109 OA4-Stage2 JUNCTION 5.54 3.679 4.071 IA01 JUNCTION 0.63 0.044 1.636 IB01 JUNCTION 5.07 1.122 1.298 IB02 JUNCTION 3.27 0.442 1.038 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- VB3 51.934 45 0 0 69.902 61 0 02:12 4.16 VB2 4.731 20 0 0 14.008 59 0 01:13 2.44 VB1 67.054 39 0 0 85.046 49 0 03:34 33.50 VA2 2.933 5 0 0 23.628 37 0 00:52 22.55 VA1 44.941 21 0 0 79.486 37 0 02:08 7.43 VC1 17.792 23 0 0 25.348 32 0 02:08 1.22 VD1 60.951 37 0 0 74.345 45 0 02:25 1.25 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Out2 99.55 7.02 7.49 1.075 Out1 99.35 4.00 4.55 0.613 Out3 99.92 2.41 19.63 0.365 ----------------------------------------------------------- System 99.60 13.42 19.63 2.053 Page 8 Detention Pond Volumes Total Max Release rate into NECCO System: Out1+Out2+OD1 = 4.55cfs + 7.02 cfs + 1.22 cfs = 12.79 cfs Northfield SWMM Output_2019-10-15.rpt ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- OPA4 CONDUIT 22.55 0 00:55 1.28 0.04 1.00 OPA2 CONDUIT 29.36 0 00:42 0.18 0.00 0.74 OPA1 CONDUIT 7.28 0 01:13 0.12 0.00 0.97 OPB3 CONDUIT 11.77 0 00:32 1.00 0.02 1.00 OPB2 CONDUIT 15.81 0 00:40 2.03 0.16 1.00 OPB1 CONDUIT 33.50 0 00:35 2.76 0.11 1.00 OP-MHA4 CONDUIT 28.44 0 00:40 4.28 0.23 0.61 OP-IA03 CONDUIT 19.24 0 01:05 0.04 0.00 0.67 OP-IA01 CONDUIT 12.29 0 00:40 0.30 0.00 1.00 OP-MHB05 CONDUIT 41.25 0 00:40 4.97 0.29 1.00 OP-MHB01 CONDUIT 30.71 0 00:35 3.77 0.04 1.00 PA14 CONDUIT 18.40 0 00:40 3.97 0.59 1.00 PA07 CONDUIT 24.51 0 00:48 4.99 1.52 1.00 PA06 CONDUIT 30.35 0 00:40 4.29 1.22 1.00 PA05 CONDUIT 30.40 0 00:40 4.30 1.23 1.00 PA17 CONDUIT 5.26 0 05:19 1.67 0.43 1.00 PA03 CONDUIT 12.73 0 00:40 4.05 0.78 1.00 PA02 CONDUIT 8.51 0 00:35 2.71 0.56 1.00 PA01 CONDUIT 7.49 0 05:08 3.32 0.46 1.00 PA04 CONDUIT 4.55 0 00:31 2.53 1.55 1.00 PA13 CONDUIT 6.44 0 00:40 2.05 0.37 1.00 PA12 CONDUIT 24.87 0 00:40 5.07 0.79 1.00 PA15 CONDUIT 13.58 0 00:40 2.55 0.42 1.00 PA11 CONDUIT 38.40 0 00:40 5.43 0.62 1.00 PA10 CONDUIT 38.41 0 00:40 6.11 2.90 1.00 PA16 CONDUIT 14.75 0 00:40 3.00 0.47 1.00 PA09 CONDUIT 24.50 0 00:34 4.99 1.03 1.00 PB11 CONDUIT 9.40 0 00:40 2.18 0.21 1.00 PB15 CONDUIT 3.73 0 00:40 2.41 0.46 1.00 PB14 CONDUIT 19.06 0 00:40 3.88 0.60 1.00 PB13 CONDUIT 3.20 0 00:30 4.05 0.17 1.00 PB12 CONDUIT 3.96 0 00:30 2.22 0.21 1.00 PB04 CONDUIT 5.88 0 00:30 2.21 0.49 1.00 PB03 CONDUIT 5.89 0 00:30 1.87 0.49 1.00 PB02 CONDUIT 26.26 0 00:35 8.36 2.14 1.00 PB20 CONDUIT 19.36 0 00:40 6.60 1.53 0.89 PB18 CONDUIT 6.28 0 00:40 3.55 0.77 1.00 PB19 CONDUIT 3.11 0 00:40 2.11 0.38 1.00 PB10 CONDUIT 18.89 0 00:40 3.85 0.85 1.00 PB01 CONDUIT 5.26 0 05:19 2.77 0.44 1.00 PB109 CONDUIT 25.70 0 00:40 3.64 0.72 1.00 PB08 CONDUIT 36.75 0 00:40 5.20 1.05 1.00 PB07 CONDUIT 36.76 0 00:40 5.20 1.05 1.00 PB06 CONDUIT 15.03 0 00:32 4.79 1.26 1.00 PB16 CONDUIT 9.98 0 00:40 2.59 0.26 1.00 Page 9 Northfield SWMM Output_2019-10-15.rpt PB17 CONDUIT 3.57 0 00:40 5.32 0.33 1.00 PB05 CONDUIT 2.60 0 00:54 2.54 0.21 1.00 PC1 CONDUIT 6.23 0 00:40 5.26 0.55 0.64 PC2 CONDUIT 7.31 0 00:40 5.27 0.90 1.00 PC3 CONDUIT 7.33 0 00:40 5.44 0.98 1.00 PC4 CONDUIT 6.33 0 00:40 5.09 0.60 0.96 PC5 CONDUIT 8.32 0 00:40 6.10 0.80 1.00 PC6 CONDUIT 8.27 0 00:40 5.07 0.80 1.00 PC7 CONDUIT 1.22 0 02:08 3.27 0.15 0.26 PD5 CONDUIT 17.38 0 00:41 5.52 0.87 0.61 PD6 CONDUIT 2.32 0 00:40 1.96 0.29 0.74 PD7 CONDUIT 19.65 0 00:41 6.58 0.63 0.59 PD8 CONDUIT 20.43 0 00:41 6.81 0.65 0.59 PD11 CONDUIT 20.96 0 00:42 7.25 0.66 0.69 PD12 CONDUIT 20.91 0 00:42 5.55 0.87 1.00 PD13 CONDUIT 1.23 0 05:59 1.85 0.15 1.00 PE1 CONDUIT 9.92 0 00:40 3.99 0.44 1.00 PE2 CONDUIT 19.63 0 00:40 6.25 0.52 1.00 PA08 CONDUIT 24.51 0 00:48 4.99 1.61 1.00 PD9 CONDUIT 21.32 0 00:41 6.91 0.68 0.60 PD10 CONDUIT 21.20 0 00:42 6.94 0.67 0.60 PD1 CONDUIT 3.22 0 00:40 2.54 0.32 0.75 PD2 CONDUIT 8.56 0 00:41 3.19 0.84 0.80 PD3 CONDUIT 16.13 0 00:40 4.61 0.87 0.67 PD4 CONDUIT 16.16 0 00:41 4.79 0.86 0.65 PD14 CONDUIT 9.11 0 00:40 4.96 0.55 0.57 PD15 CONDUIT 10.01 0 00:41 4.03 0.60 0.75 PD16 CONDUIT 11.13 0 00:40 6.41 0.11 0.55 PD17 CONDUIT 20.22 0 00:41 7.18 1.21 0.84 OutB2 ORIFICE 3.11 0 00:53 1.00 OutA1 ORIFICE 7.48 0 05:08 1.00 OutA2 ORIFICE 4.55 0 00:31 1.00 OutB1 ORIFICE 5.26 0 05:19 1.00 OutD1 ORIFICE 1.19 0 05:59 1.00 OutC1 ORIFICE 1.22 0 02:08 1.00 OutA4 ORIFICE 24.51 0 00:48 1.00 OutB3 ORIFICE 2.60 0 00:54 1.00 *************************** Flow Classification Summary *************************** ------------------------------------------------------------------------------------- Adjusted ---------- Fraction of Time in Flow Class ---------- /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl ------------------------------------------------------------------------------------- OPA4 1.00 0.00 0.00 0.00 0.53 0.00 0.46 0.00 0.00 0.00 OPA2 1.00 0.00 0.04 0.00 0.96 0.00 0.00 0.00 0.16 0.00 OPA1 1.00 0.00 0.06 0.00 0.94 0.00 0.00 0.00 0.00 0.00 OPB3 1.00 0.00 0.00 0.00 0.96 0.00 0.04 0.00 0.00 0.00 OPB2 1.00 0.00 0.01 0.00 0.54 0.00 0.45 0.00 0.00 0.00 OPB1 1.00 0.00 0.00 0.00 0.97 0.00 0.03 0.00 0.00 0.00 OP-MHA4 1.00 0.00 0.81 0.00 0.19 0.00 0.00 0.00 0.79 0.00 Page 10 Northfield SWMM Output_2019-10-15.rpt OP-IA03 1.00 0.00 0.35 0.00 0.65 0.00 0.00 0.00 0.25 0.00 OP-IA01 1.00 0.00 0.05 0.00 0.95 0.00 0.00 0.00 0.00 0.00 OP-MHB05 1.00 0.04 0.00 0.00 0.93 0.00 0.00 0.02 0.00 0.00 OP-MHB01 1.00 0.00 0.03 0.00 0.97 0.00 0.00 0.00 0.01 0.00 PA14 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 PA07 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.00 PA06 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 PA05 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 PA17 1.00 0.00 0.01 0.00 0.99 0.00 0.00 0.00 0.02 0.00 PA03 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 PA02 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.00 0.00 PA01 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.01 0.00 PA04 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 PA13 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.00 PA12 1.00 0.00 0.00 0.00 0.96 0.04 0.00 0.00 0.00 0.00 PA15 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.02 0.00 PA11 1.00 0.00 0.00 0.00 0.98 0.02 0.00 0.00 0.04 0.00 PA10 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.00 PA16 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.04 0.00 PA09 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.00 0.00 PB11 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.06 0.00 PB15 1.00 0.00 0.00 0.00 0.98 0.00 0.00 0.02 0.00 0.00 PB14 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.02 0.00 PB13 1.00 0.00 0.00 0.00 0.97 0.03 0.00 0.00 0.01 0.00 PB12 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.03 0.00 PB04 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.00 PB03 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 PB02 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.00 0.00 PB20 1.00 0.00 0.00 0.00 0.43 0.00 0.00 0.56 0.37 0.00 PB18 1.00 0.00 0.00 0.00 0.96 0.00 0.00 0.04 0.00 0.00 PB19 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.07 0.00 PB10 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 PB01 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.00 0.00 PB109 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.03 0.00 PB08 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 PB07 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.03 0.00 PB06 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.02 0.00 PB16 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.03 0.00 PB17 1.00 0.00 0.00 0.00 0.93 0.01 0.00 0.06 0.00 0.00 PB05 1.00 0.00 0.00 0.00 0.99 0.01 0.00 0.00 0.00 0.00 PC1 1.00 0.00 0.00 0.00 0.91 0.09 0.00 0.00 0.76 0.00 PC2 1.00 0.00 0.00 0.00 0.95 0.05 0.00 0.00 0.01 0.00 PC3 1.00 0.00 0.00 0.00 0.92 0.00 0.00 0.08 0.00 0.00 PC4 1.00 0.00 0.00 0.00 0.93 0.07 0.00 0.00 0.01 0.00 PC5 1.00 0.00 0.00 0.00 0.93 0.07 0.00 0.00 0.00 0.00 PC6 1.00 0.00 0.00 0.00 0.98 0.00 0.00 0.02 0.04 0.00 PC7 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 PD5 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 PD6 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.94 0.00 PD7 1.00 0.00 0.00 0.00 0.63 0.37 0.00 0.00 0.66 0.00 PD8 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 PD11 1.00 0.00 0.00 0.00 0.91 0.09 0.00 0.00 0.02 0.00 PD12 1.00 0.00 0.00 0.00 0.93 0.00 0.00 0.07 0.00 0.00 PD13 1.00 0.00 0.00 0.00 0.99 0.00 0.00 0.01 0.04 0.00 PE1 1.00 0.00 0.00 0.00 0.97 0.03 0.00 0.00 0.00 0.00 Page 11 Northfield SWMM Output_2019-10-15.rpt PE2 1.00 0.00 0.00 0.00 0.98 0.02 0.00 0.00 0.05 0.00 PA08 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.01 0.00 PD9 1.00 0.00 0.00 0.00 0.65 0.35 0.00 0.00 0.89 0.00 PD10 1.00 0.00 0.00 0.00 0.88 0.12 0.00 0.00 0.88 0.00 PD1 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.97 0.00 PD2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.94 0.00 PD3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.65 0.00 PD4 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.66 0.00 PD14 1.00 0.00 0.00 0.00 0.70 0.30 0.00 0.00 0.89 0.00 PD15 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.96 0.00 PD16 1.00 0.00 0.00 0.00 0.45 0.55 0.00 0.00 0.98 0.00 PD17 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- OPA4 0.43 0.43 0.44 0.01 0.01 OPA2 0.01 0.01 2.38 0.01 0.01 OPA1 0.01 0.01 2.38 0.01 0.01 OPB3 5.31 5.31 5.31 0.01 0.01 OPB2 1.45 1.45 1.46 0.01 0.01 OPB1 5.27 5.27 5.29 0.01 0.01 OP-IA03 0.01 0.01 2.38 0.01 0.01 OP-IA01 0.63 0.63 2.38 0.01 0.01 OP-MHB05 3.27 3.27 3.38 0.01 0.01 OP-MHB01 5.07 5.07 5.29 0.01 0.01 PA14 1.17 1.17 1.25 0.01 0.01 PA07 5.54 5.54 5.55 0.87 0.88 PA06 5.53 5.53 5.53 0.37 0.38 PA05 5.53 5.53 5.54 0.30 0.32 PA17 5.56 5.56 5.58 0.01 0.01 PA03 5.45 5.45 5.45 0.01 0.01 PA02 5.45 5.45 5.46 0.01 0.01 PA01 3.60 3.60 4.10 0.01 0.01 PA04 5.55 5.55 5.55 5.54 5.55 PA13 1.92 1.92 2.08 0.01 0.01 PA12 1.25 1.25 2.00 0.01 0.01 PA15 1.09 1.09 1.24 0.01 0.01 PA11 1.24 1.24 5.48 0.01 0.01 PA10 5.50 5.51 5.50 0.29 0.29 PA16 5.48 5.48 5.50 0.01 0.01 PA09 5.50 5.50 5.51 0.04 0.06 PB11 5.47 5.47 5.48 0.01 0.01 PB15 3.90 3.90 5.35 0.01 0.01 PB14 3.11 3.11 5.17 0.01 0.01 PB13 5.37 5.37 5.38 0.01 0.01 PB12 5.38 5.38 5.55 0.01 0.01 PB04 5.55 5.55 5.57 0.01 0.01 Page 12 Northfield SWMM Output_2019-10-15.rpt PB03 5.57 5.57 5.59 0.01 0.01 PB02 5.59 5.59 5.60 0.10 0.01 PB20 0.01 0.01 0.01 0.14 0.01 PB18 5.33 5.33 5.35 0.01 0.01 PB19 5.25 5.25 5.33 0.01 0.01 PB10 5.48 5.48 5.48 0.01 0.01 PB01 5.55 5.55 5.56 0.01 0.01 PB109 5.48 5.48 5.48 0.01 0.01 PB08 5.48 5.48 5.48 0.02 0.02 PB07 5.48 5.48 5.51 0.02 0.02 PB06 5.57 5.57 5.60 0.05 0.05 PB16 5.47 5.47 5.54 0.01 0.01 PB17 2.74 2.74 5.17 0.01 0.01 PB05 5.55 5.55 5.55 0.01 0.01 PC1 0.01 0.01 1.17 0.01 0.01 PC2 1.17 1.17 2.61 0.01 0.01 PC3 2.61 2.61 3.26 0.01 0.01 PC4 0.01 0.01 1.56 0.01 0.01 PC5 1.56 1.56 3.75 0.01 0.01 PC6 3.75 3.75 5.33 0.01 0.01 PD12 0.82 0.82 5.11 0.01 0.01 PD13 3.37 3.37 3.86 0.01 0.01 PE1 0.12 0.12 0.60 0.01 0.01 PE2 3.40 3.40 5.43 0.01 0.01 PA08 5.54 5.54 5.54 0.94 0.95 PD1 0.01 0.01 0.01 0.01 0.01 PD17 0.01 0.01 0.01 0.09 0.01 Analysis begun on: Fri Oct 11 11:01:43 2019 Analysis ended on: Fri Oct 11 11:01:44 2019 Total elapsed time: 00:00:01 Page 13 Appendix C APPENDIX C – RATIONAL CALCULATIONS LAKE CANAL DITCH DRY CREEK LAKE CANAL DITCH N. LEMAY AVENUE COLLAMER DRIVE PIONEER TRAIL ROAD LANDMARK WAY N. LEMAY AVENUE SCHLAGEL STREET Pond B3 Pond A2 Pond B1 Pond A1 Pond D Pond C Pond B2 BASIN COEFFICIENT (100-YR) BASIN DESIGNATION BASIN AREA DESIGN POINT DRAINAGE FLOW ARROW DRAINAGE BASIN BOUNDARY DRAINAGE BASIN FLOW PATH LEGEND EX MAJOR CONTOUR EX MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR 0 100' 100 50 100 200 SCALE: 1" = N W E S CHECKED BY: Date City of Fort Collins, Colorado UTILITY PLAN APPROVAL Parks and Recreation Traffic Engineer Stormwater Utility Water & Wastewater Utility City Engineer CHECKED BY: APPROVED: Environmental Planner CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Date Date Date Date Date Date CALL UTILITY NOTIFICATION CENTER OF COLORADO CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU AE AG AH AG AE AH AF LAKE CANAL DITCH MATCHLINE SEE SHEET 14 MATCHLINE SEE SHEET 13 N. LEMAY AVENUE COLLAMER DRIVE PIONEER TRAIL ROAD LANDMARK WAY Tract F (Drainage, Utility, & Access Easement) Tract A (Drainage, Utility, & Access Easement) SCHLAGEL STREET 4956.38 FEET 4956.38 FEET STA: 139+11 STA: 139+11 4954.08 FEET STA: 127+80 4954.08 FEET STA: 127+80 4952.98 FEET STA: 122+37 4951.84 FEET STA: 118+01 4951.84 FEET STA: 118+01 Block 2 Block 1 Block 3 Block 7 Block 6 Block 5 Block 8 Block 14 Block 22 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 7 Lot 8 Lot 1 Lot 2 Lot 3 AH AI AI AJ AJ AK AI AH LAKE CANAL DITCH DRY CREEK E. SUNIGA ROAD MATCHLINE SEE SHEET 12 MATCHLINE SEE SHEET 14 STEELEY DRIVE REDWOOD STREET Tract S (Drainage, Utility, & Access Easement) Tract N (Drainage, Utility, & Access Easement) Tract U (Drainage, Utility, & Access Easement) 4956.38 FEET STA: 139+11 4960.48 FEET STA: 144+91 4960.48 FEET STA: 144+91 4960.77 FEET STA: 147+32 4961.25 FEET STA: 149+48 4956.38 FEET STA: 139+11 A A B B Block 21 Lot 1 Lot 1 Lot 2 Lot 3 Lot 4 Block 20 Pond C Tract T (Drainage, Utility, & Access Easement) MANGOLD LN BIRDWHISTLE LN MANGOLD LN SCHLAGEL STREET Bldg 2b Bldg 1b Bldg 14a AE AF AG E. SUNIGA ROAD MATCHLINE SEE SHEET 12 MATCHLINE SEE SHEET 13 LANDMARK WAY N. LEMAY AVENUE RAIN GARDEN D1 Tract W (Drainage, Utility, & Access Easement) Tract T (Drainage, Utility, & Access Easement) Tract H (Drainage, Utility, & Access Easement) Tract V (Drainage, Utility, & Access Easement) 4952.98 FEET STA: 122+37 4951.84 FEET STA: 118+01 FUTURE SUNIGA ROAD Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 7 Lot 8 Block 20 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Block 16 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 7 Lot 8 Block 17 Lot 1 Design Engineer: Design Firm: Project Number: Date: % Impervious Runoff Coefficient C Return Period Frequency Adjustment Factor (Cf) 100% 0.95 2-year to 10-year 1.00 90% 0.95 100-year 1.25 90% 0.95 40% 0.50 0% 0.25 C2 to C10 C100 Historic D 139,722 3.208 13,312 0 0 0 126,410 9.5% 0.32 0.40 Lawns (Heavy, 2-7% Slope) K.Brigman Highland Development Services 18-1000-00 October 15, 2019 Runoff Coefficients and Frequency Adjustment Factors for City of Fort Collins - Storm Water Criteria Manual Land Use Paved Roof Walks/RAP Gravel/Pavers Apavers (sq feet) Alawn (sq feet) Weighted % Impervious COMPOSITE Northfield EXISTING IMPERVIOUS AREA CALCULATION Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual DESIGN CRITERIA: BASINS: % Impervious values from Table RO-11 in the Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual Sub-basin Designation Atotal (sq feet) Atotal (acres) Apaved (sq feet) Aroof (sq feet) Awalk/RAP (sq feet) Design Engineer: Design Firm: Project Number: Date: EQUATIONS: -Equation 6-2 -Equation 6-4 -Urbanized Check Equation 6-5 - CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition 500 ft - Overland flow shall not exceed for undeveloped condition Final t c = minimum of t i + t t and urbanized basin check recommended minimum t c = 5 min for urbanized basins Time of Concentration (100-yr) Type of Travel Surface Cv HD Historic D 9.5% 0.40 3.208 300 0.0048 29.20 478 0.0029 Tilage/Field 5 0.27 29.44 58.64 0.0036 31.62 31.62 tt (min) OVERALL SLOPE (ft/ft) tc (min) SLOPE (ft/ft) ti (min) LENGTH (ft) SLOPE (ft/ft) Table RO-2 VELOCITY (ft/s) LENGTH (ft) DESIGN CRITERIA: Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual Overland Flow Equations for City of Fort Collins - Storm Water Criteria Manual SUB-BASIN DATA INITIAL/OVERLAND TIME (ti ) TRAVEL TIME (tt ) tc =ti +tt (min) Urban Check Final tc (min) DESIGN POINT Sub-basin % Impervious C100 AREA (acres) October 15, 2019 Design Engineer: Design Firm: Project Number: Date: EQUATIONS: I = rainfall intensity (in/hr) Q n = n -yr peak discharge (cfs) P 1 = one-hour point rainfall depth (in) C n = n -yr runoff coefficient t c = time of concentration (min) I n = n -yr rainfall intensity (in/hr) P 1-5yr = 1.14 in A n = Basin drainage area (ac) P 1-10yr = 1.40 in P 1-100yr = 2.86 in BASIN SUMMARY: tc (min) Runoff Coeff (C5) C(A) (acres) Intensity (in/hr) Q (ft3/s) tc (min) Runoff Coeff. (C10) C(A) (acres) Intensity (in/hr) Q (ft3/s) tc (min) Runoff Coeff. (C100) C(A) (acres) Intensity (in/hr) Q (ft3/s) HD Historic D 3.208 31.62 0.32 1.02 1.73 1.76 31.62 0.32 1.02 2.12 2.16 31.62 0.40 1.27 4.34 5.51 DESIGN CRITERIA: Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual Design Point Sub-basin Area (acres) 5-yr Peak Runoff 10-yr Peak Runoff 100-yr Peak Runoff October 15, 2019 Northfield HISTORIC PEAK RUNOFF K.Brigman Highland Development Services 18-1000-00 Q n = C n I n A n (0.786651) 1 ( 10 ) 28 . 5 t c P I + = 18-1000-00 Rational Calcs (FC).xlsx Page 3 of 19 Interwest Consulting Group Design Engineer: Design Firm: Project Number: Date: % Impervious Runoff Coefficient C Return Period Frequency Adjustment Factor (Cf) 100% 0.95 2-year to 10-year 1.00 90% 0.95 100-year 1.25 90% 0.95 40% 0.50 0% 0.25 C2 to C10 C100 A1 28,671 0.658 14,772 8,606 2,982 0 2,312 87.9% 0.89 1.00 A2 8,498 0.195 2,585 4,215 1,410 0 287 90.0% 0.93 1.00 A3 66,747 1.532 18,945 14,864 8,452 0 24,486 59.8% 0.69 0.87 A4 38,291 0.879 11,810 8,843 3,457 0 14,180 59.8% 0.69 0.86 A1+…+A4 142,207 3.265 48,112 36,528 16,301 0 41,266 67.3% 0.75 0.93 A5 15,087 0.346 7,236 4,443 2,646 0 763 90.2% 0.91 1.00 Apaved COMPOSITE (sq feet) Aroof (sq feet) Awalk (sq feet) Agravel/pavers (sq feet) Alawn (sq feet) Lawns (Heavy, 2-7% Slope) Sub-basin Designation Atotal (sq feet) Atotal (acres) Weighted % Impervious Paved Roof Walks Runoff Coefficients and Frequency Adjustment Factors for City of Fort Collins - Storm Water Criteria Manual Gravel/Pavers % Impervious values from Table RO-11 in the Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual K.Brigman 18-1000-00 October 15, 2019 Land Use Northfield DEVELOPED IMPERVIOUS AREA CALCULATION C2 to C10 C100 Apaved COMPOSITE (sq feet) Aroof (sq feet) Awalk (sq feet) Agravel/pavers (sq feet) Alawn (sq feet) Sub-basin Designation Atotal (sq feet) Atotal (acres) Weighted % Impervious A6 49,660 1.140 9,769 20,581 11,469 0 7,841 77.8% 0.84 1.00 A5+A6 64,747 1.486 17,005 25,023 14,115 0 8,604 80.7% 0.86 1.00 A7 30,015 0.689 12,091 3,935 3,520 0 10,469 62.6% 0.71 0.88 A8 33,317 0.765 15,860 3,752 3,268 0 10,438 66.6% 0.73 0.91 A9 23,509 0.540 9,762 4,927 1,983 0 6,837 68.0% 0.75 0.93 A7+…+A9 86,841 1.994 37,713 12,614 8,770 0 27,743 65.6% 0.73 0.91 A10 57,182 1.313 17,640 19,032 10,878 0 9,632 77.9% 0.83 1.00 A11 22,208 0.510 5,267 9,867 4,423 0 2,650 81.6% 0.87 1.00 A10+A11 79,390 1.823 22,907 28,899 15,301 0 12,282 79.0% 0.84 1.00 A12 54,414 1.249 0 14,635 4,198 0 35,581 31.1% 0.49 0.62 A1+…+A12 427,599 9.816 125,737 117,699 58,686 0 125,476 66.5% 0.74 0.93 A13 24,329 0.559 4,408 12,159 6,089 0 1,674 85.6% 0.90 1.00 A14 22,847 0.525 8,935 6,562 2,654 0 4,697 75.4% 0.81 1.00 A13+A14 47,176 1.083 13,343 18,721 8,742 0 6,370 80.7% 0.86 1.00 A15 107,951 2.478 30,165 17,522 9,836 0 50,427 50.8% 0.62 0.78 A16 34,957 0.802 22,743 1,176 2,107 0 8,931 73.5% 0.77 0.96 A15+A16 142,907 3.281 52,909 18,698 11,943 0 59,357 56.3% 0.66 0.82 A17 39,162 0.899 0 0 3,077 0 36,085 7.1% 0.30 0.38 A18 131,657 3.022 0 8,111 10,227 0 113,320 12.5% 0.35 0.43 A13+…+A18 360,903 8.285 66,252 45,530 33,989 0 215,132 38.2% 0.53 0.67 A1+…+A18 788,502 18.102 191,989 163,229 92,675 0 340,609 53.6% 0.65 0.81 B1 92,658 2.127 0 20,273 17,925 0 54,459 37.1% 0.54 0.67 B2 56,628 1.300 13,566 18,302 11,824 0 12,935 71.8% 0.79 0.99 B3 46,573 1.069 13,310 8,525 5,610 0 19,128 55.9% 0.66 0.83 B2+B3 103,201 2.369 26,877 26,827 17,434 0 32,064 64.6% 0.73 0.92 B4 57,444 1.319 17,148 24,333 9,861 0 6,102 83.4% 0.88 1.00 B5 21,982 0.505 3,885 11,787 5,947 0 364 90.3% 0.94 1.00 B6 22,637 0.520 9,787 5,732 2,491 0 4,627 75.9% 0.81 1.00 B5+B6 44,619 1.024 13,672 17,518 8,438 0 4,991 83.0% 0.87 1.00 B7 11,568 0.266 4,469 3,801 1,131 0 2,167 77.0% 0.82 1.00 B8 17,449 0.401 6,524 4,575 2,195 0 4,155 72.3% 0.78 0.98 B9 99,582 2.286 0 12,523 16,052 0 71,007 25.8% 0.45 0.56 B1+…+B9 426,521 9.792 68,690 109,851 73,036 0 174,944 54.7% 0.66 0.83 B10 20,847 0.479 7,050 2,277 2,804 0 8,716 55.8% 0.66 0.82 18-1000-00 Rational Calcs (FC).xlsx Page 5 of 19 Highland Development Services C2 to C10 C100 Apaved COMPOSITE (sq feet) Aroof (sq feet) Awalk (sq feet) Agravel/pavers (sq feet) Alawn (sq feet) Sub-basin Designation Atotal (sq feet) Atotal (acres) Weighted % Impervious B11 107,621 2.471 31,018 26,750 16,289 0 33,565 64.8% 0.73 0.91 B10+B11 128,469 2.949 38,069 29,026 19,093 0 42,281 63.3% 0.72 0.90 B12 17,982 0.413 0 0 297 0 17,685 1.5% 0.26 0.33 B10+…+B12 146,450 3.362 38,069 29,026 19,389 0 59,966 55.7% 0.66 0.83 B13 16,667 0.383 5,383 6,300 3,044 0 1,940 82.8% 0.87 1.00 B14 15,717 0.361 4,542 6,079 3,045 0 2,051 81.1% 0.86 1.00 B15 38,702 0.888 13,881 12,651 4,082 0 8,088 74.8% 0.80 1.00 B16 23,554 0.541 4,074 12,159 6,090 0 1,231 87.0% 0.91 1.00 B17 15,434 0.354 6,116 4,281 1,491 0 3,546 73.3% 0.79 0.99 B13+…+B17 110,074 2.527 33,996 41,470 17,753 0 16,855 79.3% 0.84 1.00 B18 18,766 0.431 6,328 3,506 1,466 0 7,466 57.6% 0.67 0.84 B19 18,723 0.430 6,881 3,481 1,464 0 6,898 60.5% 0.69 0.87 B20 128,184 2.943 0 8,019 8,735 0 111,430 11.8% 0.34 0.43 B13+…+B20 275,747 6.330 47,205 56,477 29,417 0 142,649 45.2% 0.59 0.73 B1+…+B20 826,736 18.979 150,079 183,567 115,896 0 377,194 50.8% 0.63 0.79 C1 56,445 1.296 0 12,391 10,383 0 33,672 36.3% 0.53 0.67 C2 5,888 0.135 0 0 0 0 5,888 0.0% 0.25 0.31 C3 36,164 0.830 13,240 3,800 6,273 0 12,850 61.7% 0.70 0.88 C4 9,388 0.216 4,889 1,108 997 0 2,393 72.3% 0.77 0.96 C5 52,251 1.200 6,284 1,716 4,233 0 40,019 22.3% 0.41 0.52 C1+…+C5 160,137 3.676 24,413 19,016 21,885 0 94,822 38.2% 0.54 0.67 D1A 30,292 0.695 0 3,307 3,865 0 23,120 21.3% 0.42 0.52 D1 31,966 0.734 9,478 8,565 4,291 0 9,632 65.8% 0.74 0.92 D2 28,474 0.654 11,762 8,701 4,732 0 3,279 83.8% 0.87 1.00 D3 19,564 0.449 0 6,021 2,784 0 10,758 40.5% 0.57 0.71 D4 7,129 0.164 0 3,342 1,225 0 2,562 57.7% 0.70 0.87 D1+…+D4 117,425 2.696 21,240 29,937 16,897 0 49,351 54.0% 0.66 0.82 D5 18,591 0.427 0 6,022 3,440 0 9,130 45.8% 0.61 0.76 D6 4,463 0.102 2,593 0 498 0 1,372 68.1% 0.73 0.92 D7 3,817 0.088 2,632 0 536 0 648 81.6% 0.83 1.00 D1+…+D7 144,296 3.313 26,465 35,958 21,371 0 60,501 54.1% 0.66 0.82 D8 31,303 0.719 12,437 10,108 4,931 0 3,827 83.0% 0.86 1.00 D9 26,435 0.607 0 10,663 3,547 0 12,225 48.4% 0.63 0.78 D10 6,832 0.157 0 3,342 714 0 2,776 53.4% 0.67 0.83 18-1000-00 Rational Calcs (FC).xlsx Page 6 of 19 Highland Development Services C2 to C10 C100 Apaved COMPOSITE (sq feet) Aroof (sq feet) Awalk (sq feet) Agravel/pavers (sq feet) Alawn (sq feet) Sub-basin Designation Atotal (sq feet) Atotal (acres) Weighted % Impervious D11 38,455 0.883 0 14,556 7,157 0 16,742 50.8% 0.65 0.81 D12 33,210 0.762 11,011 14,018 5,134 0 3,047 85.1% 0.89 1.00 D13 11,992 0.275 0 0 1,007 0 10,985 7.6% 0.31 0.39 D8+…+D13 148,227 3.403 23,448 52,687 22,491 0 49,601 61.5% 0.72 0.89 D14 108,741 2.496 0 0 4,743 0 103,998 3.9% 0.28 0.35 D1+…+D7 + D14 253,037 5.809 26,465 35,958 26,114 0 164,499 32.5% 0.49 0.62 D15 18,989 0.436 12,185 0 1,100 0 5,704 69.4% 0.74 0.92 D13+…+D15 139,722 3.208 12,185 0 6,849 0 120,687 13.1% 0.35 0.43 D1+…+D14 369,298 8.478 40,436 80,081 44,314 0 204,468 41.3% 0.56 0.70 E1 20,919 0.480 14,379 0 2,690 0 3,850 80.3% 0.82 1.00 E2 28,918 0.664 22,155 0 2,778 0 3,985 85.3% 0.85 1.00 E3 67,679 1.554 49,047 0 7,759 0 10,873 82.8% 0.84 1.00 E4 85,144 1.955 51,201 0 7,390 0 26,553 67.9% 0.73 0.91 E5 25,445 0.584 18,366 0 2,735 0 4,345 81.9% 0.83 1.00 E6 24,572 0.564 17,747 0 2,618 0 4,207 81.8% 0.83 1.00 E5+E6 50,017 1.148 36,113 0 5,353 0 8,552 81.8% 0.83 1.00 E7 32,809 0.753 20,545 0 2,736 0 9,528 70.1% 0.75 0.93 E8 26,051 0.598 14,527 0 2,641 0 8,883 64.9% 0.71 0.89 E7+E8 58,860 1.351 35,072 0 5,377 0 18,411 67.8% 0.73 0.91 E9 17,166 0.394 13,803 0 0 0 3,363 80.4% 0.81 1.00 E10 10,597 0.243 8,370 0 892 0 1,334 86.6% 0.86 1.00 E1+…+E10 328,703 7.546 221,769 0 31,348 0 75,586 76.1% 0.79 0.99 Overall 2,473,376 56.781 628,686 445,892 306,118 0 1,092,679 52.8% 0.64 0.80 18-1000-00 Rational Calcs (FC).xlsx Page 7 of 19 Highland Development Services Design Engineer: Design Firm: Project Number: Date: EQUATIONS: -Equation 6-2 -Equation 6-4 -Urbanized Check Equation 6-5 - CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition 500 ft - Overland flow shall not exceed for undeveloped condition Final t c = minimum of t i + t t and urbanized basin check recommended minimum t c = 5 min for urbanized basins Time of Concentration (2-yr to 10-yr) Type of Travel Surface Cv A1 A1 87.9% 0.89 0.658 35 0.0200 1.81 273 0.0050 Paved Areas 20 1.41 3.22 5.03 0.0067 6.71 5.03 A2 A2 90.0% 0.93 0.195 47 0.0200 1.77 99 0.0050 Paved Areas 20 1.41 1.17 5.00 0.0098 5.23 5.00 A3 A3 59.8% 0.69 1.532 46 0.0200 4.10 451 0.0050 Paved Areas 20 1.41 5.32 9.41 0.0064 12.96 9.41 A4 A4 59.8% 0.69 0.879 46 0.0200 4.12 367 0.0050 Paved Areas 20 1.41 4.33 8.44 0.0067 12.24 8.44 A5 A5 90.2% 0.91 0.346 47 0.0200 1.89 133 0.0050 Paved Areas 20 1.41 1.57 5.00 0.0089 5.41 5.00 A6 A6 77.8% 0.84 1.140 72 0.0200 3.28 215 0.0050 Paved Areas 20 1.41 2.53 5.81 0.0088 8.00 5.81 A7 A7 62.6% 0.71 0.689 29 0.0200 3.15 594 0.0050 Paved Areas 20 1.41 7.00 10.15 0.0057 13.69 10.15 A8 A8 66.6% 0.73 0.765 22 0.0200 2.57 587 0.0050 Paved Areas 20 1.41 6.92 9.49 0.0055 12.89 9.49 A9 A9 68.0% 0.75 0.540 96 0.0200 5.14 248 0.0050 Paved Areas 20 1.41 2.92 8.06 0.0092 9.92 8.06 A10 A10 77.9% 0.83 1.313 68 0.0200 3.28 482 0.0050 Paved Areas 20 1.41 5.68 8.96 0.0069 9.92 8.96 A11 A11 81.6% 0.87 0.510 71 0.0200 2.92 199 0.0050 Paved Areas 20 1.41 2.35 5.27 0.0089 7.26 5.27 A12 A12 31.1% 0.49 1.249 91 0.0200 8.60 230 0.0050 Paved Areas 21 1.48 2.58 11.19 0.0093 16.18 11.19 A13 A13 85.6% 0.90 0.559 68 0.0200 2.43 184 0.0050 Paved Areas 20 1.41 2.17 5.00 0.0090 6.51 5.00 tt (min) OVERALL SLOPE (ft/ft) tc (min) SLOPE (ft/ft) ti (min) LENGTH (ft) SLOPE (ft/ft) Table RO-2 VELOCITY (ft/s) LENGTH (ft) DESIGN CRITERIA: Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual Overland Flow Equations for City of Fort Collins - Storm Water Criteria Manual SUB-BASIN DATA INITIAL/OVERLAND TIME (ti) TRAVEL TIME (tt) tc =ti +tt (min) Urban Check Final tc Type of Travel Surface Cv tt (min) OVERALL SLOPE (ft/ft) tc (min) SLOPE (ft/ft) ti (min) LENGTH (ft) SLOPE (ft/ft) Table RO-2 VELOCITY (ft/s) LENGTH (ft) SUB-BASIN DATA INITIAL/OVERLAND TIME (ti) TRAVEL TIME (tt) tc =ti +tt (min) Urban Check Final tc (min) DESIGN POINT Sub-basin % Impervious C2-10 AREA (acres) A14 A14 75.4% 0.81 0.525 47 0.0200 2.99 212 0.0050 Paved Areas 21 1.48 2.38 5.37 0.0077 8.32 5.37 A15 A15 50.8% 0.62 2.478 45 0.0200 4.75 1017 0.0050 Paved Areas 20 1.41 11.99 16.73 0.0056 20.14 16.73 A16 A16 73.5% 0.77 0.802 78 0.0200 4.31 1063 0.0050 Paved Areas 20 1.41 12.53 16.84 0.0060 15.24 15.24 A17 A17 7.1% 0.30 0.899 68 0.0200 9.73 568 0.0050 Paved Areas 20 1.41 6.69 16.42 0.0066 26.46 16.42 A18 A18 12.5% 0.35 3.022 89 0.0200 10.54 352 0.0050 Paved Areas 20 1.41 4.15 14.68 0.0080 21.59 14.68 B1 B1 37.1% 0.54 2.127 52 0.0200 6.01 774 0.0050 Paved Areas 20 1.41 9.12 15.13 0.0059 20.98 15.13 B2 B2 71.8% 0.79 1.300 76 0.0200 4.01 608 0.0050 Paved Areas 20 1.41 7.17 11.18 0.0067 12.00 11.18 B3 B3 55.9% 0.66 1.069 11 0.0200 2.15 592 0.0050 Paved Areas 20 1.41 6.98 9.13 0.0053 15.06 9.13 B4 B4 83.4% 0.88 1.319 47 0.0200 2.28 496 0.0050 Paved Areas 20 1.41 5.85 8.13 0.0063 9.05 8.13 B5 B5 90.3% 0.94 0.505 68 0.0200 1.98 162 0.0050 Paved Areas 21 1.48 1.82 5.00 0.0094 5.63 5.00 B6 B6 75.9% 0.81 0.520 47 0.0200 2.98 102 0.0050 Paved Areas 22 1.56 1.09 5.00 0.0097 7.44 5.00 B7 B7 77.0% 0.82 0.266 47 0.0200 2.86 147 0.0050 Paved Areas 20 1.41 1.73 5.00 0.0086 7.59 5.00 B8 B8 72.3% 0.78 0.401 49 0.0200 3.29 168 0.0050 Paved Areas 20 1.41 1.98 5.27 0.0084 8.50 5.27 B9 B9 25.8% 0.45 2.286 108 0.0200 10.01 407 0.0050 Paved Areas 20 1.41 4.80 14.81 0.0081 19.35 14.81 B10 B10 55.8% 0.66 0.479 11 0.0200 2.18 226 0.0050 Paved Areas 20 1.41 2.66 5.00 0.0057 11.70 5.00 B11 B11 64.8% 0.73 2.471 76 0.0200 4.77 547 0.0050 Paved Areas 20 1.41 6.45 11.21 0.0068 12.84 11.21 B12 B12 1.5% 0.26 0.413 20 0.0200 5.57 74 0.0200 Tilage/Field 20 2.83 0.44 6.00 0.0200 18.67 6.00 B13 B13 82.8% 0.87 0.383 68 0.0200 2.83 182 0.0050 Paved Areas 24 1.70 1.79 5.00 0.0091 6.96 5.00 B14 B14 81.1% 0.86 0.361 68 0.0200 2.95 171 0.0050 Paved Areas 23 1.63 1.75 5.00 0.0093 7.14 5.00 B15 B15 74.8% 0.80 0.888 30 0.0200 2.41 412 0.0050 Paved Areas 25 1.77 3.88 6.29 0.0060 9.95 6.29 Type of Travel Surface Cv tt (min) OVERALL SLOPE (ft/ft) tc (min) SLOPE (ft/ft) ti (min) LENGTH (ft) SLOPE (ft/ft) Table RO-2 VELOCITY (ft/s) LENGTH (ft) SUB-BASIN DATA INITIAL/OVERLAND TIME (ti) TRAVEL TIME (tt) tc =ti +tt (min) Urban Check Final tc (min) DESIGN POINT Sub-basin % Impervious C2-10 AREA (acres) D10 D10 53.4% 0.67 0.157 39 0.0200 4.03 144 0.0050 Paved Areas 20 1.41 1.70 5.72 0.0082 11.34 5.72 D11 D11 50.8% 0.65 0.883 40 0.0200 4.27 648 0.0050 Paved Areas 20 1.41 7.64 11.91 0.0059 16.56 11.91 D12 D12 85.1% 0.89 0.762 47 0.0200 2.18 341 0.0050 Paved Areas 22 1.56 3.65 5.83 0.0068 7.66 5.83 D13 D13 7.6% 0.31 0.275 15 0.0200 4.55 29 0.0050 Paved Areas 20 1.41 0.34 5.00 0.0101 17.39 5.00 D14 D14 3.9% 0.28 2.496 37 0.0200 7.40 593 0.0050 Paved Areas 20 1.41 6.99 14.39 0.0059 27.99 14.39 D15 D15 69.4% 0.74 0.436 12 0.0200 1.85 393 0.0050 Paved Areas 21 1.48 4.41 6.26 0.0054 10.79 6.26 E1 E1 80.3% 0.82 0.480 32 0.0200 2.34 362 0.0050 Paved Areas 20 1.41 4.27 6.61 0.0062 8.62 6.61 E2 E2 85.3% 0.85 0.664 51 0.0200 2.61 362 0.0050 Paved Areas 20 1.41 4.27 6.88 0.0069 7.77 6.88 E3 E3 82.8% 0.84 1.554 32 0.0200 2.20 1140 0.0050 Paved Areas 20 1.41 13.44 15.64 0.0054 13.92 13.92 E4 E4 67.9% 0.73 1.955 45 0.0200 3.67 1135 0.0050 Paved Areas 20 1.41 13.38 17.04 0.0056 17.12 17.04 E5 E5 81.9% 0.83 0.584 44 0.0200 2.65 458 0.0050 Paved Areas 20 1.41 5.40 8.05 0.0063 9.05 8.05 E6 E6 81.8% 0.83 0.564 45 0.0200 2.69 440 0.0050 Paved Areas 20 1.41 5.19 7.87 0.0064 8.92 7.87 E7 E7 70.1% 0.75 0.753 39 0.0200 3.27 458 0.0050 Paved Areas 20 1.41 5.40 8.67 0.0062 11.14 8.67 E8 E8 64.9% 0.71 0.598 51 0.0200 4.12 440 0.0050 Paved Areas 20 1.41 5.19 9.31 0.0066 11.93 9.31 E9 E9 80.4% 0.81 0.394 12 0.0200 1.48 393 0.0050 Paved Areas 20 1.41 4.63 6.11 0.0054 8.86 6.11 E10 E10 86.6% 0.86 0.243 12 0.0200 1.22 157 0.0050 Paved Areas 21 1.48 1.76 5.00 0.0061 6.12 5.00 18-1000-00 Rational Calcs (FC).xlsx Page 10 of 19 Highland Development Services Design Engineer: Design Firm: Project Number: Date: EQUATIONS: -Equation 6-2 -Equation 6-4 -Urbanized Check Equation 6-5 - CoFC Overland Flow CONSTRAINTS: 300 ft - Overland flow shall not exceed for developed condition 500 ft - Overland flow shall not exceed for undeveloped condition Final t c = minimum of t i + t t and urbanized basin check recommended minimum t c = 5 min for urbanized basins Time of Concentration (100-yr) Type of Travel Surface Cv A1 A1 87.9% 1.00 0.658 35 0.0200 0.88 303 0.0050 Paved Areas 20 1.41 3.57 5.00 0.0066 6.92 5.00 A2 A2 90.0% 1.00 0.195 47 0.0200 1.02 99 0.0050 Paved Areas 20 1.41 1.17 5.00 0.0098 5.23 5.00 A3 A3 59.8% 0.87 1.532 46 0.0200 2.35 451 0.0050 Paved Areas 20 1.41 5.32 7.67 0.0064 12.96 7.67 A4 A4 59.8% 0.86 0.879 46 0.0200 2.38 367 0.0050 Paved Areas 20 1.41 4.33 6.71 0.0067 12.24 6.71 A5 A5 90.2% 1.00 0.346 47 0.0200 1.02 133 0.0050 Paved Areas 20 1.41 1.57 5.00 0.0089 5.41 5.00 A6 A6 77.8% 1.00 1.140 72 0.0200 1.26 215 0.0050 Paved Areas 20 1.41 2.53 5.00 0.0088 8.00 5.00 A7 A7 62.6% 0.88 0.689 29 0.0200 1.74 594 0.0050 Paved Areas 20 1.41 7.00 8.74 0.0057 13.69 8.74 A8 A8 66.6% 0.91 0.765 22 0.0200 1.30 587 0.0050 Paved Areas 20 1.41 6.92 8.22 0.0055 12.89 8.22 A9 A9 68.0% 0.93 0.540 96 0.0200 2.43 248 0.0050 Paved Areas 20 1.41 2.92 5.35 0.0092 9.92 5.35 A10 A10 77.9% 1.00 1.313 68 0.0200 1.22 482 0.0050 Paved Areas 20 1.41 5.68 6.90 0.0069 9.92 6.90 A11 A11 81.6% 1.00 0.510 71 0.0200 1.25 199 0.0050 Paved Areas 20 1.41 2.35 5.00 0.0089 7.26 5.00 A12 A12 31.1% 0.62 1.249 91 0.0200 6.86 230 0.0050 Paved Areas 20 1.41 2.71 9.57 0.0093 16.18 9.57 A13 A13 85.6% 1.00 0.559 68 0.0200 1.22 184 0.0050 Paved Areas 20 1.41 2.17 5.00 0.0090 6.51 5.00 tt (min) OVERALL SLOPE (ft/ft) tc (min) SLOPE (ft/ft) ti (min) LENGTH (ft) SLOPE (ft/ft) Table RO-2 VELOCITY (ft/s) LENGTH (ft) DESIGN CRITERIA: Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual Overland Flow Equations for City of Fort Collins - Storm Water Criteria Manual SUB-BASIN DATA INITIAL/OVERLAND TIME (ti) TRAVEL TIME (tt) tc =ti +tt (min) Urban Check Final tc Type of Travel Surface Cv tt (min) OVERALL SLOPE (ft/ft) tc (min) SLOPE (ft/ft) ti (min) LENGTH (ft) SLOPE (ft/ft) Table RO-2 VELOCITY (ft/s) LENGTH (ft) SUB-BASIN DATA INITIAL/OVERLAND TIME (ti) TRAVEL TIME (tt) tc =ti +tt (min) Urban Check Final tc (min) DESIGN POINT Sub-basin % Impervious C100 AREA (acres) A14 A14 75.4% 1.00 0.525 47 0.0200 1.02 212 0.0050 Paved Areas 20 1.41 2.50 5.00 0.0077 8.32 5.00 A15 A15 50.8% 0.78 2.478 45 0.0200 3.20 1017 0.0050 Paved Areas 20 1.41 11.99 15.18 0.0056 20.14 15.18 A16 A16 73.5% 0.96 0.802 78 0.0200 1.78 1063 0.0050 Paved Areas 20 1.41 12.53 14.31 0.0060 15.24 14.31 A17 A17 7.1% 0.38 0.899 68 0.0200 8.80 568 0.0050 Paved Areas 20 1.41 6.69 15.49 0.0066 26.46 15.49 A18 A18 12.5% 0.43 3.022 89 0.0200 9.32 352 0.0050 Paved Areas 20 1.41 4.15 13.47 0.0080 21.59 13.47 B1 B1 37.1% 0.67 2.127 52 0.0200 4.57 774 0.0050 Paved Areas 20 1.41 9.12 13.69 0.0059 20.98 13.69 B2 B2 71.8% 0.99 1.300 76 0.0200 1.45 608 0.0050 Paved Areas 20 1.41 7.17 8.62 0.0067 12.00 8.62 B3 B3 55.9% 0.83 1.069 11 0.0200 1.34 592 0.0050 Paved Areas 20 1.41 6.98 8.32 0.0053 15.06 8.32 B4 B4 83.4% 1.00 1.319 47 0.0200 1.02 496 0.0050 Paved Areas 20 1.41 5.85 6.86 0.0063 9.05 6.86 B5 B5 90.3% 1.00 0.505 68 0.0200 1.22 162 0.0050 Paved Areas 20 1.41 1.91 5.00 0.0094 5.63 5.00 B6 B6 75.9% 1.00 0.520 47 0.0200 1.02 102 0.0050 Paved Areas 20 1.41 1.20 5.00 0.0097 7.44 5.00 B7 B7 77.0% 1.00 0.266 47 0.0200 1.02 147 0.0050 Paved Areas 20 1.41 1.73 5.00 0.0086 7.59 5.00 B8 B8 72.3% 0.98 0.401 49 0.0200 1.26 168 0.0050 Paved Areas 20 1.41 1.98 5.00 0.0084 8.50 5.00 B9 B9 25.8% 0.56 2.286 108 0.0200 8.27 407 0.0050 Paved Areas 20 1.41 4.80 13.07 0.0081 19.35 13.07 B10 B10 55.8% 0.82 0.479 11 0.0200 1.37 226 0.0050 Paved Areas 20 1.41 2.66 5.00 0.0057 11.70 5.00 B11 B11 64.8% 0.91 2.471 76 0.0200 2.40 547 0.0050 Paved Areas 20 1.41 6.45 8.85 0.0068 12.84 8.85 B12 B12 1.5% 0.33 0.413 20 0.0200 5.13 74 0.0200 Paved Areas 20 2.83 0.44 5.57 0.0200 18.67 5.57 B13 B13 82.8% 1.00 0.383 68 0.0200 1.22 182 0.0050 Paved Areas 20 1.41 2.14 5.00 0.0091 6.96 5.00 B14 B14 81.1% 1.00 0.361 68 0.0200 1.22 171 0.0050 Paved Areas 20 1.41 2.02 5.00 0.0093 7.14 5.00 B15 B15 74.8% 1.00 0.888 30 0.0200 0.81 412 0.0050 Paved Areas 20 1.41 4.86 5.67 0.0060 9.95 5.67 Type of Travel Surface Cv tt (min) OVERALL SLOPE (ft/ft) tc (min) SLOPE (ft/ft) ti (min) LENGTH (ft) SLOPE (ft/ft) Table RO-2 VELOCITY (ft/s) LENGTH (ft) SUB-BASIN DATA INITIAL/OVERLAND TIME (ti) TRAVEL TIME (tt) tc =ti +tt (min) Urban Check Final tc (min) DESIGN POINT Sub-basin % Impervious C100 AREA (acres) D8 D8 83.0% 1.00 0.719 47 0.0200 1.02 286 0.0050 Paved Areas 20 1.41 3.37 5.00 0.0071 7.62 5.00 D9 D9 48.4% 0.78 0.607 47 0.0200 3.23 574 0.0050 Paved Areas 20 1.41 6.76 9.99 0.0061 16.34 9.99 D10 D10 53.4% 0.83 0.157 39 0.0200 2.48 144 0.0050 Paved Areas 20 1.41 1.70 5.00 0.0082 11.34 5.00 D11 D11 50.8% 0.81 0.883 40 0.0200 2.75 648 0.0050 Paved Areas 20 1.41 7.64 10.39 0.0059 16.56 10.39 D12 D12 85.1% 1.00 0.762 47 0.0200 1.02 341 0.0050 Paved Areas 20 1.41 4.02 5.04 0.0068 7.66 5.04 D13 D13 7.6% 0.39 0.275 15 0.0200 4.10 29 0.0050 Paved Areas 20 1.41 0.34 5.00 0.0101 17.39 5.00 D14 D14 3.9% 0.35 2.496 37 0.0200 6.77 593 0.0050 Paved Areas 20 1.41 6.99 13.75 0.0059 27.99 13.75 D15 D15 69.4% 0.92 0.436 12 0.0200 0.90 393 0.0050 Paved Areas 20 1.41 4.63 5.53 0.0054 10.79 5.53 E1 E1 80.3% 1.00 0.480 32 0.0200 0.84 362 0.0050 Paved Areas 20 1.41 4.27 5.11 0.0062 8.62 5.11 E2 E2 85.3% 1.00 0.664 51 0.0200 1.06 362 0.0050 Paved Areas 20 1.41 4.27 5.33 0.0069 7.77 5.33 E3 E3 82.8% 1.00 1.554 32 0.0200 0.84 1140 0.0050 Paved Areas 20 1.41 13.44 14.27 0.0054 13.92 13.92 E4 E4 67.9% 0.91 1.955 45 0.0200 1.85 1135 0.0050 Paved Areas 20 1.41 13.38 15.22 0.0056 17.12 15.22 E5 E5 81.9% 1.00 0.584 44 0.0200 0.98 458 0.0050 Paved Areas 20 1.41 5.40 6.38 0.0063 9.05 6.38 E6 E6 81.8% 1.00 0.564 45 0.0200 1.00 440 0.0050 Paved Areas 20 1.41 5.19 6.18 0.0064 8.92 6.18 E7 E7 70.1% 0.93 0.753 39 0.0200 1.54 458 0.0050 Paved Areas 20 1.41 5.40 6.94 0.0062 11.14 6.94 E8 E8 64.9% 0.89 0.598 51 0.0200 2.24 440 0.0050 Paved Areas 20 1.41 5.19 7.42 0.0066 11.93 7.42 E9 E9 80.4% 1.00 0.394 12 0.0200 0.51 393 0.0050 Paved Areas 20 1.41 4.63 5.15 0.0054 8.86 5.15 E10 E10 86.6% 1.00 0.243 12 0.0200 0.51 157 0.0050 Paved Areas 20 1.41 1.85 5.00 0.0061 6.12 5.00 18-1000-00 Rational Calcs (FC).xlsx Page 13 of 19 Highland Development Services Design Engineer: Design Firm: Project Number: Date: EQUATIONS: Q n = n -yr peak discharge (cfs) C n = n -yr runoff coefficient I n = n -yr rainfall intensity (in/hr) A n = Basin drainage area (ac) BASIN SUMMARY: tc (min) Runoff Coeff (C2-10) C(A) (acres) Intensity (in/hr) Q (ft3/s) tc (min) Runoff Coeff (C2-10) C(A) (acres) Intensity (in/hr) Q (ft3/s) tc (min) Runoff Coeff. (C100) C(A) (acres) Intensity (in/hr) Q (ft3/s) A1 A1 0.658 5.03 0.89 0.59 2.77 1.63 5.03 0.89 0.59 4.73 2.78 5.00 1.00 0.66 9.95 6.55 A2 A2 0.195 5.00 0.93 0.18 2.85 0.52 5.00 0.93 0.18 4.87 0.88 5.00 1.00 0.20 9.95 1.94 A3 A3 1.532 9.41 0.69 1.06 2.27 2.41 9.41 0.69 1.06 3.87 4.11 7.67 0.87 1.33 8.51 11.31 A4 A4 0.879 8.44 0.69 0.61 2.36 1.43 8.44 0.69 0.61 4.03 2.45 6.71 0.86 0.76 8.90 6.75 A5 A5 0.346 5.00 0.91 0.32 2.85 0.90 5.00 0.91 0.32 4.87 1.54 5.00 1.00 0.35 9.95 3.45 A6 A6 1.140 5.81 0.84 0.96 2.66 2.55 5.81 0.84 0.96 4.55 4.35 5.00 1.00 1.14 9.95 11.34 A7 A7 0.689 10.15 0.71 0.49 2.20 1.07 10.15 0.71 0.49 3.76 1.83 8.74 0.88 0.61 8.13 4.94 A8 A8 0.765 9.49 0.73 0.56 2.26 1.26 9.49 0.73 0.56 3.86 2.16 8.22 0.91 0.70 8.31 5.81 A9 A9 0.540 8.06 0.75 0.40 2.40 0.97 8.06 0.75 0.40 4.10 1.65 5.35 0.93 0.50 9.51 4.79 A10 A10 1.313 8.96 0.83 1.09 2.31 2.52 8.96 0.83 1.09 3.94 4.31 6.90 1.00 1.31 8.81 11.57 A11 A11 0.510 5.27 0.87 0.44 2.74 1.21 5.27 0.87 0.44 4.68 2.07 5.00 1.00 0.51 9.95 5.07 A12 A12 1.249 11.19 0.49 0.61 2.12 1.30 11.19 0.49 0.61 3.61 2.22 9.57 0.62 0.77 7.85 6.04 A13 A13 0.559 5.00 0.90 0.50 2.85 1.44 5.00 0.90 0.50 4.87 2.45 5.00 1.00 0.56 9.95 5.56 A14 A14 0.525 5.37 0.81 0.42 2.72 1.15 5.37 0.81 0.42 4.65 1.97 5.00 1.00 0.52 9.95 5.22 A15 A15 2.478 16.73 0.62 1.54 1.76 2.72 16.73 0.62 1.54 3.01 4.65 15.18 0.78 1.93 6.44 12.43 A16 A16 0.802 15.24 0.77 0.62 1.84 1.14 15.24 0.77 0.62 3.15 1.95 14.31 0.96 0.77 6.62 5.12 A17 A17 0.899 16.42 0.30 0.27 1.78 0.49 16.42 0.30 0.27 3.04 0.83 15.49 0.38 0.34 6.38 2.19 A18 A18 3.022 14.68 0.35 1.05 1.88 1.97 14.68 0.35 1.05 3.20 3.36 13.47 0.43 1.31 6.81 8.94 B1 B1 2.127 15.13 0.54 1.15 1.85 2.12 15.13 0.54 1.15 3.16 3.62 13.69 0.67 1.43 6.76 9.68 B2 B2 1.300 11.18 0.79 1.03 2.12 2.17 11.18 0.79 1.03 3.61 3.71 8.62 0.99 1.28 8.17 10.49 B3 B3 1.069 9.13 0.66 0.71 2.29 1.62 9.13 0.66 0.71 3.91 2.77 8.32 0.83 0.89 8.28 7.33 B4 B4 1.319 8.13 0.88 1.15 2.39 2.76 8.13 0.88 1.15 4.08 4.72 6.86 1.00 1.32 8.83 11.65 B5 B5 0.505 5.00 0.94 0.47 2.85 1.35 5.00 0.94 0.47 4.87 2.31 5.00 1.00 0.50 9.95 5.02 B6 B6 0.520 5.00 0.81 0.42 2.85 1.20 5.00 0.81 0.42 4.87 2.04 5.00 1.00 0.52 9.95 5.17 B7 B7 0.266 5.00 0.82 0.22 2.85 0.62 5.00 0.82 0.22 4.87 1.06 5.00 1.00 0.27 9.95 2.64 B8 B8 0.401 5.27 0.78 0.31 2.74 0.86 5.27 0.78 0.31 4.67 1.47 5.00 0.98 0.39 9.95 3.90 10-yr Peak Runoff 100-yr Peak Runoff Northfield DEVELOPED PEAK RUNOFF Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual DESIGN CRITERIA: tc (min) Runoff Coeff (C2-10) C(A) (acres) Intensity (in/hr) Q (ft3/s) tc (min) Runoff Coeff (C2-10) C(A) (acres) Intensity (in/hr) Q (ft3/s) tc (min) Runoff Coeff. (C100) C(A) (acres) Intensity (in/hr) Q (ft3/s) 10-yr Peak Runoff 100-yr Peak Runoff Design Point Sub-basin Area (acres) 2-yr Peak Runoff B9 B9 2.286 14.81 0.45 1.03 1.87 1.93 14.81 0.45 1.03 3.19 3.29 13.07 0.56 1.29 6.90 8.89 B10 B10 0.479 5.00 0.66 0.31 2.85 0.90 5.00 0.66 0.31 4.87 1.53 5.00 0.82 0.39 9.95 3.91 B11 B11 2.471 11.21 0.73 1.81 2.11 3.82 11.21 0.73 1.81 3.61 6.52 8.85 0.91 2.26 8.09 18.29 B12 B12 0.413 6.00 0.26 0.11 2.64 0.28 6.00 0.26 0.11 4.51 0.49 5.57 0.33 0.13 9.40 1.27 B13 B13 0.383 5.00 0.87 0.33 2.85 0.95 5.00 0.87 0.33 4.87 1.62 5.00 1.00 0.38 9.95 3.81 B14 B14 0.361 5.00 0.86 0.31 2.85 0.88 5.00 0.86 0.31 4.87 1.51 5.00 1.00 0.36 9.95 3.59 B15 B15 0.888 6.29 0.80 0.71 2.60 1.86 6.29 0.80 0.71 4.44 3.17 5.67 1.00 0.89 9.36 8.31 B16 B16 0.541 5.00 0.91 0.49 2.85 1.41 5.00 0.91 0.49 4.87 2.41 5.00 1.00 0.54 9.95 5.38 B17 B17 0.354 5.40 0.79 0.28 2.72 0.76 5.40 0.79 0.28 4.64 1.30 5.00 0.99 0.35 9.95 3.48 B18 B18 0.431 8.49 0.67 0.29 2.36 0.68 8.49 0.67 0.29 4.02 1.16 6.56 0.84 0.36 8.96 3.24 B19 B19 0.430 8.25 0.69 0.30 2.38 0.71 8.25 0.69 0.30 4.06 1.21 6.26 0.87 0.37 9.09 3.38 B20 B20 2.943 21.24 0.34 1.00 1.56 1.57 21.24 0.34 1.00 2.66 2.67 19.62 0.43 1.26 5.67 7.12 C1 C1 1.296 12.07 0.53 0.69 2.05 1.41 12.07 0.53 0.69 3.50 2.41 10.70 0.67 0.86 7.52 6.48 C2 C2 0.135 5.00 0.25 0.03 2.85 0.10 5.00 0.25 0.03 4.87 0.16 5.00 0.31 0.04 9.95 0.42 C3 C3 0.830 8.23 0.70 0.58 2.38 1.39 8.23 0.70 0.58 4.07 2.37 6.12 0.88 0.73 9.15 6.66 C4 C4 0.216 5.00 0.77 0.17 2.85 0.47 5.00 0.77 0.17 4.87 0.81 5.00 0.96 0.21 9.95 2.07 C5 C5 1.200 11.24 0.41 0.50 2.11 1.05 11.24 0.41 0.50 3.61 1.79 10.27 0.52 0.62 7.64 4.74 D1A D1A 0.695 7.94 0.42 0.29 2.41 0.70 7.94 0.42 0.29 4.12 1.19 6.93 0.52 0.36 8.80 3.18 D1 D1 0.734 6.39 0.74 0.54 2.59 1.40 6.39 0.74 0.54 4.42 2.40 5.00 0.92 0.68 9.95 6.75 D2 D2 0.654 5.07 0.87 0.57 2.77 1.57 5.07 0.87 0.57 4.72 2.68 5.00 1.00 0.65 9.95 6.50 D3 D3 0.449 7.86 0.57 0.25 2.42 0.61 7.86 0.57 0.25 4.13 1.05 6.81 0.71 0.32 8.85 2.81 D4 D4 0.164 5.00 0.70 0.11 2.85 0.33 5.00 0.70 0.11 4.87 0.56 5.00 0.87 0.14 9.95 1.42 D5 D5 0.427 8.39 0.61 0.26 2.36 0.61 8.39 0.61 0.26 4.04 1.04 6.88 0.76 0.32 8.82 2.85 D6 D6 0.102 6.38 0.73 0.08 2.59 0.20 6.38 0.73 0.08 4.42 0.33 5.00 0.92 0.09 9.95 0.94 D7 D7 0.088 5.00 0.83 0.07 2.85 0.21 5.00 0.83 0.07 4.87 0.35 5.00 1.00 0.09 9.95 0.87 D8 D8 0.719 5.61 0.86 0.62 2.69 1.67 5.61 0.86 0.62 4.59 2.85 5.00 1.00 0.72 9.95 7.15 D9 D9 0.607 11.58 0.63 0.38 2.09 0.79 11.58 0.63 0.38 3.56 1.35 9.99 0.78 0.48 7.72 3.67 D10 D10 0.157 5.72 0.67 0.10 2.68 0.28 5.72 0.67 0.10 4.57 0.48 5.00 0.83 0.13 9.95 1.30 D11 D11 0.883 11.91 0.65 0.57 2.06 1.17 11.91 0.65 0.57 3.52 2.00 10.39 0.81 0.71 7.61 5.42 D12 D12 0.762 5.83 0.89 0.68 2.66 1.80 5.83 0.89 0.68 4.54 3.07 5.04 1.00 0.76 9.67 7.37 D13 D13 0.275 5.00 0.31 0.09 2.85 0.24 5.00 0.31 0.09 4.87 0.41 5.00 0.39 0.11 9.95 1.06 D14 D14 2.496 14.39 0.28 0.70 1.89 1.33 14.39 0.28 0.70 3.23 2.26 13.75 0.35 0.88 6.75 5.90 D15 D15 0.436 6.26 0.74 0.32 2.61 0.84 6.26 0.74 0.32 4.45 1.43 5.53 0.92 0.40 9.42 3.80 E1 E1 0.480 6.61 0.82 0.39 2.56 1.01 6.61 0.82 0.39 4.38 1.73 5.11 1.00 0.48 9.63 4.62 E2 E2 0.664 6.88 0.85 0.57 2.53 1.43 6.88 0.85 0.57 4.32 2.45 5.33 1.00 0.66 9.52 6.32 E3 E3 1.554 13.92 0.84 1.30 1.92 2.50 13.92 0.84 1.30 3.28 4.27 13.92 1.00 1.55 6.71 10.42 Design Engineer: Design Firm: Project Number: Date: EQUATIONS: Q n = n -yr peak discharge (cfs) C n = n -yr runoff coefficient I n = n -yr rainfall intensity (in/hr) A n = Basin drainage area (ac) BASIN SUMMARY: tc (min) Runoff Coeff (C2-10) C(A) (acres) Intensity (in/hr) Q (ft3/s) A1 A1 0.658 5.03 0.89 0.59 1.39 0.82 A2 A2 0.195 5.00 0.93 0.18 1.43 0.26 A3 A3 1.532 9.41 0.69 1.06 1.13 1.20 A4 A4 0.879 8.44 0.69 0.61 1.18 0.72 A5 A5 0.346 5.00 0.91 0.32 1.43 0.45 A6 A6 1.140 5.81 0.84 0.96 1.33 1.27 A7 A7 0.689 10.15 0.71 0.49 1.10 0.54 A8 A8 0.765 9.49 0.73 0.56 1.13 0.63 A9 A9 0.540 8.06 0.75 0.40 1.20 0.48 A10 A10 1.313 8.96 0.83 1.09 1.15 1.26 A11 A11 0.510 5.27 0.87 0.44 1.37 0.60 A12 A12 1.249 11.19 0.49 0.61 1.06 0.65 A13 A13 0.559 5.00 0.90 0.50 1.43 0.72 A14 A14 0.525 5.37 0.81 0.42 1.36 0.58 A15 A15 2.478 16.73 0.62 1.54 0.88 1.36 A16 A16 0.802 15.24 0.77 0.62 0.92 0.57 A17 A17 0.899 16.42 0.30 0.27 0.89 0.24 A18 A18 3.022 14.68 0.35 1.05 0.94 0.99 B1 B1 2.127 15.13 0.54 1.15 0.93 1.06 B2 B2 1.300 11.18 0.79 1.03 1.06 1.09 B3 B3 1.069 9.13 0.66 0.71 1.15 0.81 B4 B4 1.319 8.13 0.88 1.15 1.20 1.38 B5 B5 0.505 5.00 0.94 0.47 1.43 0.67 B6 B6 0.520 5.00 0.81 0.42 1.43 0.60 B7 B7 0.266 5.00 0.82 0.22 1.43 0.31 B8 B8 0.401 5.27 0.78 0.31 1.37 0.43 B9 B9 2.286 14.81 0.45 1.03 0.93 0.96 B10 B10 0.479 5.00 0.66 0.31 1.43 0.45 B11 B11 2.471 11.21 0.73 1.81 1.06 1.91 B12 B12 0.413 6.00 0.26 0.11 1.32 0.14 B13 B13 0.383 5.00 0.87 0.33 1.43 0.47 B14 B14 0.361 5.00 0.86 0.31 1.43 0.44 B15 B15 0.888 6.29 0.80 0.71 1.30 0.93 B16 B16 0.541 5.00 0.91 0.49 1.43 0.70 B17 B17 0.354 5.40 0.79 0.28 1.36 0.38 B18 B18 0.431 8.49 0.67 0.29 1.18 0.34 B19 B19 0.430 8.25 0.69 0.30 1.19 0.35 B20 B20 2.943 21.24 0.34 1.00 0.78 0.78 C1 C1 1.296 12.07 0.53 0.69 1.02 0.71 C2 C2 0.135 5.00 0.25 0.03 1.43 0.05 C3 C3 0.830 8.23 0.70 0.58 1.19 0.69 C4 C4 0.216 5.00 0.77 0.17 1.43 0.24 C5 C5 1.200 11.24 0.41 0.50 1.06 0.52 Northfield PROPOSED DRAINAGE SUMMARY Design Engineer: K. Brigman Design Firm: Highland Development Services Project Number: 18-1000-01 Date: DRAINAGE BASIN SUMMARY TABLE C2 C100 tc 2- yr (min) tc 100- yr (min) I2 (in/hr) I100 (in/hr) Q2 (cfs) Q100 (cfs) A1 A1 0.66 0.89 1.00 5.03 5.00 2.77 9.95 1.63 6.55 A2 A2 0.20 0.93 1.00 5.00 5.00 2.85 9.95 0.52 1.94 A3 A3 1.53 0.69 0.87 9.41 7.67 2.27 8.51 2.41 11.31 A4 A4 0.88 0.69 0.86 8.44 6.71 2.36 8.90 1.43 6.75 A5 A5 0.35 0.91 1.00 5.00 5.00 2.85 9.95 0.90 3.45 A6 A6 1.14 0.84 1.00 5.81 5.00 2.66 9.95 2.55 11.34 A7 A7 0.69 0.71 0.88 10.15 8.74 2.20 8.13 1.07 4.94 A8 A8 0.76 0.73 0.91 9.49 8.22 2.26 8.31 1.26 5.81 A9 A9 0.54 0.75 0.93 8.06 5.35 2.40 9.51 0.97 4.79 A10 A10 1.31 0.83 1.00 8.96 6.90 2.31 8.81 2.52 11.57 A11 A11 0.51 0.87 1.00 5.27 5.00 2.74 9.95 1.21 5.07 A12 A12 1.25 0.49 0.62 11.19 9.57 2.12 7.85 1.30 6.04 A13 A13 0.56 0.90 1.00 5.00 5.00 2.85 9.95 1.44 5.56 A14 A14 0.52 0.81 1.00 5.37 5.00 2.72 9.95 1.15 5.22 A15 A15 2.48 0.62 0.78 16.73 15.18 1.76 6.44 2.72 12.43 A16 A16 0.80 0.77 0.96 15.24 14.31 1.84 6.62 1.14 5.12 A17 A17 0.90 0.30 0.38 16.42 15.49 1.78 6.38 0.49 2.19 A18 A18 3.02 0.35 0.43 14.68 13.47 1.88 6.81 1.97 8.94 A Total 18.10 26.68 119.01 B1 B1 2.13 0.54 0.67 15.13 13.69 1.85 6.76 2.12 9.68 B2 B2 1.30 0.79 0.99 11.18 8.62 2.12 8.17 2.17 10.49 B3 B3 1.07 0.66 0.83 9.13 8.32 2.29 8.28 1.62 7.33 B4 B4 1.32 0.88 1.00 8.13 6.86 2.39 8.83 2.76 11.65 B5 B5 0.50 0.82 1.00 5.00 5.00 2.85 9.95 1.35 5.02 B6 B6 0.52 0.94 1.00 5.00 5.00 2.85 9.95 1.20 5.17 October 15, 2019 DESIGN POINT Runoff Coefficient Time of Concentration Rainfaill Intensity AREA (acres) TRIBUTARY SUB-BASIN Peak Runoff 18-1000-00 Rational Calcs (FC).xlsx Page 17 of 19 Highland Development Services C2 C100 tc 2- yr (min) tc 100- yr (min) I2 (in/hr) I100 (in/hr) Q2 (cfs) Q100 (cfs) DESIGN POINT Runoff Coefficient Time of Concentration Rainfaill Intensity AREA (acres) TRIBUTARY SUB-BASIN Peak Runoff B7 B7 0.27 0.81 1.00 5.00 5.00 2.85 9.95 0.62 2.64 B8 B8 0.40 0.78 0.98 5.27 5.00 2.74 9.95 0.86 3.90 B9 B9 2.29 0.81 1.00 5.00 13.07 1.87 6.90 1.93 8.89 B10 B10 0.48 0.66 0.82 5.00 5.00 2.85 9.95 0.90 3.91 B11 B11 2.47 0.73 0.91 11.21 8.85 2.11 8.09 3.82 18.29 B12 B12 0.41 0.26 0.33 6.00 5.57 2.64 9.40 0.28 1.27 B13 B13 0.38 0.87 1.00 5.00 5.00 2.85 9.95 0.95 3.81 B14 B14 0.36 0.86 1.00 5.00 5.00 2.85 9.95 0.88 3.59 B15 B15 0.89 0.80 1.00 6.29 5.67 2.60 9.36 1.86 8.31 B16 B16 0.54 0.91 1.00 5.00 5.00 2.85 9.95 1.41 5.38 B17 B17 0.35 0.79 0.99 5.40 5.00 2.72 9.95 0.76 3.48 B18 B18 0.43 0.67 0.84 8.49 6.56 2.36 8.96 0.68 3.24 B19 B19 0.43 0.69 0.87 8.25 6.26 2.38 9.09 0.71 3.38 B20 B20 2.94 0.34 0.43 21.24 19.62 1.56 5.67 1.57 7.12 B Total 19.48 28.44 126.55 C1 C1 1.30 0.45 0.56 14.81 10.70 2.05 7.52 1.41 6.48 C2 C2 0.14 0.53 0.67 12.07 5.00 2.85 9.95 0.10 0.42 C3 C3 0.83 0.25 0.31 5.00 6.12 2.38 9.15 1.39 6.66 C4 C4 0.22 0.70 0.88 8.23 5.00 2.85 9.95 0.47 2.07 C5 C5 1.20 0.77 0.96 5.00 10.27 2.11 7.64 1.05 4.74 C Total 3.68 4.42 20.37 D1A D1A 0.70 0.57 0.71 7.86 6.93 2.41 8.80 0.70 3.18 D1 D1 0.73 0.42 0.52 6.39 5.00 2.59 9.95 1.40 6.75 D2 D2 0.65 0.42 0.52 7.94 5.00 2.77 9.95 1.57 6.50 D3 D3 0.45 0.25 0.31 5.00 6.81 2.42 8.85 0.61 2.81 D4 D4 0.16 0.61 0.76 8.39 5.00 2.85 9.95 0.33 1.42 D5 D5 0.43 0.87 1.00 5.07 6.88 2.36 8.82 0.61 2.85 D6 D6 0.10 0.70 0.87 5.00 5.00 2.59 9.95 0.20 0.94 D7 D7 0.09 0.73 0.92 6.38 5.00 2.85 9.95 0.21 0.87 D8 D8 0.72 0.63 0.78 11.58 5.00 2.69 9.95 1.67 7.15 D9 D9 0.61 0.83 1.00 5.00 9.99 2.09 7.72 0.79 3.67 D10 D10 0.16 0.65 0.81 11.91 5.00 2.68 9.95 0.28 1.30 D11 D11 0.88 0.89 1.00 5.83 10.39 2.06 7.61 1.17 5.42 D12 D12 0.76 0.86 1.00 5.61 5.04 2.66 9.67 1.80 7.37 18-1000-00 Rational Calcs (FC).xlsx Page 18 of 19 Highland Development Services C2 C100 tc 2- yr (min) tc 100- yr (min) I2 (in/hr) I100 (in/hr) Q2 (cfs) Q100 (cfs) DESIGN POINT Runoff Coefficient Time of Concentration Rainfaill Intensity AREA (acres) TRIBUTARY SUB-BASIN Peak Runoff D13 D13 0.28 0.67 0.83 5.72 5.00 2.85 9.95 0.24 1.06 D14 D14 2.50 0.31 0.39 5.00 13.75 1.89 6.75 1.33 5.90 D15 D15 0.44 0.72 0.89 14.39 5.53 2.61 9.42 0.84 3.80 D Total 9.65 13.75 60.99 E1 E1 0.48 0.28 0.35 14.39 5.11 2.56 9.63 1.01 4.62 E2 E2 0.66 0.82 1.00 6.61 5.33 2.53 9.52 1.43 6.32 E3 E3 1.55 0.85 1.00 6.88 13.92 1.92 6.71 2.50 10.42 E4 E4 1.95 0.84 1.00 13.92 15.22 1.75 6.43 2.50 11.50 E5 E5 0.58 0.73 0.91 17.04 6.38 2.40 9.03 1.16 5.28 E6 E6 0.56 0.83 1.00 8.05 6.18 2.42 9.12 1.13 5.15 E7 E7 0.75 0.83 1.00 7.87 6.94 2.34 8.80 1.31 6.19 E8 E8 0.60 0.75 0.93 8.67 7.42 2.28 8.61 0.97 4.58 E9 E9 0.39 0.71 0.89 9.31 5.15 2.85 9.95 0.91 3.58 E10 E10 0.24 0.81 1.00 5.00 5.00 3.82 13.32 0.80 3.24 E Total 7.79 13.74 60.88 Overall 58.70 87.03 387.81 *NOTE - Flows represented above are to the design point and do not account for any excess flow from another basin. Please refer to the Inlet Summary Sheet for overflow. 18-1000-00 Rational Calcs (FC).xlsx Page 19 of 19 Highland Development Services Appendix D APPENDIX D – DETENTION POND CALCULATIONS Pond WQCV (ac-ft) Detention Volume (1000 cu-ft) Detention Volume (ac-ft) WQCV+Detention Volume (ac-ft) Volume Provided (ac-ft) 100-yr WSE (ft) Max Depth (ft) A1 0.02 79.486 1.82 1.85 4.86 4950.36 2.36 A2 n/a 23.628 0.54 0.54 1.46 4952.39 2.39 B1 0.05 85.046 1.95 2.00 3.94 4951.68 3.68 B2 n/a 14.008 0.32 0.32 0.54 4955.94 2.44 B3 n/a 69.902 1.60 1.60 2.61 4954.96 3.46 C 0.06 25.348 0.58 0.65 1.79 4955.52 3.32 D 0.09 74.345 1.71 1.80 0.68 4949.54 3.92 Total 8.76 15.88 18-1000-00 October 15, 2019 Pond Summary Northfield Design Engineer: Design Firm: Project Number: Date: Pond Summary Table K.Brigman Highland Development 18-1000-00 PondCalcs.xls Page 1 of 8 Highland Development Services Northfield Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A* 3.020 acres *sub-basin A18 (not treated by LID) Imperviousness, I 12.5% WQCV (watershed inches) 0.081 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV 0.024 acre-feet Including 20% for Sedimentation Stage Storage Volume (pond volume calculated using the prismoidal formula): Pond A1 CONTOUR (FT) AREA (FT 2 ) AREA (ACRE) VOLUME (ACRE-FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE-FT) 4948.00 0 0.00 0.00 0.00 0.00 4948.5 5679 0.13 0.02 0.50 0.02 4949.0 22767 0.52 0.15 1.00 0.17 4949.5 45079 1.03 0.38 1.50 0.56 4950.0 67209 1.54 0.64 2.00 1.20 4950.5 78292 1.80 0.83 2.50 2.03 4951.0 81175 1.86 0.92 3.00 2.95 4951.5 83146 1.91 0.94 3.50 3.89 4952.0 85329 1.96 0.97 4.00 4.86 0.02 4948.51 ft 100-yr Water Surface Elevation (per SWMM model) = 4950.36 ft, max depth = 2.36 ft Critical Pond Elevations - A1 Basin K.Brigman Highland Development 18-1000-00 October 15, 2019 Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual Required Water Quality Capture Volume = Acre-Ft Interpolates to an Elev. of ( ) 3 AAAADepth 1 2 1 2 V + + = * * 1 . 2 12 Area WQCV Volume = 18-1000-00 PondCalcs.xls Page 2 of 8 Highland Development Services Northfield Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA Stage Storage Volume (pond volume calculated using the prismoidal formula): Pond A2 CONTOUR (FT) AREA (FT 2 ) AREA (ACRE) VOLUME (ACRE-FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE-FT) 4950.00 0 0.00 0.00 0.00 0.00 4950.5 2039 0.05 0.01 0.50 0.01 4951.0 8359 0.19 0.06 1.00 0.06 4951.5 14667 0.34 0.13 1.50 0.19 4952.0 17134 0.39 0.18 2.00 0.38 4952.5 17846 0.41 0.20 2.50 0.58 4953.0 18540 0.43 0.21 3.00 0.79 4953.5 19251 0.44 0.22 3.50 1.00 4954.0 19976 0.46 0.23 4.00 1.23 4954.5 20716 0.48 0.23 4.50 1.46 100-yr Water Surface Elevation (per SWMM) = 4952.39 ft, max depth = 2.39 ft Critical Pond Elevations - A2 Basin K.Brigman Highland Development 18-1000-00 October 15, 2019 Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual ( ) 3 AAAADepth 1 2 1 2 V + + = 18-1000-00 PondCalcs.xls Page 3 of 8 Highland Development Services Northfield Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A* 3.803 acres Imperviousness, I 22.5% WQCV (watershed inches) 0.126 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV 0.048 acre-feet Including 20% for Sedimentation Stage Storage Volume (pond volume calculated using the prismoidal formula): Pond B1 CONTOUR (FT) AREA (FT2) AREA (ACRE) VOLUME (ACRE-FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE-FT) 4948.0 0 0.00 0.00 0.00 0.00 4948.5 2,067 0.05 0.01 0.50 0.01 4949.0 9,410 0.22 0.06 1.00 0.07 4949.5 15,234 0.35 0.14 1.50 0.21 4950.0 23,785 0.55 0.22 2.00 0.43 4950.5 32,850 0.75 0.32 2.50 0.75 4951.0 42,020 0.96 0.43 3.00 1.18 4951.5 51,528 1.18 0.54 3.50 1.72 4952.0 61,043 1.40 0.65 4.00 2.36 4952.5 68,436 1.57 0.74 4.50 3.11 4953.0 77,559 1.78 0.84 5.00 3.94 0.05 Acre-Ft Interpolates to an Elev. of 4948.83 ft 100-yr Water Surface Elevation (per SWMM) = 4951.68 ft, max depth = 3.68 ft Required Water Quality Capture Volume = Critical Pond Elevations - B1 Basin K.Brigman Highland Development 18-1000-00 October 15, 2019 Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual *sub-basin B18, B19, & B20 (not treated by LID) ( ) 3 AAAADepth 1 2 1 2 V + + = * * 1 . 2 12 Area WQCV Volume = 18-1000-00 PondCalcs.xls Page 4 of 8 Highland Development Services Northfield Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA Stage Storage Volume (pond volume calculated using the prismoidal formula): Pond B2 CONTOUR (FT) AREA (FT2) AREA (ACRE) VOLUME (ACRE-FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE-FT) 4953.50 0 0.00 0.00 0.00 0.00 4954.0 3,696 0.08 0.01 0.50 0.01 4954.5 6,275 0.14 0.06 1.00 0.07 4955.0 7,007 0.16 0.08 1.50 0.15 4955.5 7,760 0.18 0.08 2.00 0.23 4956.0 8,545 0.20 0.09 2.50 0.33 4956.5 9,360 0.21 0.10 3.00 0.43 4957.0 10,206 0.23 0.11 3.50 0.54 100-yr Water Surface Elevation (per SWMM) = 4955.94 ft, max depth = 2.44 ft Critical Pond Elevations - B2 Basin K.Brigman Highland Development 18-1000-00 October 15, 2019 Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual ( ) 3 AAAADepth 1 2 1 2 V + + = 18-1000-00 PondCalcs.xls Page 5 of 8 Highland Development Services Northfield Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA Stage Storage Volume (pond volume calculated using the prismoidal formula): Pond B3 CONTOUR (FT) AREA (FT2) AREA (ACRE) VOLUME (ACRE-FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE-FT) 4951.5 0 0.00 0.00 0.00 0.00 4952.0 2,359 0.05 0.01 0.50 0.01 4952.5 9,311 0.21 0.06 1.00 0.07 4953.0 14,696 0.34 0.14 1.50 0.21 4953.5 24,667 0.57 0.22 2.00 0.43 4954.0 34,377 0.79 0.34 2.50 0.77 4954.5 37,503 0.86 0.41 3.00 1.18 4955.0 39,856 0.91 0.44 3.50 1.63 4955.5 42,256 0.97 0.47 4.00 2.10 4956.0 47,009 1.08 0.51 4.50 2.61 100-yr Water Surface Elevation (per SWMM) = 4954.96 ft, max depth = 3.46 ft Critical Pond Elevations - B3 Basin K.Brigman Highland Development 18-1000-00 October 15, 2019 Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual ( ) 3 AAAADepth 1 2 1 2 V + + = 18-1000-00 PondCalcs.xls Page 6 of 8 Highland Development Services Northfield Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A 3.666 acres Imperviousness, I 38.6% WQCV (watershed inches) 0.176 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV 0.065 acre-feet Including 20% for Sedimentation Stage Storage Volume (pond volume calculated using the prismoidal formula): Pond C1 CONTOUR (FT) AREA (FT 2 ) AREA (ACRE) VOLUME (ACRE-FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE-FT) 4952.20 0 0.00 0.00 0.00 0.00 4952.50 309 0.01 0.00 0.30 0.00 4953.0 1250 0.03 0.01 0.80 0.01 4953.5 6000 0.14 0.04 1.30 0.05 4954.0 10590 0.24 0.09 1.80 0.14 4954.5 11943 0.27 0.13 2.30 0.27 4955.0 13038 0.30 0.14 2.80 0.41 4955.5 14143 0.32 0.16 3.30 0.57 4956.0 15269 0.35 0.17 3.80 0.74 4956.5 16426 0.38 0.18 4.30 0.92 4957.0 17617 0.40 0.20 4.80 1.12 4957.5 18854 0.43 0.21 5.30 1.33 4958.0 20138 0.46 0.22 5.80 1.55 4958.5 21507 0.49 0.24 6.30 1.79 0.06 4953.70 ft 100-yr Water Surface Elevation (per SWMM) = 4955.52 ft, max depth = 3.32 ft Acre-Ft Interpolates to an Elev. of Required Water Quality Capture Volume = Critical Pond Elevations - C Basin K.Brigman Highland Development 18-1000-00 October 15, 2019 Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual ( ) 3 AAAADepth 1 2 1 2 V + + = * * 1 . 2 12 Area WQCV Volume Northfield Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A* 5.809 acres Imperviousness, I 33.2% WQCV (watershed inches) 0.161 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV 0.094 acre-feet Including 20% for Sedimentation Stage Storage Volume (pond volume calculated using the prismoidal formula): Pond D CONTOUR (FT) AREA (FT 2 ) AREA (ACRE) VOLUME (ACRE-FT) DEPTH (FT) CUMULATIVE VOLUME (ACRE-FT) 4945.62 0 0.00 0.00 0.00 0.00 4946.00 953 0.02 0.00 0.38 0.00 4946.50 4839 0.11 0.03 0.88 0.03 4947.00 8716 0.20 0.08 1.38 0.11 4947.50 10860 0.25 0.11 1.88 0.22 4948.00 19723 0.45 0.17 2.38 0.40 4948.50 29964 0.69 0.28 2.88 0.68 4949.00 42821 0.98 0.42 3.38 1.09 4949.50 52864 1.21 0.55 3.88 1.64 4950.00 59809 1.37 0.65 4.38 2.29 4950.50 65735 1.51 0.72 4.88 3.01 4951.00 74113 1.70 0.80 5.38 3.81 0.09 Acre-Ft Interpolates to an Elev. of 4946.89 ft 100-yr Water Surface Elevation (per SWMM) = 4949.54 ft, max depth = 3.92 ft *sub-basins D1-D7 & D14 (those not treated by rain garden) Required Water Quality Capture Volume = Critical Pond Elevations - D Basin K.Brigman Highland Development 18-1000-00 October 15, 2019 Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual ( ) 3 AAAADepth 1 2 1 2 V + + = * * 1 . 2 12 Area WQCV Volume Northfield Water Quality Pond and Outlet Sizing - Pond A1 (Outlet Structures A01 & A03) Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A 3.02 acres Basin A18 (not treated by LID) Composite. Imperviousness, I 12.5% WQCV (watershed inches) 0.081 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV 0.024 acre-feet Including 20% for Sedimentation WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3): Design Water Quality Depth, DWQ 0.51 ft Determine K40 K40 = 0.013DWQ 2 + 0.22DWQ - 0.10 0.015 Maximum Area per Row, a a = WQCV / K40 1.596 square inches Number of Rows, nr 1 rows Number of Columns, nc (See Table 6a-1 for Max.) 1 columns Choose Hole Diameter 1 3/8 inches Use USDCM Volume 3, Figure 5 1.375 inches Total Area per Row, Ao 1.48 square inches Total Outlet Area, Aot 1.48 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch (Not Used) Number of Rows, nr 1 rows Choose Rectangular Hole Width (w/ 2" Height) 0 inches Use USDCM Volume 3, Figure 5 0.000 inches Total Outlet Area, Aot 0.00 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch K.Brigman Highland Development Services 18-1000-00 October 15, 2019 Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 (Updated November 2010) Circular Perforation Sizing Rectangular Perforation Sizing * * 1 . 2 12 Area WQCV Volume = 18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - A1 Page 1 of 8 Interwest Consulting Group Northfield Water Quality Pond and Outlet Sizing - Pond A1 (Outlet Structures A01 & A03) Design Engineer: Design Firm: Project Number: Date: K.Brigman Highland Development Services 18-1000-00 October 15, 2019 WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3) Required Open Area, At At =0.5*[77(e -0.124D )]*Aot 48 square inches Min. Distance between Columns, Sc 4 inches Width of Trash Rack and Concrete Opening per Column 3 inches Use USDCM Volume 3, Table 6a-1 Total Width, Wconc 3 inches Height of Trash Rack Screen, Htr 6 2/16 inches Check - Does Not Work Type of Screen S.S. #93 VEE Wire (US Filter) Screen Opening Slot Dimension 0.139" (US Filter) Support Rod Type (See Table 6a-2) Spacing of Support Rod (O.C.) 3/4 inches O.C. Total Screen Thickness (See Table 6a-2) 0.31 inches Carbon Steel Frame Type (See Table 6a-2) (Not Used) Required Open Area, At (including 50% clogging) At =0.5*[77(e -0.124D )]*Aot 0 square inches Width of Trash Rack Opening, Wopening 1 inches Use USDCM Volume 3, Table 6b-1 Width of Concrete Opening, Wconc 12 inches Min Height of Trash Rack Screen, Htr (including 2' 4" below lowest openings) 28.00 inches Type of Screen Kelmp KRP Series Aluminum Bar Gate (or Equal) Screen Opening Slot Dimension 3/16" Bars on 1-3/16" Centers Minimum Bearing Bar Size (See Table 6b-2) 3/8in x 1.0in flat bar Circular Perforation Trash Rack Sizing Rectangular Perforation Trash Rack Sizing 1 in x 3/16 in #156 VEE 18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - A1 Page 2 of 8 Interwest Consulting Group Northfield Water Quality Pond and Outlet Sizing - Pond B1 (Outlet Structure B01) Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A 3.803 acres Basin B18-B20 (not treated by LID) Composite. Imperviousness, I 22.5% WQCV (watershed inches) 0.126 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV 0.048 acre-feet Including 20% for Sedimentation WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3): Design Water Quality Depth, DWQ 0.83 ft Determine K40 K40 = 0.013DWQ 2 + 0.22DWQ - 0.10 0.091 Maximum Area per Row, a a = WQCV / K40 0.525 square inches Number of Rows, nr 2 rows Number of Columns, nc (See Table 6a-1 for Max.) 1 columns Choose Hole Diameter 3/4 inches Use USDCM Volume 3, Figure 5 0.750 inches Total Area per Row, Ao 0.44 square inches Total Outlet Area, Aot 0.88 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch (Not Used) Number of Rows, nr 1 rows Choose Rectangular Hole Width (w/ 2" Height) 0 inches Use USDCM Volume 3, Figure 5 0.000 inches Total Outlet Area, Aot 0.00 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch K.Brigman Highland Development Services 18-1000-00 October 15, 2019 Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 (Updated November 2010) Circular Perforation Sizing Rectangular Perforation Sizing * * 1 . 2 12 Area WQCV Volume = 18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - B1 Page 3 of 8 Interwest Consulting Group Northfield Water Quality Pond and Outlet Sizing - Pond B1 (Outlet Structure B01) Design Engineer: Design Firm: Project Number: Date: K.Brigman Highland Development Services 18-1000-00 October 15, 2019 WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3) Required Open Area, At At =0.5*[77(e -0.124D )]*Aot 31 square inches Min. Distance between Columns, Sc 3 inches Width of Trash Rack and Concrete Opening per Column 3 inches Use USDCM Volume 3, Table 6a-1 Total Width, Wconc 3 inches Height of Trash Rack Screen, Htr 9 15/16 inches Check - Does Not Work Type of Screen S.S. #93 VEE Wire (US Filter) Screen Opening Slot Dimension 0.139" (US Filter) Support Rod Type (See Table 6a-2) Spacing of Support Rod (O.C.) 3/4 inches O.C. Total Screen Thickness (See Table 6a-2) 0.31 inches Carbon Steel Frame Type (See Table 6a-2) (Not Used) Required Open Area, At (including 50% clogging) At =0.5*[77(e -0.124D )]*Aot 0 square inches Width of Trash Rack Opening, Wopening 1 inches Use USDCM Volume 3, Table 6b-1 Width of Concrete Opening, Wconc 12 inches Min Height of Trash Rack Screen, Htr (including 2' 4" below lowest openings) 28.00 inches Type of Screen Kelmp KRP Series Aluminum Bar Gate (or Equal) Screen Opening Slot Dimension 3/16" Bars on 1-3/16" Centers Minimum Bearing Bar Size (See Table 6b-2) Circular Perforation Trash Rack Sizing #156 VEE 3/8in x 1.0in flat bar Rectangular Perforation Trash Rack Sizing 1 in x 3/16 in 18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - B1 Page 4 of 8 Interwest Consulting Group Northfield Water Quality Pond and Outlet Sizing - Pond C (Outlet Structure C01) Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A 3.666 acres Basins C1-C5 (not treated by LID) Composite. Imperviousness, I 38.6% WQCV (watershed inches) 0.176 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV 0.065 acre-feet Including 20% for Sedimentation WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3): Design Water Quality Depth, DWQ 1.50 ft Determine K40 K40 = 0.013DWQ 2 + 0.22DWQ - 0.10 0.260 Maximum Area per Row, a a = WQCV / K40 0.248 square inches Number of Rows, nr 4 rows Number of Columns, nc (See Table 6a-1 for Max.) 1 columns Choose Hole Diameter 1/2 inches Use USDCM Volume 3, Figure 5 0.500 inches Total Area per Row, Ao 0.20 square inches Total Outlet Area, Aot 0.79 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch (Not Used) Number of Rows, nr 2 rows Choose Rectangular Hole Width (w/ 2" Height) 0 inches Use USDCM Volume 3, Figure 5 0.000 inches Total Outlet Area, Aot 0.00 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch K.Brigman Highland Development Services 18-1000-00 October 15, 2019 Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 (Updated November 2010) Circular Perforation Sizing Rectangular Perforation Sizing * * 1 . 2 12 Area WQCV Volume = 18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - C Page 5 of 8 Interwest Consulting Group Northfield Water Quality Pond and Outlet Sizing - Pond C (Outlet Structure C01) Design Engineer: Design Firm: Project Number: Date: K.Brigman Highland Development Services 18-1000-00 October 15, 2019 WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3) Required Open Area, At At =0.5*[77(e -0.124D )]*Aot 28 square inches Min. Distance between Columns, Sc 2 inches Width of Trash Rack and Concrete Opening per Column 3 inches Use USDCM Volume 3, Table 6a-1 Total Width, Wconc 3 inches Height of Trash Rack Screen, Htr 18 1/16 inches Check - Larger than Required Type of Screen S.S. #93 VEE Wire (US Filter) Screen Opening Slot Dimension 0.139" (US Filter) Support Rod Type (See Table 6a-2) Spacing of Support Rod (O.C.) 3/4 inches O.C. Total Screen Thickness (See Table 6a-2) 0.31 inches Carbon Steel Frame Type (See Table 6a-2) (Not Used) Required Open Area, At (including 50% clogging) At =0.5*[77(e -0.124D )]*Aot 0 square inches Width of Trash Rack Opening, Wopening 1 inches Use USDCM Volume 3, Table 6b-1 Width of Concrete Opening, Wconc 12 inches Min Height of Trash Rack Screen, Htr (including 2' 4" below lowest openings) 28.00 inches Type of Screen Kelmp KRP Series Aluminum Bar Gate (or Equal) Screen Opening Slot Dimension 3/16" Bars on 1-3/16" Centers Minimum Bearing Bar Size (See Table 6b-2) Circular Perforation Trash Rack Sizing #156 VEE 3/8in x 1.0in flat bar Rectangular Perforation Trash Rack Sizing 1 in x 3/16 in 18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - C Page 6 of 8 Interwest Consulting Group Northfield Water Quality Pond and Outlet Sizing - Pond D (Outlet Structure D01) Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA: REQUIRED WATER QUALITY CAPTURE VOLUME (WQCV): Tributary Area, A 5.809 acres Basins D1-D7 & D14 (not treated by LID) Composite. Imperviousness, I 33.2% WQCV (watershed inches) 0.161 inches 40-Hour Drain Time (Fig SQ-2) Required WQCV 0.094 acre-feet Including 20% for Sedimentation WATER QUALITY OUTLET SIZING (Per USDCM, Volume 3): Design Water Quality Depth, DWQ 1.27 ft Determine K40 K40 = 0.013DWQ 2 + 0.22DWQ - 0.10 0.201 Maximum Area per Row, a a = WQCV / K40 0.465 square inches Number of Rows, nr 3 rows Number of Columns, nc (See Table 6a-1 for Max.) 1 columns Choose Hole Diameter 3/4 inches Use USDCM Volume 3, Figure 5 0.750 inches Total Area per Row, Ao 0.44 square inches Total Outlet Area, Aot 1.33 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch (Not Used) Number of Rows, nr 2 rows Choose Rectangular Hole Width (w/ 2" Height) 0 inches Use USDCM Volume 3, Figure 5 0.000 inches Total Outlet Area, Aot 0.00 square inches Does design work? Yes Minimum Steel Plate Thickness 1/4 inch K.Brigman Highland Development Services 18-1000-00 October 15, 2019 Urban Storm Drainage Criteria Manual (USDCM) Volume III, Urban Drainage and Flood Control District, June 2001 (Updated November 2010) Circular Perforation Sizing Rectangular Perforation Sizing * * 1 . 2 12 Area WQCV Volume = 18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - D Page 7 of 8 Interwest Consulting Group Northfield Water Quality Pond and Outlet Sizing - Pond D (Outlet Structure D01) Design Engineer: Design Firm: Project Number: Date: K.Brigman Highland Development Services 18-1000-00 October 15, 2019 WATER QUALITY TRASH RACK SIZING (Per USDCM, Volume 3) Required Open Area, At At =0.5*[77(e -0.124D )]*Aot 46 square inches Min. Distance between Columns, Sc 3 inches Width of Trash Rack and Concrete Opening per Column 3 inches Use USDCM Volume 3, Table 6a-1 Total Width, Wconc 3 inches Height of Trash Rack Screen, Htr 15 5/16 inches Check - Does Not Work Type of Screen S.S. #93 VEE Wire (US Filter) Screen Opening Slot Dimension 0.139" (US Filter) Support Rod Type (See Table 6a-2) Spacing of Support Rod (O.C.) 3/4 inches O.C. Total Screen Thickness (See Table 6a-2) 0.31 inches Carbon Steel Frame Type (See Table 6a-2) (Not Used) Required Open Area, At (including 50% clogging) At =0.5*[77(e -0.124D )]*Aot 0 square inches Width of Trash Rack Opening, Wopening 1 inches Use USDCM Volume 3, Table 6b-1 Width of Concrete Opening, Wconc 12 inches Min Height of Trash Rack Screen, Htr (including 2' 4" below lowest openings) 28.00 inches Type of Screen Kelmp KRP Series Aluminum Bar Gate (or Equal) Screen Opening Slot Dimension 3/16" Bars on 1-3/16" Centers Minimum Bearing Bar Size (See Table 6b-2) Circular Perforation Trash Rack Sizing #156 VEE 3/8in x 1.0in flat bar Rectangular Perforation Trash Rack Sizing 1 in x 3/16 in 18-1000-00 PondCalcs.xls - WQCV & Outlet Structure - D Page 8 of 8 Interwest Consulting Group Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Oct 14 2019 A1 Spill (Max Q = 49.86 cfs per SWMM) User-defined Invert Elev (ft) = 52.00 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 49.86 (Sta, El, n)-(Sta, El, n)... ( 0.00, 53.76)-(50.00, 53.26, 0.013)-(100.00, 52.77, 0.013)-(150.00, 52.35, 0.013)-(200.00, 52.31, 0.013)-(250.00, 52.27, 0.013)-(300.00, 52.54, 0.013) -(350.00, 52.79, 0.013)-(400.00, 53.04, 0.013)-(450.00, 53.29, 0.013)-(500.00, 53.54, 0.013)-(550.00, 53.76, 0.013)-(600.00, 53.85, 0.013)-(650.00, 53.78, 0.013) -(700.00, 53.56, 0.013)-(728.00, 53.12, 0.013)-(746.00, 52.00, 0.013)-(757.00, 52.15, 0.013)-(796.00, 52.15, 0.013)-(879.00, 52.30, 0.013)-(958.00, 52.46, 0.013) Highlighted Depth (ft) = 0.36 Q (cfs) = 49.86 Area (sqft) = 30.22 Velocity (ft/s) = 1.65 Wetted Perim (ft) = 286.28 Crit Depth, Yc (ft) = 0.36 Top Width (ft) = 286.27 EGL (ft) = 0.40 -100 0 100 200 300 400 500 600 700 800 900 1000 1100 Elev (ft) Depth (ft) Section 51.50 -0.50 52.00 0.00 52.50 0.50 53.00 1.00 53.50 1.50 54.00 2.00 Sta (ft) East spillway near DP A15 Length = 161 ft Depth = 0.36 ft West spillway near DP E7/E8 Length = 125 ft Depth = 0.09 ft Spill elev = 4952.36 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Oct 14 2019 A2 Spill 1 (north at Stearley Lane) User-defined Invert Elev (ft) = 55.25 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 24.87 (Sta, El, n)-(Sta, El, n)... ( 0.00, 56.05)-(0.50, 55.55, 0.013)-(11.50, 55.33, 0.013)-(12.50, 55.25, 0.013)-(13.50, 55.33, 0.013)-(24.50, 55.55, 0.013)-(25.00, 56.05, 0.013) Highlighted Depth (ft) = 0.47 Q (cfs) = 24.87 Area (sqft) = 7.05 Velocity (ft/s) = 3.53 Wetted Perim (ft) = 24.49 Crit Depth, Yc (ft) = 0.50 Top Width (ft) = 24.34 EGL (ft) = 0.66 -5 0 5 10 15 20 25 30 Elev (ft) Depth (ft) Section 54.50 -0.75 55.00 -0.25 55.50 0.25 56.00 0.75 56.50 1.25 57.00 1.75 Sta (ft) Flow split with Spill 2: Half max flow rate from Pond A2 per SWMM (49.73 cfs) Spill elev = 4955.72 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Oct 14 2019 A2 Spill 2 (southeast corner of pond) User-defined Invert Elev (ft) = 55.25 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 24.87 (Sta, El, n)-(Sta, El, n)... ( 0.00, 56.50)-(15.00, 55.25, 0.013)-(23.00, 55.25, 0.013)-(38.00, 56.50, 0.013) Highlighted Depth (ft) = 0.47 Q (cfs) = 24.87 Area (sqft) = 6.41 Velocity (ft/s) = 3.88 Wetted Perim (ft) = 19.32 Crit Depth, Yc (ft) = 0.52 Top Width (ft) = 19.28 EGL (ft) = 0.70 -5 0 5 10 15 20 25 30 35 40 45 Elev (ft) Depth (ft) Section 54.50 -0.75 55.00 -0.25 55.50 0.25 56.00 0.75 56.50 1.25 57.00 1.75 Sta (ft) Flow split with Spill 1: Half max flow rate from Pond A2 per SWMM (49.73 cfs) Spill elev = 4955.72 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Oct 14 2019 A2 Spill into A1 User-defined Invert Elev (ft) = 4954.18 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 49.73 (Sta, El, n)-(Sta, El, n)... ( 0.00, 4955.95)-(9.10, 4954.18, 0.013)-(89.40, 4954.46, 0.013)-(123.20, 4954.63, 0.013)-(142.20, 4955.10, 0.013) Highlighted Depth (ft) = 0.36 Q (cfs) = 49.73 Area (sqft) = 18.63 Velocity (ft/s) = 2.67 Wetted Perim (ft) = 98.11 Crit Depth, Yc (ft) = 0.38 Top Width (ft) = 98.08 EGL (ft) = 0.47 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 Elev (ft) Depth (ft) Section 4953.50 -0.68 4954.00 -0.18 4954.50 0.32 4955.00 0.82 4955.50 1.32 4956.00 1.82 Sta (ft) Spill elev = 4954.54 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Oct 14 2019 B1 Spill (Max Q = 48.96 cfs per SWMM) User-defined Invert Elev (ft) = 53.48 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 48.96 (Sta, El, n)-(Sta, El, n)... ( 0.00, 55.43)-(50.00, 55.11, 0.013)-(100.00, 54.78, 0.013)-(150.00, 54.46, 0.013)-(200.00, 54.13, 0.013)-(250.00, 53.81, 0.013)-(300.00, 53.48, 0.013) -(321.00, 53.57, 0.013)-(421.00, 54.94, 0.013) Highlighted Depth (ft) = 0.35 Q (cfs) = 48.96 Area (sqft) = 18.15 Velocity (ft/s) = 2.70 Wetted Perim (ft) = 93.11 Crit Depth, Yc (ft) = 0.37 Top Width (ft) = 93.10 EGL (ft) = 0.46 -50 0 50 100 150 200 250 300 350 400 450 500 Elev (ft) Depth (ft) Section 52.50 -0.98 53.00 -0.48 53.50 0.02 54.00 0.52 54.50 1.02 55.00 1.52 55.50 2.02 56.00 2.52 Sta (ft) Spill elev = 4953.83 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Oct 14 2019 B2 Spill (Max Q = 18.07 cfs per SWMM) User-defined Invert Elev (ft) = 57.33 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 18.07 (Sta, El, n)-(Sta, El, n)... ( 0.00, 57.76)-(17.00, 57.53, 0.013)-(24.00, 57.42, 0.013)-(31.00, 57.33, 0.013)-(46.00, 57.34, 0.013)-(54.00, 57.36, 0.013)-(137.00, 58.35, 0.013) Highlighted Depth (ft) = 0.22 Q (cfs) = 18.07 Area (sqft) = 8.10 Velocity (ft/s) = 2.23 Wetted Perim (ft) = 54.41 Crit Depth, Yc (ft) = 0.23 Top Width (ft) = 54.41 EGL (ft) = 0.30 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 Elev (ft) Depth (ft) Section 56.50 -0.83 57.00 -0.33 57.50 0.17 58.00 0.67 58.50 1.17 59.00 1.67 Sta (ft) Spill elev = 4957.55 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Oct 14 2019 B3 Spill (north spilt) User-defined Invert Elev (ft) = 56.20 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 57.73 (Sta, El, n)-(Sta, El, n)... ( 0.00, 57.23)-(0.50, 56.73, 0.013)-(11.50, 56.51, 0.013)-(12.50, 56.43, 0.013)-(13.50, 56.51, 0.013)-(24.50, 56.73, 0.013)-(25.00, 57.23, 0.013) -(35.00, 58.00, 0.013)-(45.00, 58.00, 0.013)-(55.00, 57.00, 0.013)-(55.50, 56.50, 0.013)-(66.50, 56.28, 0.013)-(67.50, 56.20, 0.013)-(68.50, 56.28, 0.013) -(79.50, 56.50, 0.013)-(80.00, 57.00, 0.013) Highlighted Depth (ft) = 0.62 Q (cfs) = 57.73 Area (sqft) = 15.83 Velocity (ft/s) = 3.65 Wetted Perim (ft) = 49.18 Crit Depth, Yc (ft) = 0.65 Top Width (ft) = 48.82 EGL (ft) = 0.83 -10 0 10 20 30 40 50 60 70 80 90 Elev (ft) Depth (ft) Section 55.50 -0.70 56.00 -0.20 56.50 0.30 57.00 0.80 57.50 1.30 58.00 1.80 58.50 2.30 59.00 2.80 Sta (ft) East split into Pioneer Trail Rd Length = 25 ft Depth = 0.62 ft South split down Coonts Ln Length = 25 ft Depth = 0.39 ft Max Q from Pond B3 per SWMM Spill elev = 4956.82 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Oct 14 2019 B3 Spill (south spilt) User-defined Invert Elev (ft) = 55.88 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 28.86 (Sta, El, n)-(Sta, El, n)... ( 0.00, 56.68)-(0.50, 56.18, 0.013)-(11.50, 55.96, 0.013)-(12.50, 55.88, 0.013)-(13.50, 55.96, 0.013)-(24.50, 56.18, 0.013)-(25.00, 56.68, 0.013) -(35.00, 57.68, 0.013)-(45.00, 57.68, 0.013)-(55.00, 56.78, 0.013)-(55.50, 56.28, 0.013)-(66.50, 56.06, 0.013)-(67.50, 55.98, 0.013)-(68.50, 56.06, 0.013) -(79.50, 56.28, 0.013)-(80.00, 56.78, 0.013) Highlighted Depth (ft) = 0.44 Q (cfs) = 28.86 Area (sqft) = 10.22 Velocity (ft/s) = 2.82 Wetted Perim (ft) = 48.53 Crit Depth, Yc (ft) = 0.46 Top Width (ft) = 48.36 EGL (ft) = 0.56 -10 0 10 20 30 40 50 60 70 80 90 Elev (ft) Depth (ft) Section 55.00 -0.88 55.50 -0.38 56.00 0.12 56.50 0.62 57.00 1.12 57.50 1.62 58.00 2.12 Sta (ft) Flow split from north: Half max flow rate from Pond B3 per SWMM (57.73 cfs) East split into Pioneer Trail Rd Length = 25 ft Depth = 0.34 ft South split into Collamer Dr Length = 25 ft Depth = 0.44 ft Spill elev = 4956.32 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Oct 14 2019 C1 Spill (Max Q = 20.73 cfs per SWMM) User-defined Invert Elev (ft) = 58.66 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 20.73 (Sta, El, n)-(Sta, El, n)... ( 0.00, 59.36)-(50.00, 58.89, 0.013)-(71.00, 58.66, 0.013)-(104.00, 59.29, 0.013) Highlighted Depth (ft) = 0.35 Q (cfs) = 20.73 Area (sqft) = 8.91 Velocity (ft/s) = 2.33 Wetted Perim (ft) = 52.10 Crit Depth, Yc (ft) = 0.35 Top Width (ft) = 52.10 EGL (ft) = 0.43 -10 0 10 20 30 40 50 60 70 80 90 100 110 120 Elev (ft) Depth (ft) Section 58.00 -0.66 58.50 -0.16 59.00 0.34 59.50 0.84 60.00 1.34 Sta (ft) Spill elev = 4959.01 Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Monday, Oct 14 2019 D1 Spill (Max Q = 44.51 cfs per SWMM) User-defined Invert Elev (ft) = 51.43 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 44.51 (Sta, El, n)-(Sta, El, n)... ( 0.00, 52.04)-(17.00, 51.99, 0.013)-(44.00, 51.84, 0.013)-(126.00, 51.43, 0.013)-(184.00, 51.76, 0.013)-(219.00, 53.12, 0.013) Highlighted Depth (ft) = 0.32 Q (cfs) = 44.51 Area (sqft) = 19.24 Velocity (ft/s) = 2.31 Wetted Perim (ft) = 120.24 Crit Depth, Yc (ft) = 0.33 Top Width (ft) = 120.24 EGL (ft) = 0.40 -50 0 50 100 150 200 250 300 Elev (ft) Depth (ft) Section 50.50 -0.93 51.00 -0.43 51.50 0.07 52.00 0.57 52.50 1.07 53.00 1.57 53.50 2.07 54.00 2.57 Sta (ft) Spill elev = 4951.75 Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 800 ft 0.00 5 0.00 0.00 Watershed Area = 8.29 acres 0.50 5,679 0.50 5.43 Watershed Imperviousness = 38.2% percent 1.00 22,767 1.00 7.68 Percentage Hydrologic Soil Group A = 0.0% percent 1.50 45,079 1.50 9.40 Percentage Hydrologic Soil Group B = 0.0% percent 2.00 67,209 2.00 10.86 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 78,292 2.50 12.14 3.00 81,175 3.00 13.30 User Input 17 3.50 83,146 3.50 14.36 4.00 85,329 4.00 15.35 WQCV Treatment Method = 40.00 hours 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.121 0.188 0.324 0.463 1.060 1.477 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.120 0.187 0.324 0.462 1.060 1.476 acre-ft Time to Drain 97% of Inflow Volume = 0.7 0.9 1.1 1.2 1.9 2.4 hours Time to Drain 99% of Inflow Volume = 1.0 1.1 1.3 1.4 2.0 2.5 hours Maximum Ponding Depth = 0.19 0.28 0.46 0.65 1.25 1.55 ft Maximum Ponded Area = 0.05 0.07 0.12 0.25 0.78 1.08 acres Maximum Volume Stored = 0.005 0.010 0.028 0.060 0.356 0.632 acre-ft Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond A1 Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected SDI_Design_Data_v1.08_Northfield Pond A1.xlsm, Design Data 8/22/2019, 10:59 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Stormwater Detention and Infiltration Design Data Sheet Area Discharge 0 5 10 15 20 25 30 0.1 1 10 FLOW [cfs] 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 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond A1.xlsm, Design Data 8/22/2019, 10:59 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 800 ft 0.00 5 0.00 0.00 Watershed Area = 9.82 acres 0.50 2,039 0.50 18.09 Watershed Imperviousness = 66.5% percent 1.00 8,359 1.00 25.58 Percentage Hydrologic Soil Group A = 0.0% percent 1.50 14,667 1.50 31.33 Percentage Hydrologic Soil Group B = 0.0% percent 2.00 17,134 2.00 36.18 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 14,846 2.50 40.45 3.00 18,540 3.00 44.31 User Input 17 3.50 19,251 3.50 47.86 WQCV Treatment Method = 40.00 hours 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.213 0.416 0.644 0.832 1.559 2.067 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.212 0.416 0.643 0.832 1.558 2.066 acre-ft Time to Drain 97% of Inflow Volume = 0.5 0.5 0.5 0.5 0.8 1.0 hours Time to Drain 99% of Inflow Volume = 0.5 0.5 0.5 0.5 0.9 1.1 hours Maximum Ponding Depth = 0.11 0.21 0.33 0.42 0.98 1.41 ft Maximum Ponded Area = 0.01 0.02 0.03 0.04 0.19 0.31 acres Maximum Volume Stored = 0.001 0.002 0.005 0.008 0.067 0.173 acre-ft Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond A2 Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected SDI_Design_Data_v1.08_Northfield Pond A2.xlsm, Design Data 8/22/2019, 11:07 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Stormwater Detention and Infiltration Design Data Sheet Area Discharge 0 5 10 15 20 25 30 35 40 0.1 1 10 FLOW [cfs] 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 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond A2.xlsm, Design Data 8/22/2019, 11:07 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 800 ft 0.00 5 0.00 0.00 Watershed Area = 6.33 acres 0.50 2,005 0.50 2.33 Watershed Imperviousness = 45.2% percent 1.00 10,316 1.00 3.30 Percentage Hydrologic Soil Group A = 0.0% percent 1.50 19,903 1.50 4.04 Percentage Hydrologic Soil Group B = 0.0% percent 2.00 28,522 2.00 4.66 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 37,241 2.50 5.21 3.00 46,059 3.00 5.71 User Input 17 3.50 55,188 3.50 6.17 WQCV Treatment Method = 40.00 hours 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.102 0.173 0.289 0.399 0.858 1.178 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.101 0.173 0.289 0.398 0.857 1.178 acre-ft Time to Drain 97% of Inflow Volume = 2.4 2.8 3.4 3.8 5.2 5.9 hours Time to Drain 99% of Inflow Volume = 2.5 3.0 3.6 4.1 5.6 6.5 hours Maximum Ponding Depth = 0.46 0.65 0.91 1.11 1.75 2.10 ft Maximum Ponded Area = 0.17 0.24 0.33 0.40 0.63 0.76 acres Maximum Volume Stored = 0.038 0.077 0.148 0.221 0.553 0.799 acre-ft Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond B1 Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected SDI_Design_Data_v1.08_Northfield Pond B1.xlsm, Design Data 8/22/2019, 11:16 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Stormwater Detention and Infiltration Design Data Sheet Area Discharge 0 2 4 6 8 10 12 14 16 18 20 0.1 1 10 FLOW [cfs] 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 0.5 1 1.5 2 2.5 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond B1.xlsm, Design Data 8/22/2019, 11:16 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 350 ft 0.00 5 0.00 0.00 Watershed Area = 3.36 acres 0.50 3,696 0.50 4.57 Watershed Imperviousness = 55.7% percent 1.00 6,275 1.00 6.46 Percentage Hydrologic Soil Group A = 0.0% percent 1.50 7,007 1.50 7.91 Percentage Hydrologic Soil Group B = 0.0% percent 2.00 7,760 2.00 9.14 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 8,545 2.50 10.22 3.00 9,360 3.00 11.19 User Input 17 3.50 10,206 3.50 12.09 WQCV Treatment Method = 40.00 hours 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.062 0.116 0.186 0.248 0.494 0.666 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.062 0.116 0.186 0.247 0.493 0.666 acre-ft Time to Drain 97% of Inflow Volume = 0.5 0.7 0.8 0.9 1.1 1.3 hours Time to Drain 99% of Inflow Volume = 0.8 0.9 1.0 1.0 1.2 1.4 hours Maximum Ponding Depth = 0.15 0.27 0.41 0.53 1.17 1.65 ft Maximum Ponded Area = 0.02 0.05 0.07 0.09 0.15 0.17 acres Maximum Volume Stored = 0.002 0.006 0.014 0.023 0.103 0.179 acre-ft Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond B2 Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected SDI_Design_Data_v1.08_Northfield Pond B2.xlsm, Design Data 8/22/2019, 11:21 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Stormwater Detention and Infiltration Design Data Sheet Area Discharge 0 2 4 6 8 10 12 14 16 0.1 1 10 FLOW [cfs] 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 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond B2.xlsm, Design Data 8/22/2019, 11:21 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 1000 ft 0.00 5 0.00 0.00 Watershed Area = 9.79 acres 0.50 2,175 0.50 0.32 Watershed Imperviousness = 54.7% percent 1.00 8,474 1.00 0.45 Percentage Hydrologic Soil Group A = 0.0% percent 1.50 13,549 1.50 0.55 Percentage Hydrologic Soil Group B = 0.0% percent 2.00 23,030 2.00 0.64 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 32,157 2.50 0.71 3.00 35,163 3.00 0.78 User Input 17 3.50 37,484 3.50 0.84 4.00 39,835 4.00 0.90 4.50 42,240 4.50 0.95 5.00 47,188 5.00 1.01 WQCV Treatment Method = 40.00 hours 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.179 0.333 0.534 0.712 1.428 1.929 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.179 0.332 0.534 0.711 1.428 1.928 acre-ft Time to Drain 97% of Inflow Volume = 5.3 8.3 11.8 14.7 25.3 32.0 hours Time to Drain 99% of Inflow Volume = 5.6 8.7 12.3 15.3 26.3 33.2 hours Maximum Ponding Depth = 1.22 1.66 2.06 2.33 3.22 3.79 ft Maximum Ponded Area = 0.25 0.38 0.55 0.67 0.83 0.89 acres Maximum Volume Stored = 0.121 0.254 0.439 0.606 1.293 1.777 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond B3 Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO SDI_Design_Data_v1.08_Northfield Pond B3.xlsm, Design Data 8/22/2019, 11:26 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 5 10 15 20 25 30 35 0.1 1 10 FLOW [cfs] 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 0.5 1 1.5 2 2.5 3 3.5 4 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond B3.xlsm, Design Data 8/22/2019, 11:26 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 900 ft 0.00 5 0.00 0.00 Watershed Area = 3.67 acres 0.30 309 0.30 0.39 Watershed Imperviousness = 38.2% percent 0.80 1,250 0.80 0.64 Percentage Hydrologic Soil Group A = 0.0% percent 1.30 6,000 1.30 0.81 Percentage Hydrologic Soil Group B = 0.0% percent 1.80 10,590 1.80 0.96 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.30 11,943 2.30 1.08 2.80 13,038 2.80 1.19 User Input 17 3.30 14,143 3.30 1.29 3.80 15,269 3.80 1.39 4.30 16,426 4.30 1.48 4.80 17,617 4.80 1.56 WQCV Treatment Method = 40.00 hours 5.30 18,857 5.30 1.64 5.80 20,138 5.80 1.71 6.30 21,507 6.30 1.79 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.054 0.083 0.144 0.205 0.469 0.654 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.053 0.082 0.143 0.204 0.469 0.653 acre-ft Time to Drain 97% of Inflow Volume = 1.4 1.9 2.7 3.4 6.1 7.8 hours Time to Drain 99% of Inflow Volume = 1.7 2.0 2.8 3.6 6.3 8.0 hours Maximum Ponding Depth = 0.62 0.93 1.29 1.56 2.41 2.94 ft Maximum Ponded Area = 0.02 0.06 0.14 0.19 0.28 0.31 acres Maximum Volume Stored = 0.005 0.016 0.050 0.093 0.304 0.460 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond C Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO SDI_Design_Data_v1.08_Northfield Pond C.xlsm, Design Data 8/22/2019, 11:30 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 1 2 3 4 5 6 7 8 9 0.1 1 10 FLOW [cfs] 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 0.5 1 1.5 2 2.5 3 3.5 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond C.xlsm, Design Data 8/22/2019, 11:30 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 2000 ft 0.00 5 0.00 0.00 Watershed Area = 9.21 acres 0.38 1,012 0.38 0.37 Watershed Imperviousness = 43.6% percent 0.88 4,921 0.88 0.57 Percentage Hydrologic Soil Group A = 0.0% percent 1.38 8,676 1.38 0.71 Percentage Hydrologic Soil Group B = 0.0% percent 1.88 12,125 1.88 0.83 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.38 19,373 2.38 0.93 2.88 39,562 2.88 1.03 User Input 17 3.38 42,361 3.38 1.11 3.88 52,334 3.88 1.19 4.38 59,195 4.38 1.26 4.88 64,943 4.88 1.33 WQCV Treatment Method = 40.00 hours 5.38 69,989 5.38 1.40 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.145 0.242 0.407 0.565 1.232 1.697 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.145 0.242 0.406 0.565 1.232 1.696 acre-ft Time to Drain 97% of Inflow Volume = 3.7 5.1 7.1 9.0 16.1 20.8 hours Time to Drain 99% of Inflow Volume = 3.8 5.2 7.4 9.3 16.7 21.5 hours Maximum Ponding Depth = 1.04 1.43 1.96 2.32 3.14 3.58 ft Maximum Ponded Area = 0.14 0.21 0.30 0.42 0.94 1.06 acres Maximum Volume Stored = 0.058 0.127 0.257 0.391 0.989 1.422 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond D Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO SDI_Design_Data_v1.08_Northfield Pond D.xlsm, Design Data 8/22/2019, 11:33 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 2 4 6 8 10 12 14 16 18 0.1 1 10 FLOW [cfs] 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 0.5 1 1.5 2 2.5 3 3.5 4 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond D.xlsm, Design Data 8/22/2019, 11:33 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 800 ft 0.00 5 0.00 0.00 Watershed Area = 8.29 acres 0.50 5,679 0.50 5.41 Watershed Imperviousness = 42.0% percent 1.00 22,767 1.00 7.65 Percentage Hydrologic Soil Group A = 0.0% percent 1.50 45,079 1.50 9.37 Percentage Hydrologic Soil Group B = 0.0% percent 2.00 67,209 2.00 10.82 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 78,292 2.50 12.09 3.00 81,175 3.00 13.25 User Input 17 3.50 83,146 3.50 14.31 4.00 85,329 4.00 15.30 WQCV Treatment Method = 40.00 hours 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.128 0.209 0.354 0.495 1.094 1.513 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.127 0.208 0.353 0.495 1.094 1.513 acre-ft Time to Drain 97% of Inflow Volume = 0.8 1.0 1.1 1.3 2.0 2.4 hours Time to Drain 99% of Inflow Volume = 1.0 1.2 1.3 1.4 2.1 2.5 hours Maximum Ponding Depth = 0.20 0.31 0.50 0.69 1.28 1.57 ft Maximum Ponded Area = 0.05 0.08 0.13 0.28 0.81 1.10 acres Maximum Volume Stored = 0.005 0.013 0.032 0.072 0.380 0.658 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond A1 Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO SDI_Design_Data_v1.08_Northfield Pond A1.xlsm, Design Data 7/10/2019, 10:11 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 5 10 15 20 25 30 0.1 1 10 FLOW [cfs] 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 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond A1.xlsm, Design Data 7/10/2019, 10:11 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 800 ft 0.00 5 0.00 0.00 Watershed Area = 9.82 acres 0.50 2,039 0.50 14.81 Watershed Imperviousness = 71.1% percent 1.00 8,359 1.00 20.95 Percentage Hydrologic Soil Group A = 0.0% percent 1.50 14,667 1.50 25.65 Percentage Hydrologic Soil Group B = 0.0% percent 2.00 17,134 2.00 29.62 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 14,846 2.50 33.12 3.00 18,540 3.00 36.28 User Input 17 3.50 19,251 3.50 39.19 WQCV Treatment Method = 40.00 hours 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.229 0.449 0.686 0.879 1.608 2.119 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.228 0.449 0.686 0.878 1.607 2.118 acre-ft Time to Drain 97% of Inflow Volume = 0.5 0.5 0.5 0.6 1.0 1.2 hours Time to Drain 99% of Inflow Volume = 0.5 0.5 0.6 0.7 1.1 1.2 hours Maximum Ponding Depth = 0.14 0.28 0.42 0.56 1.28 1.75 ft Maximum Ponded Area = 0.01 0.03 0.04 0.06 0.27 0.36 acres Maximum Volume Stored = 0.001 0.004 0.008 0.015 0.136 0.289 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond A2 Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO SDI_Design_Data_v1.08_Northfield Pond A2.xlsm, Design Data 7/10/2019, 10:35 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 5 10 15 20 25 30 35 40 0.1 1 10 FLOW [cfs] 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 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond A2.xlsm, Design Data 7/10/2019, 10:35 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 800 ft 0.00 5 0.00 0.00 Watershed Area = 6.33 acres 0.50 2,005 0.50 0.88 Watershed Imperviousness = 48.3% percent 1.00 10,316 1.00 1.24 Percentage Hydrologic Soil Group A = 0.0% percent 1.50 19,903 1.50 1.52 Percentage Hydrologic Soil Group B = 0.0% percent 2.00 28,522 2.00 1.76 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 37,241 2.50 1.97 3.00 46,059 3.00 2.15 User Input 17 3.50 55,188 3.50 2.33 4.00 64,393 4.00 2.49 4.50 71,487 4.50 2.64 5.00 77,589 5.00 2.78 WQCV Treatment Method = 40.00 hours 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.106 0.187 0.307 0.419 0.879 1.201 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.106 0.186 0.307 0.419 0.879 1.200 acre-ft Time to Drain 97% of Inflow Volume = 1.7 2.4 3.2 4.0 6.9 8.7 hours Time to Drain 99% of Inflow Volume = 1.8 2.4 3.4 4.2 7.2 9.0 hours Maximum Ponding Depth = 0.69 0.97 1.28 1.50 2.16 2.52 ft Maximum Ponded Area = 0.11 0.22 0.36 0.45 0.72 0.86 acres Maximum Volume Stored = 0.026 0.074 0.163 0.251 0.644 0.928 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond B1 Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO SDI_Design_Data_v1.08_Northfield Pond B1.xlsm, Design Data 7/10/2019, 10:55 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 2 4 6 8 10 12 14 16 18 20 0.1 1 10 FLOW [cfs] 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 0.5 1 1.5 2 2.5 3 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond B1.xlsm, Design Data 7/10/2019, 10:55 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 350 ft 0.00 5 0.00 0.00 Watershed Area = 3.36 acres 0.50 3,696 0.50 4.64 Watershed Imperviousness = 61.4% percent 1.00 6,275 1.00 6.56 Percentage Hydrologic Soil Group A = 0.0% percent 1.50 7,007 1.50 8.03 Percentage Hydrologic Soil Group B = 0.0% percent 2.00 7,760 2.00 9.27 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 8,545 2.50 10.37 3.00 9,360 3.00 11.36 User Input 17 3.50 10,206 3.50 12.27 WQCV Treatment Method = 40.00 hours 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.067 0.130 0.204 0.267 0.515 0.688 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.067 0.130 0.203 0.267 0.514 0.687 acre-ft Time to Drain 97% of Inflow Volume = 0.5 0.7 0.8 0.9 1.2 1.3 hours Time to Drain 99% of Inflow Volume = 0.8 0.9 1.0 1.0 1.3 1.4 hours Maximum Ponding Depth = 0.16 0.29 0.43 0.57 1.21 1.69 ft Maximum Ponded Area = 0.03 0.05 0.07 0.09 0.15 0.17 acres Maximum Volume Stored = 0.002 0.007 0.016 0.027 0.109 0.186 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond B2 Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO SDI_Design_Data_v1.08_Northfield Pond B2.xlsm, Design Data 7/10/2019, 10:21 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 2 4 6 8 10 12 14 16 0.1 1 10 FLOW [cfs] 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 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond B2.xlsm, Design Data 7/10/2019, 10:21 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 1000 ft 0.00 5 0.00 0.00 Watershed Area = 9.79 acres 0.50 2,175 0.50 2.04 Watershed Imperviousness = 57.3% percent 1.00 8,474 1.00 2.89 Percentage Hydrologic Soil Group A = 0.0% percent 1.50 13,549 1.50 3.54 Percentage Hydrologic Soil Group B = 0.0% percent 2.00 23,030 2.00 4.08 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.50 32,157 2.50 4.56 3.00 35,163 3.00 5.00 User Input 17 3.50 37,484 3.50 5.40 4.00 39,835 4.00 5.77 4.50 42,240 4.50 6.12 5.00 47,188 5.00 6.45 WQCV Treatment Method = 40.00 hours 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.186 0.350 0.558 0.738 1.456 1.958 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.185 0.350 0.557 0.737 1.455 1.958 acre-ft Time to Drain 97% of Inflow Volume = 1.3 1.8 2.4 2.9 4.5 5.5 hours Time to Drain 99% of Inflow Volume = 1.4 1.9 2.5 3.0 4.6 5.7 hours Maximum Ponding Depth = 0.65 1.11 1.57 1.88 2.75 3.27 ft Maximum Ponded Area = 0.09 0.22 0.34 0.47 0.77 0.84 acres Maximum Volume Stored = 0.023 0.096 0.222 0.347 0.909 1.328 acre-ft Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond B3 Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected SDI_Design_Data_v1.08_Northfield Pond B3.xlsm, Design Data 7/10/2019, 10:32 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Stormwater Detention and Infiltration Design Data Sheet Area Discharge 0 5 10 15 20 25 30 35 0.1 1 10 FLOW [cfs] 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 0.5 1 1.5 2 2.5 3 3.5 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond B3.xlsm, Design Data 7/10/2019, 10:32 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 900 ft 0.00 5 0.00 0.00 Watershed Area = 3.67 acres 0.30 309 0.30 0.23 Watershed Imperviousness = 38.6% percent 0.80 1,250 0.80 0.38 Percentage Hydrologic Soil Group A = 0.0% percent 1.30 6,000 1.30 0.49 Percentage Hydrologic Soil Group B = 0.0% percent 1.80 10,590 1.80 0.58 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.30 11,943 2.30 0.65 2.80 13,038 2.80 0.72 User Input 17 3.30 14,143 3.30 0.78 3.80 15,269 3.80 0.84 4.30 16,426 4.30 0.89 4.80 17,617 4.80 0.94 WQCV Treatment Method = 40.00 hours 5.30 18,857 5.30 0.99 5.80 20,138 5.80 1.03 6.30 21,507 6.30 1.08 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.054 0.084 0.145 0.206 0.471 0.655 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.053 0.083 0.144 0.206 0.471 0.655 acre-ft Time to Drain 97% of Inflow Volume = 2.1 2.8 4.1 5.2 9.7 12.4 hours Time to Drain 99% of Inflow Volume = 2.2 2.9 4.2 5.4 10.0 12.9 hours Maximum Ponding Depth = 0.88 1.13 1.46 1.71 2.58 3.13 ft Maximum Ponded Area = 0.05 0.10 0.17 0.22 0.29 0.32 acres Maximum Volume Stored = 0.013 0.031 0.076 0.125 0.355 0.519 acre-ft Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond C Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected SDI_Design_Data_v1.08_Northfield Pond C.xlsm, Design Data 7/10/2019, 10:53 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Stormwater Detention and Infiltration Design Data Sheet Area Discharge 0 1 2 3 4 5 6 7 8 9 0.1 1 10 FLOW [cfs] 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 0.5 1 1.5 2 2.5 3 3.5 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond C.xlsm, Design Data 7/10/2019, 10:53 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope = 0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length = 2000 ft 0.00 5 0.00 0.00 Watershed Area = 9.21 acres 0.38 1,012 0.38 0.37 Watershed Imperviousness = 43.8% percent 0.88 4,921 0.88 0.57 Percentage Hydrologic Soil Group A = 0.0% percent 1.38 8,676 1.38 0.71 Percentage Hydrologic Soil Group B = 0.0% percent 1.88 12,125 1.88 0.83 Percentage Hydrologic Soil Groups C/D = 100.0% percent 2.38 19,373 2.38 0.93 2.88 39,562 2.88 1.03 User Input 17 3.38 42,361 3.38 1.11 3.88 52,334 3.88 1.19 4.38 59,195 4.38 1.27 4.88 64,943 4.88 1.34 WQCV Treatment Method = 40.00 hours 5.38 69,989 5.38 1.40 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 = 0.53 0.82 1.14 1.40 2.27 2.86 in Calculated Runoff Volume = 0.146 0.243 0.409 0.567 1.234 1.699 acre-ft OPTIONAL Override Runoff Volume = acre-ft Inflow Hydrograph Volume = 0.145 0.243 0.408 0.567 1.234 1.699 acre-ft Time to Drain 97% of Inflow Volume = 12.5 15.7 20.1 23.5 34.1 39.8 hours Time to Drain 99% of Inflow Volume = 13.4 17.1 21.8 25.4 37.1 43.2 hours Maximum Ponding Depth = 0.85 1.13 1.49 1.78 2.69 3.18 ft Maximum Ponded Area = 0.25 0.34 0.44 0.53 0.80 0.95 acres Maximum Volume Stored = 0.107 0.189 0.331 0.472 1.078 1.513 acre-ft Stormwater Detention and Infiltration Design Data Sheet Northfield - Detention Pond D Intersection of N. Lemay Ave and E. Suniga Rd, Fort Collins CO Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected SDI_Design_Data_v1.08_Northfield Pond D.xlsm, Design Data 7/10/2019, 11:02 AM WQCV_Trigger = 1 RunOnce= 1 CountA= 1 Draintime Coeff= 1.0 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Stormwater Detention and Infiltration Design Data Sheet Area Discharge 0 2 4 6 8 10 12 14 16 18 0.1 1 10 FLOW [cfs] 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 0.5 1 1.5 2 2.5 3 3.5 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v1.08_Northfield Pond D.xlsm, Design Data 7/10/2019, 11:02 AM Appendix E APPENDIX E – STREET CAPACITIES & INLET CALCULATIONS CONNECTOR LOCAL NTS MAJOR ARTERIAL NTS NOTES: 1. MINOR STORM - NO CURB-TOPPING. MAXIMUM SIX (6) INCH FLOW DEPTH AT GUTTER. FLOW SPREAD MUST LEAVE AT LEAST A TWELVE (12) FEET WIDE CLEAR TRAVEL LANE IN EACH DIRECTION. 2. MAJOR STORM - THE DEPTH OF WATER MUST NOT EXCEED THE BOTTOM OF THE GUTTER AT THE MEDIAN TO ALLOW OPERATION OF EMERGENCY VEHICLES, THE DEPTH OF WATER OVER THE GUTTER FLOW LINE SHALL NOT EXCEED TWELVE (12) INCHES, AND THE FLOW MUST BE CONTAINED WITHIN THE RIGHT-OF-WAY OR EASEMENTS PARALLELING THE RIGHT-OF-WAY. THE MOST RESTRICTIVE OF THE THREE CRITERIA SHALL GOVERN. NOTES: 1. MINOR STORM - NO CURB-TOPPING. FLOW MAY SPREAD TO CROWN OF STREET. 2. MAJOR STORM - THE DEPTH OF WATER AT THE STREET CROWN SHALL NOT EXCEED SIX (6) INCHES TO ALLOW OPERATION OF EMERGENCY VEHICLES, THE DEPTH OF WATER OVER THE GUTTER FLOW LINE SHALL NOT EXCEED TWELVE (12) INCHES, AND THE FLOW MUST BE CONTAINED WITHIN THE RIGHT-OF-WAY OR EASEMENTS PARALLELING THE RIGHT-OF-WAY. THE MOST RESTRICTIVE OF THE THREE CRITERIA SHALL GOVERN. DEVELOPMENT HIGHLAND SERVCIES 6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550 PHONE: 970.674.7550 | FAX: 970.674.7568 | www.Highland-DS.com SHEET OF DRAWN BY CHECKED BY DATE SCALE (H) HDS PROJ # SCALE (V) NORTHFIELD STREET CAPACITY EXHIBIT 1/23/19 N/A N/A JTC JTC 18-1000-00 1 1 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.8 10.5 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 9.5 61.8 cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield Connector Local Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 1282-168-03 Inlet Calcs_Connector Local.xlsm, Inlet 1 8/21/2018, 5:11 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 13.8 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 32.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.67 32.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.2 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 10.3 45.4 cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield Major Arterial Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 1282-168-03 Inlet Calcs_Major Arterial.xlsm, Inlet 1 8/21/2018, 5:13 PM Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Mar 4 2019 24' Pitched Alley & Parking - Street Capacity at 0.50% Slope User-defined Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Depth Known Depth (ft) = 0.54 (Sta, El, n)-(Sta, El, n)... ( 0.00, 100.54)-(23.00, 100.08, 0.013)-(24.00, 100.00, 0.013)-(25.00, 100.08, 0.013)-(40.00, 100.40, 0.013)-(41.00, 100.44, 0.013)-(41.50, 100.94, 0.013) Highlighted Depth (ft) = 0.54 Q (cfs) = 36.48 Area (sqft) = 10.91 Velocity (ft/s) = 3.34 Wetted Perim (ft) = 41.16 Crit Depth, Yc (ft) = 0.57 Top Width (ft) = 41.10 EGL (ft) = 0.71 -5 0 5 10 15 20 25 30 35 40 45 50 Elev (ft) Depth (ft) Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Sta (ft) *Max Alley 100-yr flow @ 70% of Capacity: 36.5 * .70 = 25.6 cfs * Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Mar 4 2019 26' Alley with Pan & 4in Rolled Curb - Street Capacity at 0.5% Slope User-defined Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Depth Known Depth (ft) = 0.65 (Sta, El, n)-(Sta, El, n)... ( 0.00, 100.65)-(0.50, 100.32, 0.013)-(12.50, 100.08, 0.013)-(13.50, 100.00, 0.013)-(14.50, 100.08, 0.013)-(25.50, 100.32, 0.013)-(26.00, 100.65, 0.013) Highlighted Depth (ft) = 0.65 Q (cfs) = 55.62 Area (sqft) = 11.74 Velocity (ft/s) = 4.74 Wetted Perim (ft) = 26.21 Crit Depth, Yc (ft) = 0.65 Top Width (ft) = 26.00 EGL (ft) = 1.00 -5 0 5 10 15 20 25 30 35 Elev (ft) Depth (ft) Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Sta (ft) *Max Alley 100-yr flow @ 70% of Capacity: 55.6 * .70 = 38.9 cfs * Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Jun 24 2019 26' Alley with Pan & 4in Rolled Curb - Street Capacity at 2.07% Slope User-defined Invert Elev (ft) = 100.00 Slope (%) = 2.07 N-Value = 0.013 Calculations Compute by: Known Depth Known Depth (ft) = 0.65 (Sta, El, n)-(Sta, El, n)... ( 0.00, 100.65)-(0.50, 100.32, 0.013)-(12.50, 100.08, 0.013)-(13.50, 100.00, 0.013)-(14.50, 100.08, 0.013)-(25.50, 100.32, 0.013)-(26.00, 100.65, 0.013) Highlighted Depth (ft) = 0.65 Q (cfs) = 113.17 Area (sqft) = 11.74 Velocity (ft/s) = 9.64 Wetted Perim (ft) = 26.21 Crit Depth, Yc (ft) = 0.65 Top Width (ft) = 26.00 EGL (ft) = 2.10 -5 0 5 10 15 20 25 30 35 Elev (ft) Depth (ft) Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Sta (ft) *Max Alley 100-yr flow @ 70% of Capacity: 113.2 * .70 = 79.2 cfs Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Mar 4 2019 24' Alley with Pan & 4in Rolled Curb - Street Capacity at 0.5% Slope User-defined Invert Elev (ft) = 100.00 Slope (%) = 0.50 N-Value = 0.013 Calculations Compute by: Known Depth Known Depth (ft) = 0.63 (Sta, El, n)-(Sta, El, n)... ( 0.00, 100.63)-(0.50, 100.30, 0.013)-(11.50, 100.08, 0.013)-(12.50, 100.00, 0.013)-(13.50, 100.08, 0.013)-(24.50, 100.30, 0.013)-(25.00, 100.63, 0.013) Highlighted Depth (ft) = 0.63 Q (cfs) = 51.25 Area (sqft) = 11.00 Velocity (ft/s) = 4.66 Wetted Perim (ft) = 25.21 Crit Depth, Yc (ft) = 0.63 Top Width (ft) = 25.00 EGL (ft) = 0.97 -5 0 5 10 15 20 25 30 Elev (ft) Depth (ft) Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Sta (ft) *Max Alley 100-yr flow @ 70% of Capacity: 51.3 * .70 = 35.9 cfs * Northfield PROPOSED DRAINAGE SUMMARY Design Engineer: K. Brigman Design Firm: Highland Development Services Project Number: Date: INLET/STREET CAPACITY SUMMARY TABLE Minor Major Minor Major A1 A1 1.63 6.55 25.6 24' Pitched Private Drive @ S=0.5% No Basin Runoff to Sidewalk Chase, Flows to A3 A2 A2 0.52 1.94 79.2 26' Pvt Dr w/ 4" Rolled Curb @ S=2.07% No Basin Runoff to Sidewalk Chase, Flows to A3 A3 A3 2.41 11.31 9.4 Connector Local @ S=0.50% Yes 1.91 Basin Runoff A1+…+A3 4.55 19.80 9.4 Connector Local @ S=0.50% Yes 10.40 Basin Runoff A3 4.55 13.27 Sump Inlet (10' Type R) (DPs A1, A2, A3) 100-yr Flow Splits with A4 A4 A4 1.43 6.75 9.4 Connector Local @ S=0.50% No Basin Runoff A4 1.43 13.27 Sump Inlet (10' Type R) (DP A4) 100-yr Flow Splits with A3 A5 A5 0.90 3.45 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP A6 A6 A6 2.55 11.34 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff A5+A6 3.45 14.79 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Sump Inlet (Double Type 13) (DPs A5, A6) A7 A7 1.07 4.94 9.4 Connector Local @ S=0.50% No Basin Runoff A8 A8 1.26 5.81 9.4 Connector Local @ S=0.50% No Basin Runoff A9 A9 0.97 4.79 9.4 Connector Local @ S=0.50% No Basin Runoff A7+…+A9 3.30 15.54 Sump Inlet/Sidewalk Chase (5' Opening) (DPs A7, A8, A9) A10 A10 2.52 11.57 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff A11 A11 1.21 5.07 60.8 26' Pvt Dr w/ 4" Rolled Curb @ S=1.22% No Basin Runoff A10+A11 3.73 16.64 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Sump Inlet (10' Type R) (DPs A10, A11) A13 A13 1.44 5.56 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP A14 A14 A14 1.15 5.22 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff A13+A14 2.59 10.78 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Sump Inlet (Double Type 13) (DPs A13, A14) A15 A15 2.72 12.43 9.4 Connector Local @ S=0.50% Yes 3.03 Basin Runoff A15 2.72 8.78 Sump Inlet (5' Type R with Snout) (DP A15, 100-yr Flow Splits with A16) A16 A16 1.14 5.12 9.4 Connector Local @ S=0.50% No Basin Runoff A16 1.14 8.78 Sump Inlet (Type C) (DP A16, 100-yr Flow Splits with A15) A17 A17 0.49 2.19 n/a Sump (area) Inlet (Single Type 13) (DP A17) . B1 B1 2.17 9.68 n/a Basin Runoff to Sump (area) Inlet (Single Type 13) B2 B2 2.17 10.49 9.4 Connector Local @ S=0.50% Yes 1.09 Basin Runoff B2 1.90 8.91 Sump Inlet (5' Type R), 100-yr Flow splits with B3 B3 B3 1.62 7.33 9.4 Connector Local @ S=0.50% No Basin Runoff B3 1.90 8.91 Sump Inlet (5' Type R), 100-yr Flow splits with B2 B4 B4 2.76 11.65 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff to Sump Inlet (Double Type 13) B5 B5 1.35 5.02 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP B6 B6 B6 1.20 5.17 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff B5+B6 2.54 10.19 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Sump Inlet (Double Type 13), (DPs B5 & B6) B7 B7 0.62 2.64 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff Curb Cut & Sidewalk Chase, Flows into Pond B3 B8 B8 2.12 3.90 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff to Sump Inlet (Single Type 13) B10 B10 0.90 3.91 9.4 Connector Local @ S=0.50% No Basin Runoff B10 0.90 11.10 Sump Inlet (10' Type R), 100-yr Flow splits with B11 B11 B11 3.82 18.29 9.4 Connector Local @ S=0.50% Yes 8.89 Basin Runoff B11 3.82 11.10 Sump Inlet (10' Type R), 100-yr Flow splits with B10 B13 B13 0.95 3.81 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP B15 B14 B14 0.88 3.59 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP B15 B15 B15 1.86 8.31 47.0 26' Pvt Dr w/ 4" Rolled Curb @ S=0.73% No Basin Runoff B16 B16 1.41 5.38 35.9 24' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff, Flows to DP B17 B17 B17 0.76 3.48 38.9 26' Pvt Dr w/ 4" Rolled Curb @ S=0.50% No Basin Runoff B13+…+B17 5.86 24.57 47.0 26' Pvt Dr w/ 4" Rolled Curb @ S=0.73% No Sump Inlet (Quad Type 13) (DPs B13-B17) B18 B18 0.68 3.24 0.69 2.52 0.67 2.34 0.01 0.90 19.9 Connector Local w Median @ S=2.54% No On-Grade Inlet (5' Type R), Flow-by to DP E7 B19 B19 0.71 3.38 0.74 2.57 0.74 2.38 -0.03 1.00 19.9 Connector Local w Median @ S=2.54% No On-Grade Inlet (5' Type R), Flow-by to DP E7 C1 C1 1.41 6.48 n/a Basin Runoff to Culvert C2 C2 0.10 0.42 n/a Basin Runoff to Sump Inlet (Type C) C3 C3 1.39 6.66 9.4 Connector Local @ S=0.50% No Sump Inlet (10' Type R), (DP C3) Minor Major Minor Major Q100 (cfs) DRAINAGE STRUCTURE REMARKS Flow-by Q2 (cfs) Flow-by Q100 (cfs) 1/2 Street or Private Drive Capacity (cfs) Does Q100 Overtop CL (Yes/No)? Q100 Overtopping (cfs) Inlet Capacity Including Clogging Factor (cfs) Street Section DESIGN POINT TRIBUTARY SUB-BASIN Q2 (cfs) Inlet Capacity (cfs) To Be Used in StormCAD C4 C4 0.47 2.07 9.4 Connector Local @ S=0.50% No Sump Inlet (5' Type R), (DP C4) D1A D1A 0.70 3.18 Basin Runoff to Sump (area) Inlet (Single Type 13) D1 D1 1.40 6.75 9.0 24' Pvt Dr @ S=0.5%, 3% Cross Slope No Basin Runoff to Sump (area) Inlet (CDOT Type C) D2 D2 1.57 6.50 8.0 24' Pvt Dr @ S=0.5%, 3% Cross Slope No Basin Runoff, Flows to DP D3 D3 D3 0.61 2.81 n/a Basin Runoff D2+D3 2.19 9.31 Basin Runoff to Sump (area) Inlet (Single Type 13)(DPs D2 & D3) D4 D4 0.33 1.42 n/a Basin Runoff to Sump (area) Inlet (Area Inlet) D5 D5 0.61 2.85 n/a Basin Runoff to Sump (area) Inlet (Single Type 13) D6 D6 0.20 0.94 0.20 0.94 0.20 0.94 0.00 0.00 15.7 Connector Local @ S=1.43% No Basin Runoff to On-Grade Inlet (5' Type R) D7 D7 0.21 0.87 0.20 0.87 0.20 0.87 0.00 0.00 15.7 Connector Local @ S=1.43% No Basin Runoff to On-Grade Inlet (5' Type R) D8 D8 1.67 7.15 8.0 24' Pvt Dr @ S=0.5%, 3% Cross Slope No Basin Runoff D9 D9 0.79 3.67 n/a Basin Runoff D10 D10 0.28 1.30 n/a Basin Runoff D8+…D10 2.74 12.12 Basin Runoff to Sump (area) Inlet (Single Type 13)(DPs D8-D10) D11 D11 1.17 5.42 n/a Basin Runoff D12 D12 1.80 7.37 8.0 24' Pvt Dr @ S=0.5%, 3% Cross Slope No Basin Runoff, Flows to DP D11 D11+D12 2.97 12.78 Basin Runoff to Sump (area) Inlet (Single Type 13)(DPs D11-D12) D13 D13 0.24 1.06 n/a RG Basin Runoff D8+…+D13 3.21 13.84 Total Q in RG D15 D15 0.84 3.80 10.3 Major Arterial @ S=0.50% No Basin Runoff E1 E1 1.01 4.62 11.8 Major Arterial @ S=0.65% No Basin Runoff to Sump Inlet (Single Combo) E2 E2 1.43 6.32 11.8 Major Arterial @ S=0.65% No Basin Runoff to Sump Inlet (Modified 10' Type R with Snout) E3 E3 2.50 10.42 2.47 7.81 2.04 5.48 0.46 4.94 11.8 Major Arterial @ S=0.65% No On-Grade Inlet (Double Combo), Flow-by to DP E5 E4 E4 2.50 11.50 2.50 7.72 2.50 7.54 0.00 3.96 11.8 Major Arterial @ S=0.65% No On-Grade Inlet (Modified 10' Type R with Snout) , Flow-by to DP E7 E5 E5 1.16 5.28 11.8 Major Arterial @ S=0.65% No Basin Runoff E6 E6 1.13 5.15 10.3 Major Arterial @ S=0.50% No Basin Runoff E5+…+E3 2.76 15.37 Sump Inlet (Double Combo) (DPs E5, E6, with Flow-by from E3) E7 E7 1.31 6.19 11.8 Major Arterial @ S=0.65% No Basin Runoff E8 E8 0.97 4.58 10.3 Major Arterial @ S=0.50% No Basin Runoff E7+...+B19 2.26 16.63 Sump Inlet (10' Type R with Snout) (DPs E7, E8, with Flow-by from E4, B18, B19) E9 E9 0.91 3.58 10.3 Major Arterial @ S=0.50% No Basin Runoff to Sump Inlet (Type C Area) (DP E9) E10 E10 0.80 3.24 10.3 Major Arterial @ S=0.50% No Basin Runoff 18-1000-00 Rational Calcs (FC).xlsx Page 2 of 2 Highland Development Services Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.8 10.5 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield Inlets A05 & A07 (Design Points A3 & A4) 18-1000-00 UD-Inlet_v4.05.xlsm, A3 & A4 8/24/2019, 10:07 AM 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 = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 5.8 10.5 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 Area Opening 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 (see USDCM Figure ST-5) 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 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.25 1.25 Clogging Factor for Multiple Units Clog = 0.06 0.06 Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi Northfield Inlet Flow Calculation for Area Inlets Design Engineer: Design Firm: Project Number: Date: Objective: to find the number of grates required for area inlets Geometry at inlet : Width (W): 1.87 feet Length (L): 3.27 feet Opening Ratio (R): 0.6 sq ft/sq ft Reduction Factor (F): 50% Grate Flow: See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. Inlet A06 (DP A6) Q = 14.79 cfs H = 0.57 ft *Depth of flow in 26' alley with 4" curb at 70% max 100-yr Q Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet A = W*L*R A = 2*W*L*R A = 3*W*L*R = 3.67 ft2 = 7.34 ft2 = 11.01 ft2 Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) = 14.89 cfs = 29.79 cfs = 44.68 cfs QG = Qi * F QG = Qi * F QG = Qi * F = 7.45 cfs = 14.89 cfs = 22.34 cfs USE : Double Type 13 Inlet K. Brigman Highland Development Services 18-1000-00 June 24, 2019 Grate Dimensions and information: WSEL �� = CA 2�� �� � �� �1 � �� Page1 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.8 10.5 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield A7-A9 18-1000-00 UD-Inlet_v4.05.xlsm, A7-A9 8/24/2019, 10:07 AM 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 = 5.8 10.5 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 Area Opening 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 (see USDCM Figure ST-5) 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 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.10 0.10 Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb) SBACK = ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020) nBACK = Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 43.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.011 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.011 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 = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 43.0 43.0 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 based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield Inlet A08 (Design Point A10&A11) 18-1000-00 UD-Inlet_v4.05.xlsm, A10&A11 8/28/2019, 6:53 AM 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 = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 4.5 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 Area Opening 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 (see USDCM Figure ST-5) 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 = 0.35 0.48 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.42 0.57 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.83 0.93 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 9.9 16.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 3.7 16.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, A10&A11 8/28/2019, 6:53 AM Northfield Inlet Flow Calculation for Area Inlets Design Engineer: Design Firm: Project Number: Date: Objective: to find the number of grates required for area inlets Geometry at inlet : Width (W): 1.87 feet Length (L): 3.27 feet Opening Ratio (R): 0.6 sq ft/sq ft Reduction Factor (F): 50% Grate Flow: See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. Inlet A04 (Design Point A14) Q = 10.78 cfs H = 0.57 ft *Depth of flow in 26' alley with 4" curb at 70% max 100-yr Q Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet A = W*L*R A = 2*W*L*R A = 3*W*L*R = 3.67 ft2 = 7.34 ft2 = 11.01 ft2 Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) = 14.89 cfs = 29.79 cfs = 44.68 cfs QG = Qi * F QG = Qi * F QG = Qi * F = 7.45 cfs = 14.89 cfs = 22.34 cfs USE : Double Type 13 Inlet K. Brigman Highland Development Services 18-1000-00 June 24, 2019 Grate Dimensions and information: WSEL �� = CA 2�� �� � �� �1 � �� Page1 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.8 10.5 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield Inlet A01 (Design Point A15) 18-1000-00 UD-Inlet_v4.05.xlsm, A15 8/22/2019, 1:36 PM 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 = 5.8 10.5 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 Area Opening 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 (see USDCM Figure ST-5) 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 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.10 0.10 Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi Northfield Inlet Flow Calculation for Area Inlets Design Engineer: Design Firm: Project Number: Date: Objective: to find the number of grates required for area inlets in grassy areas Geometry at inlet : Width (W): 1.87 feet Length (L): 3.27 feet Opening Ratio (R): 0.6 sq ft/sq ft Reduction Factor (F): 50% Grate Flow: See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. Inlet A03 (DP A17) Q = 2.19 cfs H = 2.7 ft Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet A = W*L*R A = 2*W*L*R A = 3*W*L*R = 3.67 ft2 = 7.34 ft2 = 11.01 ft2 Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) = 32.41 cfs = 64.83 cfs = 97.24 cfs QG = Qi * F QG = Qi * F QG = Qi * F = 16.21 cfs = 32.41 cfs = 48.62 cfs USE : Single Type 13 Inlet Grate Dimensions and information: K. Brigman Highland Development Services 18-1000-00 June 24, 2019 WSEL �� = CA 2�� �� � �� �1 � �� Page1 Northfield Inlet Flow Calculation for Area Inlets Design Engineer: Design Firm: Project Number: Date: Objective: to find the number of grates required for area inlets in grassy areas Geometry at inlet : Width (W): 1.87 feet Length (L): 3.27 feet Opening Ratio (R): 0.6 sq ft/sq ft Reduction Factor (F): 50% Grate Flow: See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. Inlet B04 (DP B1) Q = 9.68 cfs H = 2.3 ft Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet A = W*L*R A = 2*W*L*R A = 3*W*L*R = 3.67 ft2 = 7.34 ft2 = 11.01 ft2 Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) = 29.92 cfs = 59.83 cfs = 89.75 cfs QG = Qi * F QG = Qi * F QG = Qi * F = 14.96 cfs = 29.92 cfs = 44.88 cfs USE : Single Type 13 Inlet K. Brigman Highland Development Services 18-1000-00 June 24, 2019 Grate Dimensions and information: WSEL �� = CA 2�� �� � �� �1 � �� Page1 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.8 10.5 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield B01 & B03 (Design Points B2 & B3) 18-1000-00 UD-Inlet_v4.05.xlsm, B2&B3 8/22/2019, 4:05 PM 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 = 5.8 10.5 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 Area Opening 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 (see USDCM Figure ST-5) 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 = 0.32 0.71 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.74 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.0 11.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.9 8.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, B2&B3 8/22/2019, 4:05 PM Northfield Inlet Flow Calculation for Area Inlets Design Engineer: Design Firm: Project Number: Date: Objective: to find the number of grates required for area inlets Geometry at inlet : Width (W): 1.87 feet Length (L): 3.27 feet Opening Ratio (R): 0.6 sq ft/sq ft Reduction Factor (F): 50% Grate Flow: See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. Inlet B02 (DP B4) Q = 11.65 cfs H = 0.57 ft *Depth of flow in 26' alley with 4" curb at 70% max 100-yr Q Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet A = W*L*R A = 2*W*L*R A = 3*W*L*R = 3.67 ft2 = 7.34 ft2 = 11.01 ft2 Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) = 14.89 cfs = 29.79 cfs = 44.68 cfs QG = Qi * F QG = Qi * F QG = Qi * F = 7.45 cfs = 14.89 cfs = 22.34 cfs USE : Double Type 13 Inlet K. Brigman Highland Development Services 18-1000-00 March 6, 2019 Grate Dimensions and information: WSEL �� = CA 2�� �� � �� �1 � �� Page1 Northfield Inlet Flow Calculation for Area Inlets Design Engineer: Design Firm: Project Number: Date: Objective: to find the number of grates required for area inlets in grassy areas Geometry at inlet : Width (W): 1.87 feet Length (L): 3.27 feet Opening Ratio (R): 0.6 sq ft/sq ft Reduction Factor (F): 50% Grate Flow: See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. Inlet B07 (DP B6) Q = 10.2 cfs H = 0.57 ft *Depth of flow in 26' alley with 4" curb at 70% max 100-yr Q Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet A = W*L*R A = 2*W*L*R A = 3*W*L*R = 3.67 ft2 = 7.34 ft2 = 11.01 ft2 Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) = 14.89 cfs = 29.79 cfs = 44.68 cfs QG = Qi * F QG = Qi * F QG = Qi * F = 7.45 cfs = 14.89 cfs = 22.34 cfs USE : Double Type 13 Inlet K. Brigman Highland Development Services 18-1000-00 March 6, 2019 Grate Dimensions and information: WSEL �� = CA 2�� �� � �� �1 � �� Page1 Northfield Inlet Flow Calculation for Area Inlets Design Engineer: Design Firm: Project Number: Date: Objective: to find the number of grates required for area inlets in grassy areas Geometry at inlet : Width (W): 1.87 feet Length (L): 3.27 feet Opening Ratio (R): 0.6 sq ft/sq ft Reduction Factor (F): 50% Grate Flow: See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. Inlet B11 (DP B8) Q = 4 cfs H = 0.24 ft Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet A = W*L*R A = 2*W*L*R A = 3*W*L*R = 3.67 ft2 = 7.34 ft2 = 11.01 ft2 Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) = 9.66 cfs = 19.33 cfs = 28.99 cfs QG = Qi * F QG = Qi * F QG = Qi * F = 4.83 cfs = 9.66 cfs = 14.50 cfs USE : Single Type 13 Inlet K. Brigman Highland Development Services 18-1000-00 June 24, 2019 Grate Dimensions and information: WSEL �� = CA 2�� �� � �� �1 � �� Page1 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.8 10.5 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield B05 & B06 (Design Points B10 & B11) 18-1000-00 UD-Inlet_v4.05.xlsm, B10&B11 8/22/2019, 4:17 PM 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 = 5.8 10.5 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 Area Opening 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 (see USDCM Figure ST-5) 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 = 0.32 0.71 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.74 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.0 11.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 2.4 11.1 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, B10&B11 8/22/2019, 4:17 PM Northfield Inlet Flow Calculation for Area Inlets Design Engineer: Design Firm: Project Number: Date: Objective: to find the number of grates required for area inlets in grassy areas Geometry at inlet : Width (W): 1.87 feet Length (L): 3.27 feet Opening Ratio (R): 0.6 sq ft/sq ft Reduction Factor (F): 50% Grate Flow: See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft 2 ) - open area of grate g = gravitational constant = 32.2 ft/s 2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. Inlet B08 (DP B17) Q = 24.62 cfs H = 0.57 ft *Depth of flow in 26' alley with 4" curb at 70% max 100-yr Q Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet Quad Type 13 Inlet A = W*L*R A = 2*W*L*R A = 3*W*L*R A = 4*W*L*R = 3.67 ft 2 = 7.34 ft 2 = 11.01 ft 2 = 14.68 ft 2 Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) = 14.89 cfs = 29.79 cfs = 44.68 cfs = 59.57 cfs QG = Qi * F QG = Qi * F QG = Qi * F QG = Qi * F = 7.45 cfs = 14.89 cfs = 22.34 cfs = 29.79 cfs USE : Quad Type 13 Inlet K. Brigman Highland Development Services 18-1000-00 June 24, 2019 Grate Dimensions and information: WSEL �� = CA 2�� Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 0.8 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 19.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.025 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 19.0 19.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 6.1 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 19.9 19.9 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield B09 (Design Point B18) 18-1000-00 UD-Inlet_v4.05.xlsm, B18 6/25/2019, 11:14 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 0.7 3.4 cfs Water Spread Width T = 2.1 8.1 ft Water Depth at Flowline (outside of local depression) d = 2.1 3.5 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.000 0.682 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.0 1.1 cfs Discharge within the Gutter Section W Qw = 0.0 2.3 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.19 0.41 sq ft Velocity within the Gutter Section W VW = 0.0 5.7 fps Water Depth for Design Condition dLOCAL = 5.1 6.5 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.084 0.148 ft/ft Required Length LT to Have 100% Interception LT = 5.53 9.57 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 5.00 5.00 ft Interception Capacity Qi = 0.69 2.52 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.00 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 0.10 Effective (Unclogged) Length Le = 4.50 4.50 ft Actual Interception Capacity Qa = 0.67 2.34 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.03 1.09 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 0.67 2.34 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.03 1.09 cfs Capture Percentage = Qa/Qo = C% = 95 68 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening 18-1000-00 UD-Inlet_v4.05.xlsm, B18 6/25/2019, 11:14 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.023 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.8 10.5 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 19.8 98.4 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield B10 (Design Point B19) 18-1000-00 UD-Inlet_v4.05.xlsm, B19 6/25/2019, 11:15 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 0.7 3.6 cfs Water Spread Width T = 2.2 8.5 ft Water Depth at Flowline (outside of local depression) d = 2.0 3.6 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 1.009 0.658 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.0 1.2 cfs Discharge within the Gutter Section W Qw = 0.7 2.3 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.17 0.43 sq ft Velocity within the Gutter Section W VW = 4.3 5.5 fps Water Depth for Design Condition dLOCAL = 5.0 6.6 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.208 0.144 ft/ft Required Length LT to Have 100% Interception LT = 3.72 9.84 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 3.72 5.00 ft Interception Capacity Qi = 0.74 2.57 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.00 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 0.10 Effective (Unclogged) Length Le = 4.50 4.50 ft Actual Interception Capacity Qa = 0.74 2.38 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.00 1.19 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 0.74 2.38 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.00 1.19 cfs Capture Percentage = Qa/Qo = C% = 100 67 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening 18-1000-00 UD-Inlet_v4.05.xlsm, B19 6/25/2019, 11:15 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.8 10.5 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield Inlet C02 (Design Point C3) 18-1000-00 UD-Inlet_v4.05.xlsm, C3 8/22/2019, 4:21 PM 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 = 5.8 10.5 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 Area Opening 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 (see USDCM Figure ST-5) 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 = 0.32 0.71 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.74 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.0 11.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.4 6.7 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, C3 8/22/2019, 4:21 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.8 10.5 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield Inlet C03 (Design Point C4) 18-1000-00 UD-Inlet_v4.05.xlsm, C4 8/22/2019, 4:21 PM 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 = 5.8 10.5 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 Area Opening 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 (see USDCM Figure ST-5) 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 = 0.32 0.71 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.74 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.0 11.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 0.5 2.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, C4 8/22/2019, 4:21 PM Northfield Inlet Flow Calculation for Area Inlets Design Engineer: Design Firm: Project Number: Date: Objective: to find the number of grates required for area inlets in grassy areas Geometry at inlet : Width (W): 1.87 feet Length (L): 3.27 feet Opening Ratio (R): 0.6 sq ft/sq ft Reduction Factor (F): 50% Grate Flow: See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. Inlet D04 (DP D1/D4) Q = 17.05 cfs H = 2.33 ft Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet A = W*L*R A = 2*W*L*R A = 3*W*L*R = 3.67 ft2 = 7.34 ft2 = 11.01 ft2 Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) = 30.11 cfs = 60.22 cfs = 90.34 cfs QG = Qi * F QG = Qi * F QG = Qi * F = 15.06 cfs = 30.11 cfs = 45.17 cfs USE : Double Type 13 Inlet K. Brigman Highland Development Services 18-1000-00 March 6, 2019 Grate Dimensions and information: WSEL �� = CA 2�� �� � �� �1 � �� Page1 Northfield Inlet Flow Calculation for Area Inlets Design Engineer: Design Firm: Project Number: Date: Objective: to find the number of grates required for area inlets in grassy areas Geometry at inlet : Width (W): 1.87 feet Length (L): 3.27 feet Opening Ratio (R): 0.6 sq ft/sq ft Reduction Factor (F): 50% Grate Flow: See Hydraulic Design Handbook by McGraw-Hill for verificaiton of equation use and C value C = Orifice discharge coefficient= 0.67 A = Orifice area (ft2) - open area of grate g = gravitational constant = 32.2 ft/s2 H = head on grate centroid, ponding depth (feet) Then multiply by the reduction factor for the allowable capacity. Inlet D03 (DP D05) Q = 2.85 cfs H = 0.37 ft Single Type 13 Inlet Double Type 13 Inlet Triple Type 13 Inlet A = W*L*R A = 2*W*L*R A = 3*W*L*R = 3.67 ft2 = 7.34 ft2 = 11.01 ft2 Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) Qi = C*A*SQRT(2*g*H) = 12.00 cfs = 24.00 cfs = 36.00 cfs QG = Qi * F QG = Qi * F QG = Qi * F = 6.00 cfs = 12.00 cfs = 18.00 cfs USE : Single Type 13 Inlet K. Brigman Highland Development Services 18-1000-00 March 6, 2019 Grate Dimensions and information: WSEL �� = CA 2�� �� � �� �1 � �� Page1 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.014 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.8 10.5 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 15.7 103.7 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield D01 (Design Point D7) 18-1000-00 UD-Inlet_v4.05, D7 3/14/2019, 10:57 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 0.2 0.9 cfs Water Spread Width T = 1.5 4.2 ft Water Depth at Flowline (outside of local depression) d = 1.5 2.5 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 1.003 0.942 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.0 0.1 cfs Discharge within the Gutter Section W Qw = 0.2 0.8 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.08 0.25 sq ft Velocity within the Gutter Section W VW = 2.5 3.2 fps Water Depth for Design Condition dLOCAL = 4.5 5.5 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.208 0.197 ft/ft Required Length LT to Have 100% Interception LT = 1.86 4.03 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 1.86 4.03 ft Interception Capacity Qi = 0.20 0.87 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.00 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 0.10 Effective (Unclogged) Length Le = 4.50 4.50 ft Actual Interception Capacity Qa = 0.20 0.87 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.0 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 0.20 0.87 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.0 cfs Capture Percentage = Qa/Qo = C% = 100 100 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening 18-1000-00 UD-Inlet_v4.05, D7 3/14/2019, 10:57 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.014 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.8 10.5 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 15.7 103.7 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield D02 (Design Point D6) 18-1000-00 UD-Inlet_v4.05, D6 3/14/2019, 10:57 AM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 0.2 0.9 cfs Water Spread Width T = 1.5 4.4 ft Water Depth at Flowline (outside of local depression) d = 1.5 2.6 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 1.003 0.927 Discharge outside the Gutter Section W, carried in Section Tx Qx = 0.0 0.1 cfs Discharge within the Gutter Section W Qw = 0.2 0.9 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.08 0.26 sq ft Velocity within the Gutter Section W VW = 2.5 3.3 fps Water Depth for Design Condition dLOCAL = 4.5 5.6 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.208 0.194 ft/ft Required Length LT to Have 100% Interception LT = 1.86 4.22 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 1.86 4.22 ft Interception Capacity Qi = 0.20 0.94 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.00 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.10 0.10 Effective (Unclogged) Length Le = 4.50 4.50 ft Actual Interception Capacity Qa = 0.20 0.94 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.0 0.0 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 0.20 0.94 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.00 0.00 cfs Capture Percentage = Qa/Qo = C% = 100 100 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening 18-1000-00 UD-Inlet_v4.05, D6 3/14/2019, 10:57 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 13.8 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 32.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.7 32.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield NECCO Inlet ID A5A (Design Point E1) 18-1000-00 UD-Inlet_v4.05.xlsm, E1 10/11/2019, 12:36 PM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 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) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.523 0.789 ft Depth for Curb Opening Weir Equation dCurb = 0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.71 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.71 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.3 15.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.0 4.6 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, E1 10/11/2019, 12:36 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 13.8 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 32.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.7 32.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield NECCO Inlet ID A5B (Design Point E2) 18-1000-00 UD-Inlet_v4.05.xlsm, E2 10/15/2019, 10:58 AM 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 = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.2 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 Area Opening 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 (see USDCM Figure ST-5) 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 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.57 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.93 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 10.5 22.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.4 6.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, E2 10/15/2019, 10:58 AM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 13.8 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 32.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.007 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.7 32.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.2 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 11.8 51.6 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield NECCO Inlet ID A7B (Design Point E3) 18-1000-00 UD-Inlet_v4.05.xlsm, E3 10/11/2019, 12:37 PM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2 2 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = 1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = 0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 2.50 10.42 cfs Water Spread Width T = 9.7 17.8 ft Water Depth at Flowline (outside of local depression) d = 3.8 5.8 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.594 0.335 Discharge outside the Gutter Section W, carried in Section Tx Qx = 1.0 6.9 cfs Discharge within the Gutter Section W Qw = 1.5 3.5 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.47 0.80 sq ft Velocity within the Gutter Section W VW = 3.1 4.4 fps Water Depth for Design Condition dLOCAL = 5.8 7.8 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = 6.00 6.00 ft Ratio of Grate Flow to Design Flow Eo-GRATE = 0.549 0.303 Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = 2.42 2.42 fps Interception Rate of Frontal Flow Rf = 1.00 0.93 Interception Rate of Side Flow Rx = 0.64 0.51 Interception Capacity Qi = 2.09 6.62 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = 1.50 1.50 Clogging Factor for Multiple-unit Grate Inlet GrateClog = 0.38 0.38 Effective (unclogged) Length of Multiple-unit Grate Inlet Le = 3.75 3.75 ft Minimum Velocity Where Grate Splash-Over Begins Vo = 1.83 1.83 fps Interception Rate of Frontal Flow Rf = 0.95 0.88 Interception Rate of Side Flow Rx = 0.37 0.26 Actual Interception Capacity Qa = 1.73 4.65 cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = 0.77 5.77 cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.107 0.069 ft/ft Required Length LT to Have 100% Interception LT = 4.80 16.38 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 4.80 6.00 ft Interception Capacity Qi = 0.38 1.19 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.00 1.00 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.08 0.08 Effective (Unclogged) Length Le = 5.70 5.70 ft Actual Interception Capacity Qa = 0.31 0.84 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.46 4.94 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 2.04 5.48 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.46 4.94 cfs Capture Percentage = Qa/Qo = C% = 82 53 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT/Denver 13 Combination CDOT/Denver 13 Combination 18-1000-00 UD-Inlet_v4.05.xlsm, E3 10/11/2019, 12:37 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 13.8 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 32.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.007 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.7 32.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.2 inches Allow Flow Depth at Street Crown (leave blank for no) check = yes MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = 11.8 51.6 cfs Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield NECCO Inlet ID A7A (Design Point E4) 18-1000-00 UD-Inlet_v4.05.xlsm, E4 10/11/2019, 12:37 PM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a') aLOCAL = 3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening) No = 2.0 2.0 Length of a Single Unit Inlet (Grate or Curb Opening) Lo = 5.0 5.0 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo = N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5) Cf-G = N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1) Cf-C = 0.1 0.1 Street Hydraulics: OK - Q < Allowable Street Capacity' MINOR MAJOR Design Discharge for Half of Street (from Sheet Inlet Management ) Qo = 2.5 11.5 cfs Water Spread Width T = 9.7 18.5 ft Water Depth at Flowline (outside of local depression) d = 3.8 6.0 inches Water Depth at Street Crown (or at TMAX) dCROWN = 0.0 0.0 inches Ratio of Gutter Flow to Design Flow Eo = 0.6 0.3 Discharge outside the Gutter Section W, carried in Section Tx Qx = 1.0 7.8 cfs Discharge within the Gutter Section W Qw = 1.5 3.7 cfs Discharge Behind the Curb Face QBACK = 0.0 0.0 cfs Flow Area within the Gutter Section W AW = 0.5 0.8 sq ft Velocity within the Gutter Section W VW = 3.1 4.5 fps Water Depth for Design Condition dLOCAL = 6.8 9.0 inches Grate Analysis (Calculated) MINOR MAJOR Total Length of Inlet Grate Opening L = N/A N/A ft Ratio of Grate Flow to Design Flow Eo-GRATE = N/A N/A Under No-Clogging Condition MINOR MAJOR Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Interception Capacity Qi = N/A N/A cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient for Multiple-unit Grate Inlet GrateCoef = N/A N/A Clogging Factor for Multiple-unit Grate Inlet GrateClog = N/A N/A Effective (unclogged) Length of Multiple-unit Grate Inlet Le = N/A N/A ft Minimum Velocity Where Grate Splash-Over Begins Vo = N/A N/A fps Interception Rate of Frontal Flow Rf = N/A N/A Interception Rate of Side Flow Rx = N/A N/A Actual Interception Capacity Qa = N/A N/A cfs Carry-Over Flow = Qo-Qa (to be applied to curb opening or next d/s inlet) Qb = N/A N/A cfs Curb or Slotted Inlet Opening Analysis (Calculated) MINOR MAJOR Equivalent Slope Se (based on grate carry-over) Se = 0.1 0.1 ft/ft Required Length LT to Have 100% Interception LT = 7.9 21.7 ft Under No-Clogging Condition MINOR MAJOR Effective Length of Curb Opening or Slotted Inlet (minimum of L, LT) L = 7.94 10.00 ft Interception Capacity Qi = 2.50 7.72 cfs Under Clogging Condition MINOR MAJOR Clogging Coefficient CurbCoef = 1.25 1.25 Clogging Factor for Multiple-unit Curb Opening or Slotted Inlet CurbClog = 0.06 0.06 Effective (Unclogged) Length Le = 9.37 9.37 ft Actual Interception Capacity Qa = 2.50 7.54 cfs Carry-Over Flow = Qb(GRATE)-Qa Qb = 0.00 3.96 cfs Summary MINOR MAJOR Total Inlet Interception Capacity Q = 2.50 7.54 cfs Total Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.00 3.96 cfs Capture Percentage = Qa/Qo = C% = 100.0 65.5 % INLET ON A CONTINUOUS GRADE Version 4.05 Released March 2017 CDOT Type R Curb Opening CDOT Type R Curb Opening 18-1000-00 UD-Inlet_v4.05.xlsm, E4 10/11/2019, 12:37 PM Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 13.8 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 32.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.7 32.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield NECCO Inlet ID A8B (Design Points E5 & E6) 18-1000-00 UD-Inlet_v4.05.xlsm, E5&E6 10/11/2019, 12:37 PM Design Information (Input) MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above) alocal = 2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening) No = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) = 3.00 3.00 feet Width of a Unit Grate Wo = 1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90) Aratio = 0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70) Cf (G) = 0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60) Cw (G) = 3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80) Co (G) = 0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) = 3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert = 6.50 6.50 inches Height of Curb Orifice Throat in Inches Hthroat = 5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5) Theta = 0.00 0.00 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) = 3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70) Co (C) = 0.66 0.66 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.50 1.50 Clogging Factor for Multiple Units Clog = 0.38 0.38 Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi = 5.8 15.3 cfs Interception with Clogging Qwa = 3.6 9.6 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = 15.5 19.1 cfs Interception with Clogging Qoa = 9.7 11.9 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 8.9 15.9 cfs Interception with Clogging Qma = 5.5 9.9 cfs Resulting Grate Capacity (assumes clogged condition) QGrate = 3.6 9.6 cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.00 1.00 Clogging Factor for Multiple Units Clog = 0.08 0.08 Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 13.8 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 32.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.7 32.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield NECCO Inlet ID A8A (Design Points E7 & E8) 18-1000-00 UD-Inlet_v4.05.xlsm, E7&E8 10/11/2019, 12:38 PM 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 = 2 2 Water Depth at Flowline (outside of local depression) Ponding Depth = 6.0 9.2 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 Area Opening 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 (see USDCM Figure ST-5) 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 Grate Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = N/A N/A Clogging Factor for Multiple Units Clog = N/A N/A Grate Capacity as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi = N/A N/A cfs Interception with Clogging Qwa = N/A N/A cfs Grate Capacity as a Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = N/A N/A cfs Interception with Clogging Qoa = N/A N/A cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = N/A N/A cfs Interception with Clogging Qma = N/A N/A cfs Resulting Grate Capacity (assumes clogged condition) QGrate = N/A N/A cfs Curb Opening Flow Analysis (Calculated) MINOR MAJOR Clogging Coefficient for Multiple Units Coef = 1.25 1.25 Clogging Factor for Multiple Units Clog = 0.06 0.06 Curb Opening as a Weir (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qwi Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK = 19.5 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 = 0.015 Height of Curb at Gutter Flow Line HCURB = 6.00 inches Distance from Curb Face to Street Crown TCROWN = 18.0 ft Gutter Width W = 2.00 ft Street Transverse Slope SX = 0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) SW = 0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO = 0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020) nSTREET = 0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX = 18.0 18.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX = 5.8 10.5 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow = SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Northfield D06 (Design Points D15 & E10) 18-1000-00 UD-Inlet_v4.05.xlsm, E10 10/11/2019, 12:38 PM 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 = 5.8 10.5 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 Area Opening 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 (see USDCM Figure ST-5) 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 = 0.32 0.71 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.74 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.0 11.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 1.6 7.0 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, E10 10/11/2019, 12:38 PM Appendix F APPENDIX F – LOW IMPACT DEVELOPMENT CALCULATIONS REDWOOD STREET DRY CREEK LAKE CANAL DITCH FUTURE LEMAY AVENUE N. LEMAY AVENUE COLLAMER DRIVE PIONEER TRAIL ROAD STEELEY DRIVE LANDMARK WAY N. LEMAY AVENUE RAIN GARDEN D1 SCHLAGEL STREET FUTURE SUNIGA ROAD POND B3 POND A2 POND A1 POND B2 POND C POND B1 POND D RAIN GARDEN B1 E. SUNIGA ROAD SUNIGA ROAD AREA DETENTION / LANDSCAPE AREA PROPOSED SINGLE FAMILY AREA PROPOSED MULTI-FAMILY AREA AREA CONTRIBUTING TO LID TREATMENT LEGEND 0 100' 100 50 100 200 SCALE: 1" = NO. REVISION BY DATE HIGHLAND DEVELOPMENT SERVCIES 6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550 PHONE: 970.674.7550 | FAX: 970.674.7568 | www.Highland-DS.com PREPARED BY OR UNDER THE DIRECT SUPERVISION OF: FOR AND ON BEHALF OF HIGHLAND DEVELOPMENT SERVICES REVIEW SET NOT FOR CONSTRUCTION SHEET OF DRAWN BY CHECKED BY DATE SCALE (H) HDS PROJECT # SCALE (V) NORTHFIELD LID & WQ TREATMENT AREAS EXHIBIT 10/15/19 1" = 100' N/A Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA Low Impact Development Summary Sq-Ft Acres Impervious Area (sq-ft) % of Impervious Area Requiring Treatment Impervious Area Requiring Treatment 537,816 12.35 330,931 50% 165,465 1,189,400 27.30 794,336 75% 595,752 40,986 0.94 20,720 75% 15,540 304,148 6.98 248,720 0% N/A 445,251 10.22 0 0% N/A 2,517,600 57.80 1,394,707 - 776,757 LID Facility Contributing Basins Area Drainage to LID (sq-ft) % Impervious Impervious Area Treated (sq-ft) WQCV12-hr (watershed inches) WQCV12-hr (cu-ft) Treatment Method A2 A1+…+A12 427,599 66.5% 302,122 0.21 7,414 Infiltration Gallery B1 B13+…B17 110,074 79.3% 93,219 0.26 2,378 Rain Garden B2 B10+…+B12 146,450 55.7% 86,485 0.18 2,173 Infiltration Gallery B3 B1+…+B9 426,521 54.7% 251,577 0.18 6,243 Infiltration Gallery D1 D8+…+D13 148,227 61.5% 98,626 0.19 2,384 Rain Garden EDB Pond Contributing Basins Drainage Area (sq-ft) Drainage Area (sq-ft) % Impervious WQCV40-hr (watershed inches) WQCV40-hr (ac-ft) Pond A A18 131,657 3.022 12.5% 0.08 0.024 Pond B B18+…+B20 165,673 3.803 22.5% 0.13 0.048 Pond C C1+…+C5 160,137 3.676 38.2% 0.18 0.064 Pond D D1+…+D7+D14 253,037 5.809 32.5% 0.16 0.092 776,757 Allowed Filter Fabric Flow Rate a (cfs) 0.35 gpm/sq-ft SC-106LP 14 10 6 6 85.4 25 12 14.8 0.012 6.9 15.0 SC-310 18 8 6 6 85.4 34 16 20.2 0.016 14.7 31.0 SC-740 18 8 6 6 85.4 51 30 30.2 0.024 45.9 74.9 DC-780 18 12 6 9 85.4 51 30 30.2 0.024 46.2 78.4 MC-3500 24 8 12 9 90 77 45 48.1 0.038 109.9 178.9 14.9 46 MC-4500 24 7 12 9 52 100 60 36.1 0.028 106.5 162.6 35.7 108.7 LID Facility Chamber Type Total Release Rate f (cfs) WQ Flow g (cfs) Req'd Storage Volume h (cu-ft) Minimum No. of Chambers i Chamber Storage j (cu-ft) No. of Endcaps k Endcap Storage l (cu-ft) Total Chamber Volume m (cu-ft) Total Installed System Volume n (cu-ft) WQCV12-hr (cu-ft) A2 SC-740 2.27 7.56 4,415 96 4,415 16 0 4,415 7,772 7,414 B2 SC-740 0.69 2.09 1,349 29 1,349 14 0 1,349 2,561 2,173 B3 SC-740 2.02 4.93 3,928 86 3,928 12 0 3,928 6,994 6,243 Max Cover (ft) Min Cover (in) Chamber DESIGN CRITERIA 0.74 1.00 0.74 (ft 3) acre-ft 9.82 acres 4,415 0.10 2.27 cfs Time (min) 1/2 2-yr Intensity (I , in/hr) Q100 (cfs) Accumulative Runoff Volume (ft3) Accumulative Release Volume (ft3) Detained Volume (ft3) Detained Volume (acre-ft) 0 0.000 0.00 0 0 0 0.00 5 1.425 10.35 3,105 681 2,425 0.06 10 1.105 8.03 4,816 1,361 3,455 0.08 15 0.935 6.79 6,113 2,042 4,071 0.09 20 0.805 5.85 7,017 2,723 4,295 0.10 25 0.715 5.19 7,791 3,403 4,388 0.10 30 0.650 4.72 8,499 4,084 4,415 0.10 35 0.585 4.25 8,924 4,764 4,160 0.10 40 0.535 3.89 9,327 5,445 3,882 0.09 45 0.495 3.60 9,708 6,126 3,583 0.08 50 0.460 3.34 10,024 6,806 3,218 0.07 55 0.435 3.16 10,428 7,487 2,941 0.07 60 0.410 2.98 10,722 8,168 2,554 0.06 Northfield WQ Treatment Volume - FAA Method - City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate WQ Treatment Volume Calculation - A2 Infiltration Gallery Runoff Coefficient (C ) J.Claeys Highland Development Services 18-1000-00 October 15, 2019 - City of Fort Collins - Storm Water Criteria Manual Design Engineer: Design Firm: Project Number: Date: - Drainage Basins A1 thru A12 Allowed Release Rate Frequency Factor (C f ) Required Detention Adjusted Runoff Coefficient (CC f ) Area (A ) DESIGN CRITERIA 0.66 1.00 0.66 ft3 acre-ft 3.36 acres 1,349 0.03 0.69 cfs Time (min) 1/2 2-yr Intensity (I , in/hr) Q100 (cfs) Accumulative Runoff Volume (ft3) Accumulative Release Volume (ft3) Detained Volume (ft3) Detained Volume (acre-ft) 0 0.000 0.00 0 0 0 0.00 5 1.425 3.16 949 208 741 0.02 10 1.105 2.45 1,471 416 1,055 0.02 15 0.935 2.07 1,867 624 1,244 0.03 20 0.805 1.79 2,143 832 1,312 0.03 25 0.715 1.59 2,380 1,040 1,340 0.03 30 0.650 1.44 2,596 1,247 1,349 0.03 35 0.585 1.30 2,726 1,455 1,271 0.03 40 0.535 1.19 2,849 1,663 1,186 0.03 45 0.495 1.10 2,966 1,871 1,094 0.03 50 0.460 1.02 3,062 2,079 983 0.02 55 0.435 0.97 3,185 2,287 898 0.02 60 0.410 0.91 3,275 2,495 780 0.02 Adjusted Runoff Coefficient (CC f ) Area (A ) Allowed Release Rate - City of Fort Collins - Storm Water Criteria Manual - City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate WQ Treatment Volume Calculation - B3 Infiltration Gallery Runoff Coefficient (C ) Frequency Factor (C f ) Required Detention - Drainage Basins B10 thru B12 Northfield WQ Treatment Volume - FAA Method J.Claeys Highland Development Services 18-1000-00 October 15, 2019 Design Engineer: Design Firm: Project Number: Date: DESIGN CRITERIA 0.66 1.00 0.66 ft3 acre-ft 9.79 acres 3,928 0.09 2.02 cfs Time (min) 1/2 2-yr Intensity (I , in/hr) Q100 (cfs) Accumulative Runoff Volume (ft3) Accumulative Release Volume (ft3) Detained Volume (ft3) Detained Volume (acre-ft) 0 0.000 0.00 0 0 0 0.00 5 1.425 9.21 2,763 606 2,157 0.05 10 1.105 7.14 4,285 1,211 3,074 0.07 15 0.935 6.04 5,438 1,817 3,622 0.08 20 0.805 5.20 6,243 2,422 3,821 0.09 25 0.715 4.62 6,931 3,028 3,903 0.09 30 0.650 4.20 7,561 3,633 3,928 0.09 35 0.585 3.78 7,939 4,239 3,700 0.08 40 0.535 3.46 8,298 4,844 3,454 0.08 45 0.495 3.20 8,637 5,450 3,187 0.07 50 0.460 2.97 8,918 6,055 2,863 0.07 55 0.435 2.81 9,277 6,661 2,616 0.06 60 0.410 2.65 9,539 7,266 2,272 0.05 Adjusted Runoff Coefficient (CC f ) Area (A ) Allowed Release Rate - City of Fort Collins - Storm Water Criteria Manual - City of Fort Collins accepts 1/2 of the 2-yr runoff as the WQ inflow rate WQ Treatment Volume Calculation - B2 Infiltration Gallery Runoff Coefficient (C ) Frequency Factor (C f ) Required Detention - Drainage Basins B1 thru B9 Northfield WQ Treatment Volume - FAA Method J.Claeys Highland Development Services 18-1000-00 October 15, 2019 Design Engineer: Design Firm: Project Number: Date: User Inputs Chamber Model: SC-740 Outlet Control Structure: No Project Name: Northfield - LID A2 Engineer: Jason Claeys Project Location: Colorado Measurement Type: Imperial Required Storage Volume: 7750 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 6 in. Stone Above Chambers: 6 in. Average Cover Over Chambers: 18 in. Design Constraint Dimensions: (25 ft. x 180 ft.) Results System Volume and Bed Size Installed Storage Volume: 7772.39 cubic ft. Storage Volume Per Chamber: 45.90 cubic ft. Number Of Chambers Required: 96 Number Of End Caps Required: 8 Chamber Rows: 4 Maximum Length: 178.70 ft. Maximum Width: 20.50 ft. Approx. Bed Size Required: 3663.25 square ft. System Components Amount Of Stone Required: 311.67 cubic yards Volume Of Excavation (Not Including Fill): 474.87 cubic yards User Inputs Chamber Model: SC-740 Outlet Control Structure: No Project Name: Northfield - LID B2 Engineer: Jason Claeys Project Location: Colorado Measurement Type: Imperial Required Storage Volume: 2700 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 6 in. Stone Above Chambers: 6 in. Average Cover Over Chambers: 18 in. Design Constraint Dimensions: (20 ft. x 85 ft.) Results System Volume and Bed Size Installed Storage Volume: 2561.49 cubic ft. Storage Volume Per Chamber: 45.90 cubic ft. Number Of Chambers Required: 30 Number Of End Caps Required: 6 Chamber Rows: 3 Maximum Length: 78.70 ft. Maximum Width: 15.75 ft. Approx. Bed Size Required: 1239.49 square ft. System Components Amount Of Stone Required: 109.67 cubic yards Volume Of Excavation (Not Including Fill): 160.67 cubic yards User Inputs Chamber Model: SC-740 Outlet Control Structure: No Project Name: Northfield - LID B3 Engineer: Jason Claeys Project Location: Colorado Measurement Type: Imperial Required Storage Volume: 6900 cubic ft. Stone Porosity: 40% Stone Foundation Depth: 6 in. Stone Above Chambers: 6 in. Average Cover Over Chambers: 18 in. Design Constraint Dimensions: (30 ft. x 170 ft.) Results System Volume and Bed Size Installed Storage Volume: 6993.84 cubic ft. Storage Volume Per Chamber: 45.90 cubic ft. Number Of Chambers Required: 86 Number Of End Caps Required: 7 Chamber Rows: 4 Maximum Length: 164.46 ft. Maximum Width: 20.50 ft. Approx. Bed Size Required: 3303.86 square ft. System Components Amount Of Stone Required: 282.08 cubic yards Volume Of Excavation (Not Including Fill): 428.28 cubic yards ©2013 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: ADVANCED DRAINAGE SYSTEMS, INC. R NORTHFIELD FORT COLLINS, CO MARK KAELBERER 720-256-8225 MARK.KAELBERER@ADS-PIPE.COM S150129 EVAN FISCHGRUND 720-250-8047 EVAN.FISCHGRUND@ADS-PIPE.COM FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-740 SYSTEM 1. STORMTECH SC-740 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE CHAMBERS. STORMTECH RECOMMENDS 3 BACKFILL METHODS: · STONESHOOTER LOCATED OFF THE CHAMBER BED. · BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE. · BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR. 4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS. 5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE. 6. MAINTAIN MINIMUM - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm). 8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH SC-740 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-740 CHAMBERS IS LIMITED: · NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. · NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". · WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING. USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SC-740 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH SC-740. 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) 00 25' 50' SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 2 8 09/16/19 S150129 SLV ALI FORT COLLINS, CO NORTHFIELD DATE DRWN CHKD DESCRIPTION 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality PROPOSED LAYOUT: GALLERY A2 96 STORMTECH SC-740 CHAMBERS 8 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 8339 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 4066 SYSTEM AREA (ft²) 406 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS: GALLERY A2 4955.75 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 4949.75 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 4949.25 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 4949.25 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 4949.25 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 4948.25 TOP OF STONE 4947.75 TOP OF SC-740 CHAMBER 4945.26 24" ISOLATOR ROW CONNECTION INVERT 4945.25 BOTTOM OF SC-740 CHAMBER 4944.75 BOTTOM OF STONE 4944.25 UNDERDRAIN INVERT INSPECTION PORT (TYP 4 PLACES) ISOLATOR ROW (SEE DETAIL / TYP 4 PLACES) 22.50' 18.50' 180.70' STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST (24" SUMP MIN) (TYP 4 PLACES) 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS AND ISOLATOR ROWS 8" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (UNDERDRAIN INSTALLATION PER ENGINEER PLANS) 00 25' 50' SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 3 8 09/16/19 S150129 SLV ALI FORT COLLINS, CO NORTHFIELD DATE DRWN CHKD DESCRIPTION 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality PROPOSED LAYOUT: GALLERY B2 30 STORMTECH SC-740 CHAMBERS 6 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 2842 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 1439 SYSTEM AREA (ft²) 198 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS: GALLERY B2 4959.25 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 4953.25 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 4952.75 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 4952.75 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 4952.75 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 4951.75 TOP OF STONE 4951.25 TOP OF SC-740 CHAMBER 4948.76 24" ISOLATOR ROW CONNECTION INVERT 4948.75 BOTTOM OF SC-740 CHAMBER 4948.25 BOTTOM OF STONE 4947.75 UNDERDRAIN INVERT INSPECTION PORT (TYP 3 PLACES) ISOLATOR ROW (SEE DETAIL / TYP 3 PLACES) 17.75' 13.75' 81.07' STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST (24" SUMP MIN) (TYP 3 PLACES) 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS AND ISOLATOR ROWS 8" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (UNDERDRAIN INSTALLATION PER ENGINEER PLANS) 00 25' 50' SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 4 8 09/16/19 S150129 SLV ALI FORT COLLINS, CO NORTHFIELD DATE DRWN CHKD DESCRIPTION 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality NOTES · MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH SHEET #7 FOR MANIFOLD SIZING GUIDANCE. · DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. · THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. · THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. INSPECTION PORT (TYP 4 PLACES) ISOLATOR ROW (SEE DETAIL / TYP 4 PLACES) PROPOSED LAYOUT: GALLERY B3 86 STORMTECH SC-740 CHAMBERS 8 STORMTECH SC-740 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 7520 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 3678 SYSTEM AREA (ft²) 378 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS: GALLERY B3 4957.25 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 4951.25 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 4950.75 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 4950.75 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 4950.75 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 4949.75 TOP OF STONE 4949.25 TOP OF SC-740 CHAMBER 4946.76 24" ISOLATOR ROW CONNECTION INVERT 4946.75 BOTTOM OF SC-740 CHAMBER 4946.25 BOTTOM OF STONE 4945.75 UNDERDRAIN INVERT 9.50' SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 5 8 09/16/19 S150129 SLV ALI FORT COLLINS, CO NORTHFIELD DATE DRWN CHKD DESCRIPTION 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. 4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION. NOTES: 1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS. 4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS. 5. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 550 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER. ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 6 8 09/16/19 S150129 SLV ALI FORT COLLINS, CO NORTHFIELD DATE DRWN CHKD DESCRIPTION 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL) A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. B. ALL ISOLATOR ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3. STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS. STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) CATCH BASIN OR MANHOLE SC-740 ISOLATOR ROW DETAIL NTS SC-740 END CAP OPTIONAL INSPECTION PORT SC-740 CHAMBER COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 7 8 09/16/19 S150129 SLV ALI FORT COLLINS, CO NORTHFIELD DATE DRWN CHKD DESCRIPTION 70 INWOOD ROAD, SUITE 3 | ROCKY HILL | CT | 06067 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality PART # STUB A B C SC740EPE06T / SC740EPE06TPC 6" (150 mm) 10.9" (277 mm) 18.5" (470 mm) --- SC740EPE06B / SC740EPE06BPC --- 0.5" (13 mm) SC740EPE08T /SC740EPE08TPC 8" (200 mm) 12.2" (310 mm) 16.5" (419 mm) --- SC740EPE08B / SC740EPE08BPC --- 0.6" (15 mm) SC740EPE10T / SC740EPE10TPC 10" (250 mm) 13.4" (340 mm) 14.5" (368 mm) --- SC740EPE10B / SC740EPE10BPC --- 0.7" (18 mm) SC740EPE12T / SC740EPE12TPC 12" (300 mm) 14.7" (373 mm) 12.5" (318 mm) --- SC740EPE12B / SC740EPE12BPC --- 1.2" (30 mm) SC740EPE15T / SC740EPE15TPC 15" (375 mm) 18.4" (467 mm) 9.0" (229 mm) --- SC740EPE15B / SC740EPE15BPC --- 1.3" (33 mm) SC740EPE18T / SC740EPE18TPC 18" (450 mm) 19.7" (500 mm) 5.0" (127 mm) --- SC740EPE18B / SC740EPE18BPC --- 1.6" (41 mm) SC740EPE24B* 24" (600 mm) 18.5" (470 mm) --- 0.1" (3 mm) ALL STUBS, EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. * FOR THE SC740EPE24B THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" (44 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm) CHAMBER STORAGE 45.9 CUBIC FEET (1.30 m³) MINIMUM INSTALLED STORAGE* 74.9 CUBIC FEET (2.12 m³) WEIGHT 75.0 lbs. (33.6 kg) *ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" PRE-CORED END CAPS END WITH "PC" SC-740 TECHNICAL SPECIFICATION SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 8 8 09/16/19 S150129 SLV ALI FORT COLLINS, CO NORTHFIELD DATE DRWN CHKD DESCRIPTION 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com ® TRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS A 18" (457 mm) MIN WIDTH AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS VARIABLE SUMP DEPTH ACCORDING TO PLANS [6" (152 mm) MIN ON 8-24" (200-600 mm), 10" (254 mm) MIN ON 30" (750 mm)] 4" (102 mm) MIN ON 8-24" (200-600 mm) 6" (152 mm) MIN ON 30" (750 mm) 12" (610 mm) MIN (FOR AASHTO H-20) INVERT ACCORDING TO PLANS/TAKE OFF BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. NYLOPLAST DRAIN BASIN Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 79.3 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.793 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.26 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 110,074 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 2,378 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 1746 sq ft D) Actual Flat Surface Area AActual = 2101 sq ft E) Area at Design Depth (Top Surface Area) ATop = 2669 sq ft F) Rain Garden Total Volume VT= 2,385 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? 1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = cu ft iii) Orifice Diameter, 3/8" Minimum DO = in Design Procedure Form: Rain Garden (RG) J.Claeys HDS October 11, 2019 Northfield LID Facility B1 - Rain Garden UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO 18-1000-00 UD-BMP_v3.07_Pond B1.xlsm, RG 10/11/2019, 12:16 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) J.Claeys HDS October 11, 2019 Northfield LID Facility B1 - Rain Garden Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO 18-1000-00 UD-BMP_v3.07_Pond B1.xlsm, RG 10/11/2019, 12:16 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia = 61.5 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100) i = 0.615 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.19 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 148,227 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV = cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER = 2,384 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER = cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWQCV = 12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin = 1823 sq ft D) Actual Flat Surface Area AActual = 2071 sq ft E) Area at Design Depth (Top Surface Area) ATop = 2846 sq ft F) Rain Garden Total Volume VT= 2,459 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided? 1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y = ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 = cu ft iii) Orifice Diameter, 3/8" Minimum DO = in Design Procedure Form: Rain Garden (RG) J.Claeys HDS October 11, 2019 Northfield LID Facility D1 - Rain Garden UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO 18-1000-00 UD-BMP_v3.07_Pond D.xlsm, RG 10/11/2019, 12:17 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation NO SPRINKLER HEADS ON FLAT SURFACE A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) J.Claeys HDS October 11, 2019 Northfield LID Facility D1 - Rain Garden Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO 18-1000-00 UD-BMP_v3.07_Pond D.xlsm, RG 10/11/2019, 12:17 PM NTS NOTES 1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 2. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6. TO ORDER CALL: 800-821-6710 A PART # GRATE/SOLID COVER OPTIONS 8" (200 mm) 2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm) 2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm) 2812AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 15" (375 mm) 2815AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 18" (450 mm) 2818AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 24" (600 mm) 2824AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 30" (750 mm) 2830AG PEDESTRIAN AASHTO H-20 STANDARD AASHTO H-20 SOLID AASHTO H-20 VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) A B C D 10" 8" 6.00 9.00 12" 8" 12.00 9.00 12" 10" 6.00 10.00 15" 8" 18.50 9.00 15" 10" 12.50 10.00 15" 12" 6.50 11.00 18" 8" 25.50 9.00 18" 10" 19.50 10.00 18" 12" 13.50 11.50 18" 15" 7.00 12.00 24" 8" 36.50 9.00 24" 10" 30.50 10.00 24" 12" 24.50 11.00 24" 15" 18.00 12.00 24" 18" 11.00 14.00 30" 8" 46.50 9.00 30" 10" 40.50 10.00 30" 12" 34.50 11.50 30" 15" 28.00 12.00 30" 18" 21.00 14.50 30" 24" 13.50 N/A NTS 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH BUILD ROW IN THIS DIRECTION A A C B 51.0" (1295 mm) 30.0" (762 mm) 12.2" 45.9" (1166 mm) (310 mm) 29.3" (744 mm) OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) START END UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS 8' (2.4 m) MIN WIDE STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES 24" (600 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-FABRICATED END CAP PART #: SC740EPE24B TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD NOTES: 1. INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY. 2. ALL SCHEDULE 40 FITTINGS TO BE SOLVENT CEMENTED (4" PVC NOT PROVIDED BY ADS). CONNECTION DETAIL NTS 8" (200 mm) 4" (100 mm) SCHED 40 PVC COUPLING 4" (100 mm) SCHED 40 PVC 4" (100 mm) SCHED 40 PVC CORE 4.5" (114 mm) Ø HOLE IN CHAMBER (4.5" HOLE SAW REQ'D) ANY VALLEY LOCATION STORMTECH CHAMBER CONCRETE COLLAR PAVEMENT 12" (300 mm) MIN WIDTH CONCRETE SLAB 6" (150 mm) MIN THICKNESS 4" PVC INSPECTION PORT DETAIL NTS 8" NYLOPLAST INSPECTION PORT BODY (PART# 2708AG4IPKIT) OR TRAFFIC RATED BOX W/SOLID LOCKING COVER CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS 4" (100 mm) SCHED 40 PVC TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. 2,3 18" (450 mm) MIN* 8' (2.4 m) MAX 6" (150 mm) MIN D C B A 12" (300 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS 6" 51" (1295 mm) 12" (300 mm) MIN (150 mm) MIN 30" (762 mm) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) PERIMETER STONE (SEE NOTE 4) SC-740 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 13.00' 159.35' 151.06' 7.12' 9.00' 18.50' 158.18' STRUCTURE PER PLAN SHOWN AS 30" NYLOPLAST (24" SUMP MIN) (TYP 4 PLACES) 24" PREFABRICATED END CAP, PART# SC740EPE24B TYP OF ALL SC-740 24" CONNECTIONS AND ISOLATOR ROWS 8" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (UNDERDRAIN INSTALLATION PER ENGINEER PLANS) (SIZE TBD BY ENGINEER / SOLID OUTSIDE OF BED LIMITS) 12" ADD-A-BRANCH CONNECTION INVERT 0.1" ABOVE CHAMBER BASE (TYP 3 PLACES) 2' (TYP) (SIZE TBD BY ENGINEER / SOLID OUTSIDE OF BED LIMITS) 12" ADD-A-BRANCH CONNECTION INVERT 0.1" ABOVE CHAMBER BASE (TYP 2 PLACES) 72.78' NOTES · MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH SHEET #7 FOR MANIFOLD SIZING GUIDANCE. · DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. · THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. · THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. 2' (TYP) (SIZE TBD BY ENGINEER / SOLID OUTSIDE OF BED LIMITS) 12" ADD-A-BRANCH CONNECTION INVERT 0.1" ABOVE CHAMBER BASE (TYP 3 PLACES) 172.41' NOTES · MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH SHEET #7 FOR MANIFOLD SIZING GUIDANCE. · DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLD COMPONENTS IN THE FIELD. · THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET. · THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR DETERMINING THE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION IS PROVIDED. · NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE. 2' (TYP) align 18" inlet pipe LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 550 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS: · THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER. · THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. · THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN. 9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY. Model J.Claeys Highland Development Services 18-1000-00 October 15, 2019 Min Installed Chamber/Aggregate Volume c (cu-ft) Northfield Low Impact Development StormTech Chamber Configuration Summary StormTech Chamber Data Design Engineer: Design Firm: Project Number: Date: Length (in) Width (in) Height (in) Floor Area (sq-ft) Chamber Volume b (cu-ft) Min Aggregate Base (in) Min Aggregate Cover (in) Negligible Endcap Volume d (cu-ft) Min Installed Endcap/Aggregate Volume e (cu-ft) Negligible Negligible Negligible Note: a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. City acceptable flow rates determined to be approximately 1/2 of the Nov-07 Qmax from Figure 17 of the "Final Report on Field Verification Testing of the StormTech Isoloator Row Treatement Unit", prepard by the University of New Hamphire Stormwater Center, dated Setpember 2010. 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. Volume within endcap only, not accounting for void spaces in surrounding aggregate. e. Volume includes endcap and void spaces (40%) in surrounding aggregate, per chamber unit. f. Release rate per chamber times number of chambers. This is used as the allowed release rate for the FAA calculations. g. WQ flow, equal to 1/2 of the 2-yr peak runoff rate, referenced to size flow control structure. h. Required detention volume determined using the FAA Method based on the acceptable release rate of sediment accumulated filter fabric of the chambers and the 1/2 of the 2yr in flow rate. i. Number of chambers required to provide required FAA storage volume stored within the chamber and endcaps only (no aggregate storage). j. Total volume provided in chambers only (no aggregate storage). k. Number of endcaps based on desired chamber layout. 832,029 107.1% Area (sq-ft) Area (acres) Treatment Ratio 1,258,871 28.90 50.0% 710,504 16.31 28.2% 322,629 7.41 12.8% 126,940 2.91 5.0% 2,418,944 55.53 96.1% 98,790 2.27 3.9% 2,517,734 57.80 Total Area unable to be Treated (Basins A13, A14, portion of A16, & A17) Total Treated Area Total Improvement Area Water Quality Area Treatment Summary Description Total Area Treated by Snout (Lemay - Basins A15 & D15) Standard Water Quality Areas Total Area Treated by LID Total Area Treated by EDB Total Area Treated by Snout (Suniga) Description Single Family Area Multifamily Area Commercial Area Suniga Road (no LID treatment) Northfield Low Impact Development Total % Treatment Development Area Breakdown City of Fort Collins - Ordinance No. 007, 2016 - Treat at least 75% of any newly developed or redeveloped impervious area using one or a combination of LID techniques, or - Treat at least 50% of any newly developed or redeveloped impervious area using one or a combination of LID techniques when 25% of private driveable surfaces are permeable. Total Impervious Area Treated (sq-ft) Total Impervious Area Required for LID Treatment (sq-ft) LID Treatment Summary LID Treatment Areas Detention / Landscape Areas (no LID treatment) J.Claeys Highland Development Services 18-1000-00 October 15, 2019 Urban Storm Drainage Criteria Manual by Urban Drainage and Flood Control District, June 2001 (Revised January 2016) Totals KRB JTC 18-1000-00 ---- 1 1 N W E S PROPOSED COMMERCIAL AREA AREA CONTRIBUTING TO EXTENDED DETENTION BASIN WATER QUALITY TREATMENT AREA CONTRIBUTING TO SNOUT HOOD WATER QUALITY TREATMENT = 11.2 28.8 cfs Interception with Clogging Qwa = 10.5 27.0 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = 19.5 23.9 cfs Interception with Clogging Qoa = 18.3 22.4 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 13.7 24.4 cfs Interception with Clogging Qma = 12.9 22.9 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 10.5 22.4 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 10.00 10.00 feet Resultant Street Flow Spread (based on street geometry from above) T = 18.7 32.0 ft Resultant Flow Depth at Street Crown d CROWN = 0.0 0.0 inches 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 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.57 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.93 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 10.5 22.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 2.3 19.8 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, E7&E8 10/11/2019, 12:38 PM = 3.0 10.3 cfs Interception with Clogging Qwa = 2.8 9.5 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = 11.4 13.4 cfs Interception with Clogging Qoa = 10.4 12.3 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 5.0 10.1 cfs Interception with Clogging Qma = 4.6 9.3 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 2.8 9.3 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above) T = 18.7 32.0 ft Resultant Flow Depth at Street Crown d CROWN = 0.0 0.0 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = 0.523 0.789 ft Depth for Curb Opening Weir Equation dCurb = 0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.71 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = 0.71 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.30 15.55 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED = 2.76 17.67 cfs CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, E5&E6 10/11/2019, 12:37 PM �� � �� �1 � �� Page1 = 5.5 18.5 cfs Interception with Clogging Qwa = 5.0 16.6 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = 9.6 12.8 cfs Interception with Clogging Qoa = 8.6 11.5 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 6.8 14.3 cfs Interception with Clogging Qma = 6.1 12.9 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.0 11.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 5.00 5.00 feet Resultant Street Flow Spread (based on street geometry from above) T = 17.9 37.5 ft.>T-Crown Resultant Flow Depth at Street Crown d CROWN = 0.0 4.7 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = N/A N/A ft Depth for Curb Opening Weir Equation dCurb = 0.32 0.71 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.74 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 4.98 11.49 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 2.72 8.78 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, A15 8/22/2019, 1:36 PM = 5.5 18.5 cfs Interception with Clogging Qwa = 5.0 16.6 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = 9.6 12.8 cfs Interception with Clogging Qoa = 8.6 11.5 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 6.8 14.3 cfs Interception with Clogging Qma = 6.1 12.9 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 5.0 11.5 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 5.00 5.00 feet Resultant Street Flow Spread (based on street geometry from above) T = 17.9 37.5 ft.>T-Crown Resultant Flow Depth at Street Crown d CROWN = 0.0 4.7 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = N/A N/A ft Depth for Curb Opening Weir Equation dCurb = 0.32 0.71 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.74 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 5.0 11.5 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED = 3.3 15.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, A7-A9 8/24/2019, 10:07 AM = 10.2 37.0 cfs Interception with Clogging Qwa = 9.6 34.7 cfs Curb Opening as an Orifice (based on Modified HEC22 Method) MINOR MAJOR Interception without Clogging Qoi = 19.2 25.5 cfs Interception with Clogging Qoa = 18.0 23.9 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi = 13.0 28.6 cfs Interception with Clogging Qma = 12.2 26.8 cfs Resulting Curb Opening Capacity (assumes clogged condition) QCurb = 9.6 23.9 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L = 10.00 10.00 feet Resultant Street Flow Spread (based on street geometry from above) T = 17.9 37.5 ft.>T-Crown Resultant Flow Depth at Street Crown d CROWN = 0.0 4.7 inches Low Head Performance Reduction (Calculated) MINOR MAJOR Depth for Grate Midwidth dGrate = N/A N/A ft Depth for Curb Opening Weir Equation dCurb = 0.32 0.71 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination = 0.55 0.99 Curb Opening Performance Reduction Factor for Long Inlets RFCurb = 0.92 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate = N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition) Qa = 9.6 23.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK) Q PEAK REQUIRED = 4.5 13.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-Vert H-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths 18-1000-00 UD-Inlet_v4.05.xlsm, A3 & A4 8/24/2019, 10:07 AM 18-1000-01 Q100 (cfs) DRAINAGE STRUCTURE REMARKS Flow-by Q2 (cfs) Flow-by Q100 (cfs) 1/2 Street or Private Drive Capacity (cfs) Does Q100 Overtop CL (Yes/No)? Q100 Overtopping (cfs) Inlet Capacity Including Clogging Factor (cfs) Street Section October 15, 2019 DESIGN POINT TRIBUTARY SUB-BASIN Q2 (cfs) Inlet Capacity (cfs) To Be Used in StormCAD 18-1000-00 Rational Calcs (FC).xlsx Page 1 of 2 Highland Development Services = 18-1000-00 PondCalcs.xls Page 8 of 8 Highland Development Services = 18-1000-00 PondCalcs.xls Page 7 of 8 Highland Development Services D1A D1A 0.695 7.94 0.42 0.29 1.21 0.35 D1 D1 0.734 6.39 0.74 0.54 1.29 0.70 D2 D2 0.654 5.07 0.87 0.57 1.38 0.79 D3 D3 0.449 7.86 0.57 0.25 1.21 0.31 D4 D4 0.164 5.00 0.70 0.11 1.43 0.16 D5 D5 0.427 8.39 0.61 0.26 1.18 0.31 D6 D6 0.102 6.38 0.73 0.08 1.30 0.10 D7 D7 0.088 5.00 0.83 0.07 1.43 0.10 D8 D8 0.719 5.61 0.86 0.62 1.35 0.84 D9 D9 0.607 11.58 0.63 0.38 1.04 0.40 D10 D10 0.157 5.72 0.67 0.10 1.34 0.14 D11 D11 0.883 11.91 0.65 0.57 1.03 0.59 D12 D12 0.762 5.83 0.89 0.68 1.33 0.90 D13 D13 0.275 5.00 0.31 0.09 1.43 0.12 D14 D14 2.496 14.39 0.28 0.70 0.95 0.66 D15 D15 0.436 6.26 0.74 0.32 1.30 0.42 E1 E1 0.480 6.61 0.82 0.39 1.28 0.51 E2 E2 0.664 6.88 0.85 0.57 1.27 0.72 E3 E3 1.554 13.92 0.84 1.30 0.96 1.25 E4 E4 1.955 17.04 0.73 1.43 0.87 1.25 E5 E5 0.584 8.05 0.83 0.49 1.20 0.58 E6 E6 0.564 7.87 0.83 0.47 1.21 0.57 E7 E7 0.753 8.67 0.75 0.56 1.17 0.66 E8 E8 0.598 9.31 0.71 0.43 1.14 0.48 E9 E9 0.394 5.00 0.73 0.29 1.43 0.41 E10 E10 0.243 0.00 0.81 0.20 1.91 0.38 October 15, 2019 Northfield DEVELOPED 1/2 2-YR PEAK RUNOFF (FOR LID SIZE DETERMINATION) K.Brigman Highland Development Services 18-1000-00 DESIGN CRITERIA: Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual Design Point Sub-basin Area (acres) 1/2 2-yr Peak Runoff Q n = C n I n A n 18-1000-00 Rational Calcs (FC).xlsx Page 16 of 19 Highland Development Services E4 E4 1.955 17.04 0.73 1.43 1.75 2.50 17.04 0.73 1.43 2.98 4.26 15.22 0.91 1.79 6.43 11.50 E5 E5 0.584 8.05 0.83 0.49 2.40 1.16 8.05 0.83 0.49 4.10 1.99 6.38 1.00 0.58 9.03 5.28 E6 E6 0.564 7.87 0.83 0.47 2.42 1.13 7.87 0.83 0.47 4.13 1.93 6.18 1.00 0.56 9.12 5.15 E7 E7 0.753 8.67 0.75 0.56 2.34 1.31 8.67 0.75 0.56 3.99 2.24 6.94 0.93 0.70 8.80 6.19 E8 E8 0.598 9.31 0.71 0.43 2.28 0.97 9.31 0.71 0.43 3.89 1.65 7.42 0.89 0.53 8.61 4.58 E9 E9 0.394 5.00 0.81 0.32 2.85 0.91 5.00 0.73 0.29 4.87 1.40 5.00 0.91 0.36 9.95 3.58 E9 E9 0.394 5.00 0.81 0.32 2.85 0.91 5.00 0.81 0.32 4.87 1.56 5.00 1.00 0.39 9.95 3.92 E10 E10 0.243 0.00 0.86 0.21 3.82 0.80 0.00 0.86 0.21 6.52 1.37 0.00 1.00 0.24 13.32 3.24 18-1000-00 Rational Calcs (FC).xlsx Page 15 of 19 Highland Development Services Design Point Sub-basin Area (acres) K.Brigman Highland Development Services 18-1000-00 October 15, 2019 2-yr Peak Runoff Q n = C n I n A n 18-1000-00 Rational Calcs (FC).xlsx Page 14 of 19 Highland Development Services B16 B16 87.0% 1.00 0.541 64 0.0200 1.19 192 0.0050 Paved Areas 20 1.41 2.26 5.00 0.0088 6.33 5.00 B17 B17 73.3% 0.99 0.354 46 0.0200 1.14 212 0.0050 Paved Areas 20 1.41 2.50 5.00 0.0077 8.67 5.00 B18 B18 57.6% 0.84 0.431 60 0.0200 3.00 302 0.0050 Paved Areas 20 1.41 3.56 6.56 0.0075 12.07 6.56 B19 B19 60.5% 0.87 0.430 60 0.0200 2.70 302 0.0050 Paved Areas 20 1.41 3.56 6.26 0.0075 11.55 6.26 B20 B20 11.8% 0.43 2.943 164 0.0200 12.79 579 0.0050 Paved Areas 20 1.41 6.82 19.62 0.0083 25.40 19.62 C1 C1 36.3% 0.67 1.296 48 0.0200 4.47 529 0.0050 Paved Areas 20 1.41 6.23 10.70 0.0062 18.43 10.70 C2 C2 0.0% 0.31 0.135 12 0.0500 2.98 54 0.0050 Paved Areas 20 1.41 0.64 5.00 0.0132 18.80 5.00 C3 C3 61.7% 0.88 0.830 76 0.0200 2.89 274 0.0050 Paved Areas 20 1.41 3.23 6.12 0.0083 11.14 6.12 C4 C4 72.3% 0.96 0.216 26 0.0200 1.03 160 0.0050 Paved Areas 20 1.41 1.89 5.00 0.0071 8.41 5.00 C5 C5 22.3% 0.52 1.200 75 0.0200 7.49 236 0.0050 Paved Areas 20 1.41 2.78 10.27 0.0086 17.88 10.27 D1A D1A 21.3% 0.52 0.695 47 0.0200 5.91 87 0.0050 Paved Areas 20 1.41 1.03 6.93 0.0103 16.09 6.93 D1 D1 65.8% 0.92 0.734 47 0.0200 1.79 254 0.0050 Paved Areas 20 1.41 2.99 5.00 0.0073 10.23 5.00 D2 D2 83.8% 1.00 0.654 47 0.0200 1.02 254 0.0050 Paved Areas 20 1.41 2.99 5.00 0.0073 7.26 5.00 D3 D3 40.5% 0.71 0.449 25 0.0200 2.92 330 0.0050 Paved Areas 20 1.41 3.89 6.81 0.0061 15.42 6.81 D4 D4 57.7% 0.87 0.164 46 0.0200 2.28 55 0.0050 Paved Areas 20 1.41 0.65 5.00 0.0118 9.95 5.00 D5 D5 45.8% 0.76 0.427 45 0.0200 3.41 295 0.0050 Paved Areas 20 1.41 3.48 6.88 0.0070 14.08 6.88 D6 D6 68.1% 0.92 0.102 91 0.0200 2.57 103 0.0050 Paved Areas 20 1.41 1.21 5.00 0.0120 8.82 5.00 D7 D7 81.6% 1.00 0.088 26 0.0200 0.76 103 0.0050 Paved Areas 20 1.41 1.21 5.00 0.0080 6.52 5.00 18-1000-00 Rational Calcs (FC).xlsx Page 12 of 19 Highland Development Services (min) DESIGN POINT Sub-basin % Impervious C100 AREA (acres) October 15, 2019 Northfield DEVELOPED TIME OF CONCENTRATION K.Brigman 18-1000-00 Highland Development Services t c = t i + t t 0 . 5 V = C v S w V L tt 60 = �� = 18 − 15� + � 60 24� + 12 � �� = 1.87(1.1 − �� �� ) � � � 18-1000-00 Rational Calcs (FC).xlsx Page 11 of 19 Highland Development Services B16 B16 87.0% 0.91 0.541 64 0.0200 2.22 192 0.0050 Paved Areas 21 1.48 2.15 5.00 0.0088 6.33 5.00 B17 B17 73.3% 0.79 0.354 46 0.0200 3.13 212 0.0050 Paved Areas 22 1.56 2.27 5.40 0.0077 8.67 5.40 B18 B18 57.6% 0.67 0.431 60 0.0200 4.93 302 0.0050 Paved Areas 20 1.41 3.56 8.49 0.0075 12.07 8.49 B19 B19 60.5% 0.69 0.430 60 0.0200 4.69 302 0.0050 Paved Areas 20 1.41 3.56 8.25 0.0075 11.55 8.25 B20 B20 11.8% 0.34 2.943 164 0.0200 14.42 579 0.0050 Paved Areas 20 1.41 6.82 21.24 0.0083 25.40 21.24 C1 C1 36.3% 0.53 1.296 48 0.0200 5.84 529 0.0050 Paved Areas 20 1.41 6.23 12.07 0.0062 18.43 12.07 C2 C2 0.0% 0.25 0.135 12 0.0500 3.22 54 0.0050 Paved Areas 20 1.41 0.64 5.00 0.0132 18.80 5.00 C3 C3 61.7% 0.70 0.830 76 0.0200 5.16 274 0.0050 Paved Areas 21 1.48 3.08 8.23 0.0083 11.14 8.23 C4 C4 72.3% 0.77 0.216 26 0.0200 2.49 160 0.0050 Paved Areas 22 1.56 1.71 5.00 0.0071 8.41 5.00 C5 C5 22.3% 0.41 1.200 75 0.0200 8.82 236 0.0050 Paved Areas 23 1.63 2.42 11.24 0.0086 17.88 11.24 D1A D1A 21.3% 0.42 0.695 47 0.0200 6.96 87 0.0050 Paved Areas 21 1.48 0.98 7.94 0.0103 16.09 7.94 D1 D1 65.8% 0.74 0.734 47 0.0200 3.67 254 0.0050 Paved Areas 22 1.56 2.72 6.39 0.0073 10.23 6.39 D2 D2 83.8% 0.87 0.654 47 0.0200 2.35 254 0.0050 Paved Areas 22 1.56 2.72 5.07 0.0073 7.26 5.07 D3 D3 40.5% 0.57 0.449 25 0.0200 3.97 330 0.0050 Paved Areas 20 1.41 3.89 7.86 0.0061 15.42 7.86 D4 D4 57.7% 0.70 0.164 46 0.0200 4.04 55 0.0050 Paved Areas 20 1.41 0.65 5.00 0.0118 9.95 5.00 D5 D5 45.8% 0.61 0.427 45 0.0200 4.92 295 0.0050 Paved Areas 20 1.41 3.48 8.39 0.0070 14.08 8.39 D6 D6 68.1% 0.73 0.102 91 0.0200 5.17 103 0.0050 Paved Areas 20 1.41 1.21 6.38 0.0120 8.82 6.38 D7 D7 81.6% 0.83 0.088 26 0.0200 2.03 103 0.0050 Paved Areas 20 1.41 1.21 5.00 0.0080 6.52 5.00 D8 D8 83.0% 0.86 0.719 47 0.0200 2.40 286 0.0050 Paved Areas 21 1.48 3.21 5.61 0.0071 7.62 5.61 D9 D9 48.4% 0.63 0.607 47 0.0200 4.82 574 0.0050 Paved Areas 20 1.41 6.76 11.58 0.0061 16.34 11.58 18-1000-00 Rational Calcs (FC).xlsx Page 9 of 19 Highland Development Services (min) DESIGN POINT Sub-basin % Impervious C2-10 AREA (acres) October 15, 2019 Northfield DEVELOPED TIME OF CONCENTRATION K.Brigman 18-1000-00 Highland Development Services t c = t i + t t 0 . 5 V = C v S w V L tt 60 = �� = 18 − 15� + � 60 24� + 12 � �� = 1.87(1.1 − �� �� ) � � � 18-1000-00 Rational Calcs (FC).xlsx Page 8 of 19 Highland Development Services DESIGN CRITERIA: Fort Collins Amendments to the Urban Drainage and Flood Control District Criteria Manual BASINS: Highland Development Services 18-1000-00 Rational Calcs (FC).xlsx Page 4 of 19 Highland Development Services Northfield HISTORIC TIME OF CONCENTRATION K.Brigman Highland Development 18-1000-00 t c = t i + t t 0 . 5 V = C v S w V L tt 60 = �� = 18 − 15� + � 60 24� + 12 � �� = 1.87(1.1 − �� �� ) � � � 18-1000-00 Rational Calcs (FC).xlsx Page 2 of 19 Interwest Consulting Group 18-1000-00 Rational Calcs (FC).xlsx Page 1 of 19 Interwest Consulting Group Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 7 Lot 8 Block 15 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 7 Lot 8 Block 18 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Block 19 Pond A2 Pond A1 Pond B1 Pond D Pond D RAIN GARDEN B1 4954.08 FEET STA: 127+80 BIRDWHISTLE LN BOLDOR LN MANGOLD LN CATHERINE LN BIRDWHISTLE LN EMMALENE LN BASSANO LN Bldg 10a Bldg 11a Bldg 12a Bldg 1d Bldg 2d Bldg 3d Bldg 4d Bldg 5d Bldg 6d Bldg 2c Bldg 1c Bldg 3c Bldg 4c Bldg 5c Bldg 6c Bldg 8c Bldg 9c Bldg 7c Bldg 13a KEY MAP NTS N W E S NO. REVISION BY DATE HIGHLAND DEVELOPMENT SERVICES 6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550 PHONE: 970.674.7550 | EMAIL: Info@Highland-DS.com | www.Highland-DS.com PREPARED BY OR UNDER THE DIRECT SUPERVISION OF: FOR AND ON BEHALF OF HIGHLAND DEVELOPMENT SERVICES REVIEW SET NOT FOR CONSTRUCTION SHEET OF DRAWN BY CHECKED BY DATE SCALE (H) HDS PROJECT # SCALE (V) NORTHFIELD GRADING & DRAINAGE PLAN 10/15/19 1" = 50' N/A KRB JTC 18-1000-00 ---- 14 112 CHECKED BY: Date City of Fort Collins, Colorado UTILITY PLAN APPROVAL Parks and Recreation Traffic Engineer Stormwater Utility Water & Wastewater Utility City Engineer CHECKED BY: APPROVED: Environmental Planner CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Date Date Date Date Date Date 0 50' 50 25 50 100 SCALE: 1" = N W E S CALL UTILITY NOTIFICATION CENTER OF COLORADO CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. Know Call what'sbelow. before you dig. R AH NOTES 1. CONTRACTOR TO PROVIDE AND MAINTAIN ALL NECESSARY EROSION CONTROL MEASURES PRIOR TO AND THROUGHOUT CONSTRUCTION. PLACE EROSION CONTROL PROTECTION AT ALL EXISTING INLETS DOWNSTREAM FROM THE CONSTRUCTION AREA. EROSION CONTROL PROTECTION SHALL REMAIN IN PLACE UNTIL CONSTRUCTION IS COMPLETE AND ALL DISTURBED GROUND IS ADEQUATELY VEGETATED WITH OWNER'S APPROVAL FOR REMOVAL. 2. THE EXTENT OF EROSION CONTROL PROTECTION SHALL BE OBSERVED AND ADJUSTED AS NEEDED DURING CONSTRUCTION BASED ON SITE CONDITIONS AND THE PERFORMANCE OF THE EROSION CONTROL CONTROL MEASURES SHOWN, TO SUPPLY SUFFICIENT EROSION CONTROL AND MINIMIZE DOWNSTREAM WATERWAY POLLUTION. 3. LIMIT DISTURBANCE TO AREAS WITHIN EROSION CONTROL BOUNDARIES. ADJUST EROSION CONTROL BOUNDARIES AS NECESSARY TO ADEQUATELY COMPLETE PROPOSED WORK. ALL DISTURBED AREAS SHALL BE PREPARED (SEEDED & MULCHED, SURFACE ROUGHENING, ETC.) TO MINIMIZE EROSION POTENTIAL AND SOIL MIGRATION. 4. STORMWATER MANAGEMENT PLAN SHALL BE PREPARED AND SUBMITTED BY CONTRACTOR PRIOR TO CONSTRUCTION COMMENCEMENT. 5. SEE LANDSCAPE PLAN FOR REVEGETATION METHODS AND DETAILS. DURING CONSTRUCTION, ANY SOIL DISTURBED AND NOT UNDER ACTIVE CONSTRUCTION SHALL BE SEEDED AND MULCHED PER LCUASS STANDARDS. 6. ANY DISTURBED LAND MUST RECEIVE SURFACE ROUGHENING, INCLUDING BUT NOT LIMITED TO SLOPED AREAS. 7. AREAS THAT EXPERIENCE EROSION ISSUES FROM STEEP SLOPES OR WATER EROSION RESULTING IN SEED NOT BEING ABLE TO ESTABLISH DURING THE FIRST GROWING SEASON SHALL REQUIRE RESEEDING AND EROSION CONTROL BLANKETS TO STABILIZE THE SOIL. 8. RAIN GARDENS TO BE INSTALLED AT THE CONCLUSION OF CONSTRUCTION ACTIVITIES AND CONCURRENT WITH LANDSCAPE INSTALLATION. PLACE NECESSARY EROSION CONTROL PROTECTION TO MINIMIZE RISK OF NATIVE SOILS MIGRATING TO THE RAIN GARDEN GROWING MEDIA. THE RAIN GARDEN GRADING MAY BE UTILIZED AS A SEDIMENT TRAP PRIOR TO THE INSTALLATION OF THE DRAINAGE COURSE AND GROWING MEDIA. 9. REFERENCE NORTHFIELD FINAL DRAINAGE REPORT. 10. REFERENCE SHEETS 102 - 103 FOR EROSION CONTROL DETAILS. 11. REFER TO EROSION & SEDIMENTATION CONTROL PHASING PLANS SHEETS 15 - 18 FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF THIS DRAINAGE FACILITY WITH SEDIMENT DURING CONSTRUCTION. 12. RETAINING WALL DESIGN AND DETAILS TO BE PROVIDED WITH WALL PERMIT. 13. COORDINATION OF TRAIL LOCATION WITH THE LAKE CANAL DITCH COMPANY IS REQUIRED PRIOR TO DESIGN AND CONSTRUCTION OF THE REGIONAL RECREATIONAL TRAIL. FLOODPLAIN NOTES 1. THE CURRENT EFFECTIVE (JUNE 17, 2008) FEMA FLOOD INSURANCE RATE MAP (FIRM, MAP NUMBERS 08096C0977G & 08069C0981G) DEPICTS THE 100-YR FLOODPLAIN IN SOME AREAS OF THE PROPOSED DEVELOPMENT. HOWEVER, IT IS ANTICIPATED THAT, AT THE TIME OF BUILDING CONSTRUCTION ON THE AFFECTED LOTS, THE NORTHEAST COLLEGE CORRIDOR OUTFALL PROJECT (NECCO) WILL HAVE REMAPPED THE FLOODPLAIN SUCH THAT THE 100-YR FLOODPLAIN WILL NO LONGER BE PRESENT ON THE PROPOSED DEVELOPMENT. IT IS ANTICIPATED THAT THE MAP REVISION WILL BE COMPLETED BY THE END OF 2019. 2. IF THE DEVELOPER DECIDES TO CONSTRUCT STRUCTURES OR OTHER CONSTRUCTION ELEMENTS IN THE CURRENT EFFECTIVE 100-YR FLOODPLAIN BEFORE THE REMAPPING EFFORTS ARE COMPLETE AND DOCUMENTED BY NECCO AND FEMA, IT SHOULD BE NOTED THAT ADDITIONAL ANALYSIS OF THE BFE IS NECESSARY, AND THE FOLLOWING NOTES WILL ALSO APPLY: 2.1 FLOODPLAIN USE PERMIT WILL BE REQUIRED FOR EACH STRUCTURE AND EACH SITE CONSTRUCTION ELEMENT (DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, ETC.) IN THE FLOODPLAIN 2.2.A FEMA ELEVATION OR FLOODPROOFING CERTIFICATE MUST BE COMPLETED AND APPROVED BEFORE THE CERTIFICATE OF OCCUPANCY (CO) IS ISSUED FOR ANY STRUCTURES IN THE FLOODPLAIN. 3. THE 500 -YR FLOODPLAIN (SHADED ZONE X - NOT SHOWN HEREON) IS DUE TO THE FLOODING OF THE POUDRE RIVER, CRITICAL FACILITIES ARE PROHIBITED WITHIN THE 500-YR FLOODPLAIN, FACILITIES FOR AT-RISK POPULATIONS (DAYCARES, SCHOOLS, NURSING HOMES, ETC.) AND EMERGENCY SERVICES FACILITIES (E.G. URGENT CARE, HOSPITALS, FIRE, POLICE). COFC STANDARD EROSION AND SEDIMENT CONTROL NOTES 1. THE CITY STORMWATER DEPARTMENT EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY CONSTRUCTION ON THIS SITE. 2. ALL REQUIRED BMPS MUST BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC). ALL REQUIRED EROSION CONTROL MEASURES MUST BE INSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCE AS INDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION PLANS, AND EROSION CONTROL REPORT. 3. PRE-DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. 4. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY INSTALLATIONS, STOCKPILING, FILLING, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY THE STORMWATER DEPARTMENT. 5. THE PROPERTY MUST BE WATERED AND MAINTAINED AT ALL TIMES DURING CONSTRUCTION ACTIVITIES SO AS TO PREVENT WIND-CAUSED EROSION. ALL LAND DISTURBING ACTIVITIES SHALL BE IMMEDIATELY DISCONTINUED WHEN FUGITIVE DUST IMPACTS ADJACENT PROPERTIES, AS DETERMINED BY THE CITY ENGINEERING DEPARTMENT. 6. ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES MUST BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS NECESSARY AFTER EACH RUNOFF EVENT AND EVERY 14 DAYS IN ORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY. 7. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER 30 DAYS SHALL BE SEEDED AND MULCHED. 8. CITY ORDINANCE PROHIBITS THE TRACKING, DROPPING, OR DEPOSITING OF SOILS OR ANY OTHER MATERIAL ONTO CITY STREETS BY OR FROM ANY VEHICLE. ANY INADVERTENT DEPOSITED MATERIAL SHALL BE CLEANED IMMEDIATELY BY THE CONTRACTOR. BASIN COEFFICIENT (100-YR) BASIN DESIGNATION BASIN AREA DESIGN POINT DRAINAGE FLOW ARROW DRAINAGE BASIN BOUNDARY LEGEND EX MAJOR CONTOUR EX MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR CROSS-SECTION (FEMA) 100-YR FLOODPLAIN (FEMA) 100-YR FLOODWAY (FEMA) 500-YR FLOODPLAIN (FEMA) 100-YR FLOODPLAIN (NECCO) 100-YR FLOODWAY (NECCO) POND SPILL LOCATION (REFER TO DRAINAGE REPORT) Bldg 4a Bldg 3a Bldg 1a Bldg 6a Bldg 7a Bldg 8a Bldg 9a Bldg 1d Bldg 2a Bldg 5a KEY MAP NTS N W E S REGIONAL TRAIL SECTION A-A 4950 4955 4960 4965 4970 4950 4955 4960 4965 4970 -0+25 0+00 0+50 1+00 1+25 REGIONAL TRAIL SECTION B-B HORIZ. SCALE: 1"=50' VERT. SCALE: 1"=10' 4950 4955 4960 4965 4970 4950 4955 4960 4965 4970 -0+25 0+00 0+50 1+00 1+25 NO. REVISION BY DATE HIGHLAND DEVELOPMENT SERVICES 6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550 PHONE: 970.674.7550 | EMAIL: Info@Highland-DS.com | www.Highland-DS.com PREPARED BY OR UNDER THE DIRECT SUPERVISION OF: FOR AND ON BEHALF OF HIGHLAND DEVELOPMENT SERVICES REVIEW SET NOT FOR CONSTRUCTION SHEET OF DRAWN BY CHECKED BY DATE SCALE (H) HDS PROJECT # SCALE (V) NORTHFIELD GRADING & DRAINAGE PLAN 10/15/19 1" = 50' N/A KRB JTC 18-1000-00 ---- 13 112 0 50' 50 25 50 100 SCALE: 1" = CHECKED BY: Date City of Fort Collins, Colorado UTILITY PLAN APPROVAL Parks and Recreation Traffic Engineer Stormwater Utility Water & Wastewater Utility City Engineer CHECKED BY: APPROVED: Environmental Planner CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Date Date Date Date Date Date CALL UTILITY NOTIFICATION CENTER OF COLORADO CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. Know Call what'sbelow. before you dig. R N W E S NOTES 1. CONTRACTOR TO PROVIDE AND MAINTAIN ALL NECESSARY EROSION CONTROL MEASURES PRIOR TO AND THROUGHOUT CONSTRUCTION. PLACE EROSION CONTROL PROTECTION AT ALL EXISTING INLETS DOWNSTREAM FROM THE CONSTRUCTION AREA. EROSION CONTROL PROTECTION SHALL REMAIN IN PLACE UNTIL CONSTRUCTION IS COMPLETE AND ALL DISTURBED GROUND IS ADEQUATELY VEGETATED WITH OWNER'S APPROVAL FOR REMOVAL. 2. THE EXTENT OF EROSION CONTROL PROTECTION SHALL BE OBSERVED AND ADJUSTED AS NEEDED DURING CONSTRUCTION BASED ON SITE CONDITIONS AND THE PERFORMANCE OF THE EROSION CONTROL CONTROL MEASURES SHOWN, TO SUPPLY SUFFICIENT EROSION CONTROL AND MINIMIZE DOWNSTREAM WATERWAY POLLUTION. 3. LIMIT DISTURBANCE TO AREAS WITHIN EROSION CONTROL BOUNDARIES. ADJUST EROSION CONTROL BOUNDARIES AS NECESSARY TO ADEQUATELY COMPLETE PROPOSED WORK. ALL DISTURBED AREAS SHALL BE PREPARED (SEEDED & MULCHED, SURFACE ROUGHENING, ETC.) TO MINIMIZE EROSION POTENTIAL AND SOIL MIGRATION. 4. STORMWATER MANAGEMENT PLAN SHALL BE PREPARED AND SUBMITTED BY CONTRACTOR PRIOR TO CONSTRUCTION COMMENCEMENT. 5. SEE LANDSCAPE PLAN FOR REVEGETATION METHODS AND DETAILS. DURING CONSTRUCTION, ANY SOIL DISTURBED AND NOT UNDER ACTIVE CONSTRUCTION SHALL BE SEEDED AND MULCHED PER LCUASS STANDARDS. 6. ANY DISTURBED LAND MUST RECEIVE SURFACE ROUGHENING, INCLUDING BUT NOT LIMITED TO SLOPED AREAS. 7. AREAS THAT EXPERIENCE EROSION ISSUES FROM STEEP SLOPES OR WATER EROSION RESULTING IN SEED NOT BEING ABLE TO ESTABLISH DURING THE FIRST GROWING SEASON SHALL REQUIRE RESEEDING AND EROSION CONTROL BLANKETS TO STABILIZE THE SOIL. 8. RAIN GARDENS TO BE INSTALLED AT THE CONCLUSION OF CONSTRUCTION ACTIVITIES AND CONCURRENT WITH LANDSCAPE INSTALLATION. PLACE NECESSARY EROSION CONTROL PROTECTION TO MINIMIZE RISK OF NATIVE SOILS MIGRATING TO THE RAIN GARDEN GROWING MEDIA. THE RAIN GARDEN GRADING MAY BE UTILIZED AS A SEDIMENT TRAP PRIOR TO THE INSTALLATION OF THE DRAINAGE COURSE AND GROWING MEDIA. 9. REFERENCE NORTHFIELD FINAL DRAINAGE REPORT. 10. REFERENCE SHEETS 102 - 103 FOR EROSION CONTROL DETAILS. 11. REFER TO EROSION & SEDIMENTATION CONTROL PHASING PLANS SHEETS 15 - 18 FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING. 12. RETAINING WALL DESIGN AND DETAILS TO BE PROVIDED WITH WALL PERMIT. 13. COORDINATION OF TRAIL LOCATION WITH THE LAKE CANAL DITCH COMPANY IS REQUIRED PRIOR TO DESIGN AND CONSTRUCTION OF THE REGIONAL RECREATIONAL TRAIL. 14. THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE LANDSCAPE. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. FLOODPLAIN NOTES 1. THE CURRENT EFFECTIVE (JUNE 17, 2008) FEMA FLOOD INSURANCE RATE MAP (FIRM, MAP NUMBERS 08096C0977G & 08069C0981G) DEPICTS THE 100-YR FLOODPLAIN IN SOME AREAS OF THE PROPOSED DEVELOPMENT. HOWEVER, IT IS ANTICIPATED THAT, AT THE TIME OF BUILDING CONSTRUCTION ON THE AFFECTED LOTS, THE NORTHEAST COLLEGE CORRIDOR OUTFALL PROJECT (NECCO) WILL HAVE REMAPPED THE FLOODPLAIN SUCH THAT THE 100-YR FLOODPLAIN WILL NO LONGER BE PRESENT ON THE PROPOSED DEVELOPMENT. IT IS ANTICIPATED THAT THE MAP REVISION WILL BE COMPLETED BY THE END OF 2019. 2. IF THE DEVELOPER DECIDES TO CONSTRUCT STRUCTURES OR OTHER CONSTRUCTION ELEMENTS IN THE CURRENT EFFECTIVE 100-YR FLOODPLAIN BEFORE THE REMAPPING EFFORTS ARE COMPLETE AND DOCUMENTED BY NECCO AND FEMA, IT SHOULD BE NOTED THAT ADDITIONAL ANALYSIS OF THE BFE IS NECESSARY, AND THE FOLLOWING NOTES WILL ALSO APPLY: 2.1 FLOODPLAIN USE PERMIT WILL BE REQUIRED FOR EACH STRUCTURE AND EACH SITE CONSTRUCTION ELEMENT (DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, ETC.) IN THE FLOODPLAIN 2.2.A FEMA ELEVATION OR FLOODPROOFING CERTIFICATE MUST BE COMPLETED AND APPROVED BEFORE THE CERTIFICATE OF OCCUPANCY (CO) IS ISSUED FOR ANY STRUCTURES IN THE FLOODPLAIN. 3. THE 500 -YR FLOODPLAIN (SHADED ZONE X - NOT SHOWN HEREON) IS DUE TO THE FLOODING OF THE POUDRE RIVER, CRITICAL FACILITIES ARE PROHIBITED WITHIN THE 500-YR FLOODPLAIN, FACILITIES FOR AT-RISK POPULATIONS (DAYCARES, SCHOOLS, NURSING HOMES, ETC.) AND EMERGENCY SERVICES FACILITIES (E.G. URGENT CARE, HOSPITALS, FIRE, POLICE). COFC STANDARD EROSION AND SEDIMENT CONTROL NOTES 1. THE CITY STORMWATER DEPARTMENT EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY CONSTRUCTION ON THIS SITE. 2. ALL REQUIRED BMPS MUST BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC). ALL REQUIRED EROSION CONTROL MEASURES MUST BE INSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCE AS INDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION PLANS, AND EROSION CONTROL REPORT. 3. PRE-DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. 4. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY INSTALLATIONS, STOCKPILING, FILLING, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY THE STORMWATER DEPARTMENT. 5. THE PROPERTY MUST BE WATERED AND MAINTAINED AT ALL TIMES DURING CONSTRUCTION ACTIVITIES SO AS TO PREVENT WIND-CAUSED EROSION. ALL LAND DISTURBING ACTIVITIES SHALL BE IMMEDIATELY DISCONTINUED WHEN FUGITIVE DUST IMPACTS ADJACENT PROPERTIES, AS DETERMINED BY THE CITY ENGINEERING DEPARTMENT. 6. ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES MUST BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS NECESSARY AFTER EACH RUNOFF EVENT AND EVERY 14 DAYS IN ORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY. 7. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER 30 DAYS SHALL BE SEEDED AND MULCHED. 8. CITY ORDINANCE PROHIBITS THE TRACKING, DROPPING, OR DEPOSITING OF SOILS OR ANY OTHER MATERIAL ONTO CITY STREETS BY OR FROM ANY VEHICLE. ANY INADVERTENT DEPOSITED MATERIAL SHALL BE CLEANED IMMEDIATELY BY THE CONTRACTOR. AH BASIN COEFFICIENT (100-YR) BASIN DESIGNATION BASIN AREA DESIGN POINT DRAINAGE FLOW ARROW DRAINAGE BASIN BOUNDARY LEGEND EX MAJOR CONTOUR EX MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR CROSS-SECTION (FEMA) 100-YR FLOODPLAIN (FEMA) 100-YR FLOODWAY (FEMA) 500-YR FLOODPLAIN (FEMA) 100-YR FLOODPLAIN (NECCO) 100-YR FLOODWAY (NECCO) POND SPILL LOCATION (REFER TO DRAINAGE REPORT) Lot 4 Lot 5 Lot 6 Lot 7 Lot 8 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 7 Lot 8 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 7 Lot 8 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 7 Lot 8 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 1 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 7 Lot 8 Block 4 Block 9 Block 10 Block 11 L ot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 7 Lot 8 Block 12 Block 13 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Lot 1 Lot 2 Lot 3 Lot 4 Lot 5 Lot 6 Pond B3 Pond A2 Pond B2 Tract O (Drainage, Utility, & Access Easement) Tract R (Drainage, Utility, & Access Easement) ABBOTT LN ABBOTT LN COONTS LN BOLDOR LN CATHERINE LN COONTS LN STEARLEY LN BASSANO LN CATHERINE LN ABBOTT LN EMMALENE LN EMMALENE LN BASSANO LN Bldg 5b Bldg 4b Bldg 3b Bldg 2b Bldg 15a Bldg 16a Bldg 17a Bldg 2c Bldg 3c Bldg 4c Bldg 5c Bldg 6c Bldg 8c Bldg 9c Bldg 12c Bldg 13c Bldg 14c Bldg 15c Bldg 10c Bldg 11c Bldg 7d Bldg 19d Bldg 20d Bldg 15d Bldg 18d Bldg 16d Bldg 17d Bldg 8d Bldg 9d Bldg 10d Bldg 12d Bldg 11d Bldg 13d Bldg 14d COMMUNITY CLUBHOUSE KEY MAP NTS N W E S NO. REVISION BY DATE HIGHLAND DEVELOPMENT SERVICES 6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550 PHONE: 970.674.7550 | EMAIL: Info@Highland-DS.com | www.Highland-DS.com PREPARED BY OR UNDER THE DIRECT SUPERVISION OF: FOR AND ON BEHALF OF HIGHLAND DEVELOPMENT SERVICES REVIEW SET NOT FOR CONSTRUCTION SHEET OF DRAWN BY CHECKED BY DATE SCALE (H) HDS PROJECT # SCALE (V) NORTHFIELD GRADING & DRAINAGE PLAN 10/15/19 1" = 50' N/A KRB JTC 18-1000-00 ---- 12 112 0 50' 50 25 50 100 SCALE: 1" = CHECKED BY: Date City of Fort Collins, Colorado UTILITY PLAN APPROVAL Parks and Recreation Traffic Engineer Stormwater Utility Water & Wastewater Utility City Engineer CHECKED BY: APPROVED: Environmental Planner CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Date Date Date Date Date Date AH BASIN COEFFICIENT (100-YR) BASIN DESIGNATION BASIN AREA DESIGN POINT DRAINAGE FLOW ARROW DRAINAGE BASIN BOUNDARY LEGEND EX MAJOR CONTOUR EX MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR CROSS-SECTION (FEMA) 100-YR FLOODPLAIN (FEMA) 100-YR FLOODWAY (FEMA) 500-YR FLOODPLAIN (FEMA) 100-YR FLOODPLAIN (NECCO) 100-YR FLOODWAY (NECCO) NOTES 1. CONTRACTOR TO PROVIDE AND MAINTAIN ALL NECESSARY EROSION CONTROL MEASURES PRIOR TO AND THROUGHOUT CONSTRUCTION. PLACE EROSION CONTROL PROTECTION AT ALL EXISTING INLETS DOWNSTREAM FROM THE CONSTRUCTION AREA. EROSION CONTROL PROTECTION SHALL REMAIN IN PLACE UNTIL CONSTRUCTION IS COMPLETE AND ALL DISTURBED GROUND IS ADEQUATELY VEGETATED WITH OWNER'S APPROVAL FOR REMOVAL. 2. THE EXTENT OF EROSION CONTROL PROTECTION SHALL BE OBSERVED AND ADJUSTED AS NEEDED DURING CONSTRUCTION BASED ON SITE CONDITIONS AND THE PERFORMANCE OF THE EROSION CONTROL CONTROL MEASURES SHOWN, TO SUPPLY SUFFICIENT EROSION CONTROL AND MINIMIZE DOWNSTREAM WATERWAY POLLUTION. 3. LIMIT DISTURBANCE TO AREAS WITHIN EROSION CONTROL BOUNDARIES. ADJUST EROSION CONTROL BOUNDARIES AS NECESSARY TO ADEQUATELY COMPLETE PROPOSED WORK. ALL DISTURBED AREAS SHALL BE PREPARED (SEEDED & MULCHED, SURFACE ROUGHENING, ETC.) TO MINIMIZE EROSION POTENTIAL AND SOIL MIGRATION. 4. STORMWATER MANAGEMENT PLAN SHALL BE PREPARED AND SUBMITTED BY CONTRACTOR PRIOR TO CONSTRUCTION COMMENCEMENT. 5. SEE LANDSCAPE PLAN FOR REVEGETATION METHODS AND DETAILS. DURING CONSTRUCTION, ANY SOIL DISTURBED AND NOT UNDER ACTIVE CONSTRUCTION SHALL BE SEEDED AND MULCHED PER LCUASS STANDARDS. 6. ANY DISTURBED LAND MUST RECEIVE SURFACE ROUGHENING, INCLUDING BUT NOT LIMITED TO SLOPED AREAS. 7. AREAS THAT EXPERIENCE EROSION ISSUES FROM STEEP SLOPES OR WATER EROSION RESULTING IN SEED NOT BEING ABLE TO ESTABLISH DURING THE FIRST GROWING SEASON SHALL REQUIRE RESEEDING AND EROSION CONTROL BLANKETS TO STABILIZE THE SOIL. 8. RAIN GARDENS TO BE INSTALLED AT THE CONCLUSION OF CONSTRUCTION ACTIVITIES AND CONCURRENT WITH LANDSCAPE INSTALLATION. PLACE NECESSARY EROSION CONTROL PROTECTION TO MINIMIZE RISK OF NATIVE SOILS MIGRATING TO THE RAIN GARDEN GROWING MEDIA. THE RAIN GARDEN GRADING MAY BE UTILIZED AS A SEDIMENT TRAP PRIOR TO THE INSTALLATION OF THE DRAINAGE COURSE AND GROWING MEDIA. 9. REFERENCE NORTHFIELD FINAL DRAINAGE REPORT. 10. REFERENCE SHEETS 102 - 103 FOR EROSION CONTROL DETAILS. 11. REFER TO EROSION & SEDIMENTATION CONTROL PHASING PLANS SHEETS 15 - 18 FOR TEMPORARY CONTROL MEASURES AND CONSTRUCTION SEQUENCING THAT SHALL BE USED TO PREVENT LOADING OF THIS DRAINAGE FACILITY WITH SEDIMENT DURING CONSTRUCTION. 12. RETAINING WALL DESIGN AND DETAILS TO BE PROVIDED WITH WALL PERMIT. 13. COORDINATION OF TRAIL LOCATION WITH THE LAKE CANAL DITCH COMPANY IS REQUIRED PRIOR TO DESIGN AND CONSTRUCTION OF THE REGIONAL RECREATIONAL TRAIL. 14. THE NATURAL HABITAT BUFFER ZONE IS INTENDED TO BE MAINTAINED IN A NATIVE LANDSCAPE. PLEASE SEE SECTION 3.4.1 OF THE LAND USE CODE FOR ALLOWABLE USES WITHIN THE NATURAL HABITAT BUFFER ZONE. N W E S CALL UTILITY NOTIFICATION CENTER OF COLORADO CALL 2-BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. Know Call what'sbelow. before you dig. R FLOODPLAIN NOTES 1. THE CURRENT EFFECTIVE (JUNE 17, 2008) FEMA FLOOD INSURANCE RATE MAP (FIRM, MAP NUMBERS 08096C0977G & 08069C0981G) DEPICTS THE 100-YR FLOODPLAIN IN SOME AREAS OF THE PROPOSED DEVELOPMENT. HOWEVER, IT IS ANTICIPATED THAT, AT THE TIME OF BUILDING CONSTRUCTION ON THE AFFECTED LOTS, THE NORTHEAST COLLEGE CORRIDOR OUTFALL PROJECT (NECCO) WILL HAVE REMAPPED THE FLOODPLAIN SUCH THAT THE 100-YR FLOODPLAIN WILL NO LONGER BE PRESENT ON THE PROPOSED DEVELOPMENT. IT IS ANTICIPATED THAT THE MAP REVISION WILL BE COMPLETED BY THE END OF 2019. 2. IF THE DEVELOPER DECIDES TO CONSTRUCT STRUCTURES OR OTHER CONSTRUCTION ELEMENTS IN THE CURRENT EFFECTIVE 100-YR FLOODPLAIN BEFORE THE REMAPPING EFFORTS ARE COMPLETE AND DOCUMENTED BY NECCO AND FEMA, IT SHOULD BE NOTED THAT ADDITIONAL ANALYSIS OF THE BFE IS NECESSARY, AND THE FOLLOWING NOTES WILL ALSO APPLY: 2.1 FLOODPLAIN USE PERMIT WILL BE REQUIRED FOR EACH STRUCTURE AND EACH SITE CONSTRUCTION ELEMENT (DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, ETC.) IN THE FLOODPLAIN 2.2.A FEMA ELEVATION OR FLOODPROOFING CERTIFICATE MUST BE COMPLETED AND APPROVED BEFORE THE CERTIFICATE OF OCCUPANCY (CO) IS ISSUED FOR ANY STRUCTURES IN THE FLOODPLAIN. 3. THE 500 -YR FLOODPLAIN (SHADED ZONE X - NOT SHOWN HEREON) IS DUE TO THE FLOODING OF THE POUDRE RIVER, CRITICAL FACILITIES ARE PROHIBITED WITHIN THE 500-YR FLOODPLAIN, FACILITIES FOR AT-RISK POPULATIONS (DAYCARES, SCHOOLS, NURSING HOMES, ETC.) AND EMERGENCY SERVICES FACILITIES (E.G. URGENT CARE, HOSPITALS, FIRE, POLICE). COFC STANDARD EROSION AND SEDIMENT CONTROL NOTES 1. THE CITY STORMWATER DEPARTMENT EROSION CONTROL INSPECTOR MUST BE NOTIFIED AT LEAST 24 HOURS PRIOR TO ANY CONSTRUCTION ON THIS SITE. 2. ALL REQUIRED BMPS MUST BE INSTALLED PRIOR TO ANY LAND DISTURBING ACTIVITY (STOCKPILING, STRIPPING, GRADING, ETC). ALL REQUIRED EROSION CONTROL MEASURES MUST BE INSTALLED AT THE APPROPRIATE TIME IN THE CONSTRUCTION SEQUENCE AS INDICATED IN THE APPROVED PROJECT SCHEDULE, CONSTRUCTION PLANS, AND EROSION CONTROL REPORT. 3. PRE-DISTURBANCE VEGETATION SHALL BE PROTECTED AND RETAINED WHEREVER POSSIBLE. REMOVAL OR DISTURBANCE OF EXISTING VEGETATION SHALL BE LIMITED TO THE AREA REQUIRED FOR IMMEDIATE CONSTRUCTION OPERATIONS, AND FOR THE SHORTEST PRACTICAL PERIOD OF TIME. 4. ALL SOILS EXPOSED DURING LAND DISTURBING ACTIVITY (STRIPPING, GRADING, UTILITY INSTALLATIONS, STOCKPILING, FILLING, ETC.) SHALL BE KEPT IN A ROUGHENED CONDITION BY RIPPING OR DISKING ALONG LAND CONTOURS UNTIL MULCH, VEGETATION, OR OTHER PERMANENT EROSION CONTROL IS INSTALLED. NO SOILS IN AREAS OUTSIDE PROJECT STREET RIGHTS OF WAY SHALL REMAIN EXPOSED BY LAND DISTURBING ACTIVITY FOR MORE THAN THIRTY (30) DAYS BEFORE REQUIRED TEMPORARY OR PERMANENT EROSION CONTROL (E.G. SEED/MULCH, LANDSCAPING, ETC.) IS INSTALLED, UNLESS OTHERWISE APPROVED BY THE STORMWATER DEPARTMENT. 5. THE PROPERTY MUST BE WATERED AND MAINTAINED AT ALL TIMES DURING CONSTRUCTION ACTIVITIES SO AS TO PREVENT WIND-CAUSED EROSION. ALL LAND DISTURBING ACTIVITIES SHALL BE IMMEDIATELY DISCONTINUED WHEN FUGITIVE DUST IMPACTS ADJACENT PROPERTIES, AS DETERMINED BY THE CITY ENGINEERING DEPARTMENT. 6. ALL TEMPORARY (STRUCTURAL) EROSION CONTROL MEASURES MUST BE INSPECTED AND REPAIRED OR RECONSTRUCTED AS NECESSARY AFTER EACH RUNOFF EVENT AND EVERY 14 DAYS IN ORDER TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL RETAINED SEDIMENTS, PARTICULARLY THOSE ON PAVED ROADWAY SURFACES, SHALL BE REMOVED AND DISPOSED OF IN A MANNER AND LOCATION SO AS NOT TO CAUSE THEIR RELEASE INTO ANY DRAINAGEWAY. 7. NO SOIL STOCKPILE SHALL EXCEED TEN (10) FEET IN HEIGHT. ALL SOIL STOCKPILES SHALL BE PROTECTED FROM SEDIMENT TRANSPORT BY SURFACE ROUGHENING, WATERING, AND PERIMETER SILT FENCING. ANY SOIL STOCKPILE REMAINING AFTER 30 DAYS SHALL BE SEEDED AND MULCHED. 8. CITY ORDINANCE PROHIBITS THE TRACKING, DROPPING, OR DEPOSITING OF SOILS OR ANY OTHER MATERIAL ONTO CITY STREETS BY OR FROM ANY VEHICLE. ANY INADVERTENT DEPOSITED MATERIAL SHALL BE CLEANED IMMEDIATELY BY THE CONTRACTOR. POND SPILL LOCATION (REFER TO DRAINAGE REPORT) DIG, GRADE OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. Know Call what'sbelow. before you dig. R NO. REVISION BY DATE HIGHLAND DEVELOPMENT SERVICES 6355 FAIRGROUNDS AVENUE, SUITE 100 | WINDSOR, CO 80550 PHONE: 970.674.7550 | EMAIL: Info@Highland-DS.com | www.Highland-DS.com PREPARED BY OR UNDER THE DIRECT SUPERVISION OF: FOR AND ON BEHALF OF HIGHLAND DEVELOPMENT SERVICES REVIEW SET NOT FOR CONSTRUCTION SHEET OF DRAWN BY CHECKED BY DATE SCALE (H) HDS PROJECT # SCALE (V) NORTHFIELD OVERALL GRADING & DRAINAGE PLAN 10/15/19 1" = 100' N/A KRB JTC 18-1000-00 ---- 11 112 100-YR FLOODPLAIN (FEMA) 100-YR FLOODWAY (FEMA) 500-YR FLOODPLAIN (FEMA) 100-YR FLOODPLAIN (NECCO) 100-YR FLOODWAY (NECCO) PA8 PB1 PB10 PB11 PB12 PB13 PB14 PBP1B615 PB17 PB18 PB19 PB2 PB20 PB3 PB4 PB5 PB6 PB7 PB8 PB9 PC1 PC2 PC3 PC4 PC5 PC6 PC7 PD5 PD6 PD7PD8 PD11 PD12 PD13 PE1 PE2 PA9 PD9 PD10 PD1 PD2 PD3 PD4 OutB2 OutA4 OutA3 OutB3 OutB1 OutD1 OutC1 OutA1 IA1 IA2 IA3 IA4 IA5 IA6 IB1 IB10 IB11 IB2 IB3 IB4 IB5 IB6 IB7 IB8 IB9 IC1 IC2 IC3 IC4 ID3 ID4 ID5 ID6 IE1 IE2 MHA1 MHA2 MHA3 MHA5 MHB1 MHB3 MHB4 MHB6 MHC1 MHC2 MHD2 MHD4 MHD5 OA2 OA3-Stage1 OA3-Stage2 OA4-Stage1 OA4-Stage2 OB1-Stage1 OB1-Stage2 OB2-Stage1 OB2-Stage2 OB3-Stage1 OB3-Stage2 OC1 OD1 MHD3 ID1A ID1 ID2 MHD1 OA1-Stage1 OA1-Stage2 Out2 Out3 Out1 MHB2 MHA4 MHB5 MHA7 MHA6 VB3 VB2 VB1 VA2 VA1 VC1 VD1 CoFC_100-yr 03/11/2019 00:05:00 SWMM 5.1 Page 1 A11 A12 A14 A15 A18 A3 A4 A6 A9 B1 B10 B11 B12 B17 B18 B19 B2 B20 B3 B4 B6 B8 B9 C1 C2 C3 C4 C5 D13 D14 D3 D4 D5 D6 D7 D1A D1 OPA1 OPA3 OPA4 OPB1 OPB2 OPB3 OP-MHA4 OP-MHA6 OP-MHA7 OP-MHB2 OP-MHB5 PA1 PA10 PA11 PA12 PA13 PA14 PA15 PA16 PA17 PA2 PA3 PA4 PA5 PA6 PA7 PA8 PB1 PB10 PB11 PB12 PB13 PB14 PBP1B615 PB17 PB18 PB19 PB2 PB20 PB3 PB4 PB5 PB6 PB7 PB8 PB9 PC1 PC2 PC3 PC4 PC5 PC6 PC7 PD5 PD6 PD7PD8 PD11 PD12 PD13 PE1 PE2 PA9 PD9 PD10 PD1 PD2 PD3 PD4 OutB2 OutA4 OutA3 OutB3 OutB1 OutD1 OutC1 OutA1 IA1 IA2 IA3 IA4 IA5 IA6 IB1 IB10 IB11 IB2 IB3 IB4 IB5 IB6 IB7 IB8 IB9 IC1 IC2 IC3 IC4 ID3 ID4 ID5 ID6 IE1 IE2 MHA1 MHA2 MHA3 MHA5 MHB1 MHB3 MHB4 MHB6 MHC1 MHC2 MHD2 MHD4 MHD5 OA2 OA3-Stage1 OA3-Stage2 OA4-Stage1 OA4-Stage2 OB1-Stage1 OB1-Stage2 OB2-Stage1 OB2-Stage2 OB3-Stage1 OB3-Stage2 OC1 OD1 MHD3 ID1A ID1 ID2 MHD1 OA1-Stage1 OA1-Stage2 Out2 Out3 Out1 MHB2 MHA4 MHB5 MHA7 MHA6 VB3 VB2 VB1 VA2 VA1 VC1 VD1 CoFC_100-yr A14 A11 A18 A15 A3 A4 A6 A9 B1 B10 B11 B12 B17 B18 B19 B2 B20 B3 B4 B6 B8 B9 C1 C2 C3 C4 C5 D14 D3 D4 D5 D6 D7 D1A D1 A12 D9 D10 D12 E6 E8 OPA4 OPA2 OPA1 OPB3 OPB2 OPB1 OP-MHA4 OP-IA03 OP-IA01 OP-MHB05 OP-MHB01 PA14 PA07 PA06 PA05 PA17 PA03 PA02 PA01 PA04 PA13 PA12 PA15 PA11 PA10 PA16 PA09 PB11 PB15 PB14 PB13 PB12 PB04 PB02 PB03 PB20 PB18 PB19 PB10 PB01 PB109 PB08 PB07 PB06 PB16 PB17 PB05 PC1 PC2 PC3 PC4 PC5 PC6 PC7 PD5 PD6 PD7PD8 PD11 PD12 PD13 PE1 PE2 PA08 PD9 PD10 PD1 PD2 PD3 PD4 PD14 PD15 PD16 PD17 OutB2 OutA1 OutA2 OutB1 OutD1 OutC1 OutA4 OutB3 IA07 IA06 IA08 IA09 IA04 IA02 IB06 IB11 IB12 IB05 IB04 IB03 IB09 IB10 IB08 IB07 IB13 FESC01 IC01 IC02IC03 ID04 ID03 ID02ID01 IE02 IE01 MHA04 MHA03 MHA02 MHA01 MHB06 MHB03 MHB02 MHB04 FESC02 MHC02 MHD04 MHD02 MHD01 OA3 OA2-Stage1 OA2-Stage2 OA1-Stage1 OA1-Stage2 OB3-Stage1 OB3-Stage2 OB2-Stage1 OB2-Stage2 OB1-OSBta1g-e1Stage2 OC1 OD1 MHD03 ID09 ID08 ID05 MHD05 OA4-Stage1Stage2 OA4- IA05 IA03 IB01 IA01 IB02 FESD06 ID06 FESD05 MHD01A Out2 Out3 Out1 VB3 VB2 VB1 VA2 VA1 VC1 VD1 CoFC_100-yr MENT BASIN ID TRIBUTARY SUB-BASINS AREA (acres) AREA (sq ft) 18-1000-00 Rational Calcs (FC).xlsx Page 1 of 1 Highland Development Services 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 ac 2.5 ac 13.1 ac 3.9 ac 13.7 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 ac 2.6 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 ac 29.3 ac 6.0 ac 10.3 ac 5.9 ac 1.5 ac 1.3 ac 21.2 ac 1.ac5 ac 1.2 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 ac 0.2 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 APPROX NORTHFIELD PROPRETY LINE 80 0.17 0.24 0.34 0.54 0.69 0.87 85 0.17 0.23 0.32 0.52 0.66 0.84 90 0.16 0.22 0.31 0.50 0.64 0.81 95 0.15 0.21 0.30 0.48 0.62 0.78 100 0.15 0.20 0.29 0.47 0.60 0.75 105 0.14 0.19 0.28 0.45 0.58 0.73 110 0.14 0.19 0.27 0.44 0.56 0.71 115 0.13 0.18 0.26 0.42 0.54 0.69 120 0.13 0.18 0.25 0.41 0.53 0.67 55 0.87 1.48 3.03 22 1.53 2.61 5.32 56 0.86 1.47 2.99 23 1.49 2.55 5.20 57 0.85 1.45 2.96 24 1.46 2.49 5.09 58 0.84 1.43 2.92 25 1.43 2.44 4.98 59 0.83 1.42 2.89 26 1.4 2.39 4.87 60 0.82 1.4 2.86 27 1.37 2.34 4.78 65 0.78 1.32 2.71 28 1.34 2.29 4.69 70 0.73 1.25 2.59 29 1.32 2.25 4.60 75 0.70 1.19 2.48 30 1.30 2.21 4.52 80 0.66 1.14 2.38 31 1.27 2.16 4.42 85 0.64 1.09 2.29 32 1.24 2.12 4.33 90 0.61 1.05 2.21 33 1.22 2.08 4.24 95 0.58 1.01 2.13 34 1.19 2.04 4.16 100 0.56 0.97 2.06 35 1.17 2.00 4.08 105 0.54 0.94 2.00 36 1.15 1.96 4.01 110 0.52 0.91 1.94 37 1.16 1.93 3.93 115 0.51 0.88 1.88 38 1.11 1.89 3.87 120 0.49 0.86 1.84 of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 12, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 20, 2015—Oct 15, 2016 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado (NorthField) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/6/2017 Page 2 of 4