The URL can be used to link to this page

Home My WebLink AboutReports - Drainage - 12/09/2024 FINAL DRAINAGE REPORT FOR COLLEGE & TRILBY MULTI-FAMILY COMMUNITY Prepared For: ZOCAL COMMUNITY DEVELOPMENT 455 SHERMAN STREET, SUITE 250 COLORADO, DENVER 80020 KOLBY O'HERRON (303) 820-8611 December 9" 2024 Project No. 39823.00 Prepared By: JR Engineering, LLC 2900 South College Avenue, Suite 1 A Fort Collins, CO 80525 College & Trilby Multi-Family Community Final Drainage Report TABLE OF CONTENTS TABLE OF CONTENTS.........................................................................................................................ii APPENDIX..................................................................................................................................... iii Engineer's Certification Block........................................................................................................... iv GENERAL DESCRIPTION AND LOCATION............................................................................................1 LOCATION .....................................................................................................................................1 DESCRIPTION OF PROPERTY ..........................................................................................................1 MASTER DRAINAGE BASIN DESCRIPTION.......................................................................................2 FLOODPLAIN SUBMITTAL REQUIREMENTS.....................................................................................3 DRAINAGE BASINS AND SUB-BASINS.................................................................................................3 MAJOR BASINS AND SUB-BASINS...................................................................................................3 EXISTING SUB-BASIN DESCRIPTION................................................................................................4 EXISTING OFFSITE DRAINAGE BASINS ............................................................................................4 PROPOSED SUB-BASINS DESCRIPTIONS .........................................................................................5 ONSITE SWMM SUB-BASINS DESCRIPTIONS ..................................................................................9 OFFSITE SWMM SUB-BASINS DESCRIPTIONS .................................................................................9 PROJECT DESCRIPTION....................................................................................................................14 PROJECT DESCRIPTION ................................................................................................................14 PROPOSED DRAINAGE FACILITIES....................................................................................................14 GENERAL CONCEPT.....................................................................................................................14 WATER QUALITY/ DETENTION FACILITIES....................................................................................15 LOW IMPACT DEVELOPMENT......................................................................................................15 DRAINAGE DESIGN CRITERIA...........................................................................................................15 REGULATIONS.............................................................................................................................15 FOUR-STEP PROCESS TO PROTECT RECEIVING WATERS...............................................................16 DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS ...........................................................17 HYDROLOGIC CRITERIA................................................................................................................18 HYDRAULIC CRITERIA...................................................................................................................19 FLOODPLAIN REGULATIONS COMPLIANCE...................................................................................20 MODIFICATIONS OF CRITERIA......................................................................................................20 EROSION CONTROL.....................................................................................................................20 CONCLUSIONS.................................................................................................................................20 COMPLIANCE WITH STANDARDS.................................................................................................20 DRAINAGE CONCEPT...................................................................................................................21 ii College & Trilby Multi-Family Community Final Drainage Report APPENDIX Appendix A—Figures Appendix B—Hydrologic Calculations Appendix C—Hydraulic Calculations Appendix D—Water Quality Calculations Appendix E—Reference Appendix F—Maps Appendix G—LID Exhibit iii College & Trilby Multi-Family Community Final Drainage Report Engineer's Certification Block I hereby attest that this report for the final drainage design for the College & Trilby Multi-Family Community was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others. Joseph M. Frank, PE Registered Professional Engineer State of Colorado No. 53399 iv College & Trilby Multi-Family Community Final Drainage Report GENERAL DESCRIPTION AND LOCATION LOCATION The site is located in The Southeast Quarter of Section 11, Township 6 North, Range 69 West of the 6th P.M. in the City of Fort Collins, Larimer County, Colorado. More specifically, the site is a 39.1803 acre property that is currently undeveloped. The site borders College Ave to the East, to the South, the Site Borders Trilby Road, South Gate Church, and a right in and right out with access to Ziggy's Coffee. To the west, the site borders a detention pond that controls runoff for the First Free Will Baptist Church, the Skyview South Fist Filing Subdivision, and a social services organization owned by Foothills Gateway Inc. To the north, the site borders Hazel Self Storage, two current vacant parcels of land, and a portion of Skyview Drive. DESCRIPTION OF PROPERTY The site generally drains west to east at a 10% to 4% slope. The majority of the site is undeveloped and has several existing farm buildings scattered throughout the site. There are two existing culverts crossings under College Avenue along the eastern boundary of the subject property. The Two existing culverts drain from the site east under College Avenue. The two crossings are identified as south and north. The north crossing is a 48" pipe that gets downsized to a 30" pipe downstream. The south crossing is a 24" pipe. College Avenue creates two inadvertent detention ponds on the subject property due to attenuation/ponding of storm runoff. The inverts of the culverts are such that standing water remains after rainfall events, creating wetland areas on the site. The site is located in the Fossil Creek Basin, specifically within the Stone Creek sub-Basin. The Stone Creek master drainage plans identify these two inadvertent detention areas and specify that these be preserved with the future development of the site. The North Loudon Ditch and Reservoir Company has a 30" gravity irrigation line that goes through the site adjacent and along the northern boundary of the site. The site currently has a small shed and gravel access road; the majority of the site is primarily vacant with native grass. The Natural Resources Conservation Service (NRCS) soil survey shows that the majority of the soils on site are composed of type B soils, which have a mild infiltration and runoff rate. The remaining site is made up of Type C and D soils, which are characterized by a lower infiltration rate and corresponding higher runoff rates. For additional information, refer to the NRCS soil map within Appendix A of this report. 1 College & Trilby Multi-Family Community Final Drainage Report MASTER DRAINAGE BASIN DESCRIPTION The site is located in the Fossil Creek Basin, specifically within the Stone Creek sub-Basin. The Stone Creek Basin -Selected Plan of Improvements", Icon, September 2018 calls out two areas for onsite water quality and detention. The Stone Creek master plan specifies that a smaller pond be built near the existing right in and right out by Ziggy's Coffee and College Ave. Currently, that site drains through a 24" RCP and outfalls across College Ave. The smaller pond will have a riprap-lined overflow channel that will outfall north into the larger pond. The City of Fort Collins has two options for detaining runoff on the site. Option A — construct an overflow channel between the two detention ponds and upsize the northern 30" pipe downstream of the 48"outfall to a 48" pipe.This option significantly increases the allowed release rate onsite and lowers the required detention volume. Option B — the onsite overflow channel is not built/or built, and the existing 30" RCP storm pipe is not upsized. With each option, the proposed project will need to be in continuity with the City's Stone Creek SWMM model, and the peak release rate for either option is to not be exceeded. Wilson and Company is currently working on the capital improvements for the College and Trilby intersection, the City's Stone Creek SWMM model, and is working on modifying the design recommendations called out in the 2018 Strone Creek Master Plan by Icon Engineering to treat and detain storm water for the College and Trilby intersection improvements. JR Engineering has incorporated the drainage improvement from College and Trilby into the site by following the general recommendations from the Wilson and Company's design and the 2018 Stone Creek Master Plan. JR Engineering is proposing that the smaller pond (P366) will be a water quality pond, an overflow channel will be built, and the runoff will be detained in the larger pond (P363), but the 30" RCP will not be upsized to a 48" RCP. Currently, the site is zoned as general commercial, but the site will be re-purposed as a medium-density mixed-use neighborhood district. The North Loudon Ditch that goes along the northern portion of the site is not anticipated to influence the drainage on site since it is currently piped in a 30" RCP gravity line throughout the site. 2 College & Trilby Multi-Family Community Final Drainage Report FLOODPLAIN SUBMITTAL REQUIREMENTS The site is on FEMA FIRM panels 08069C1200F and 08069C1000F. The flood map for this location has a status of "not printed". This means that the entire area of the panel is in a single flood zone, so FEMA chose to economize and not create a printable image for this location. The site lies within FEMA Zone X, areas which are determined to be outside the 0.2%annual chance floodplain. The site is not located within a FEMA regulated floodplain,as shown in Appendix A in the FEMA attachments.The site is also not located in the City of Fort Collins Floodplain, as shown in Appendix A in the City of Fort Collins Flood map. DRAINAGE BASINS AND SUB-BASINS MAJOR BASINS AND SUB-BASINS The College and Trilby site is 39.1803 acres; the site will be developed into a multi-family residential community with a recreation facility and will include onsite and offsite detention. The site is located in the Fossil Creek basin. The Fossil Creek drainage basin extends along the south end of Fort Collins, from the foothills across Interstate 25 past CR 5. It encompasses 32 square miles in the City of Fort Collins and Larimer County. More specifically, the site is in the Stone Creek sub-basin of the Fossil Creek Tributary. 3 College & Trilby Multi-Family Community Final Drainage Report EXISTING SUB-BASIN DESCRIPTION The existing site's hydrology was modeled within the 2018 Stone Creek basin master plan. EPA SWMM was used to model the hydrology of the site. Currently, the City has accepted an updated hydrologic model for the Stone Creek master plan after some inaccuracies were found when Wilson and Company modeled the College and Trilby Capital Improvements for the site. The site is anticipated to be constructed after capital improvements for the College and Trilby Intersection have been made. JR Engineering is currently referencing the SC_100Yearprop SWMM model as the existing conditions model. This model includes the proposed drainage and storm system improvements, basin modifications, and increased imperviousness due to the College and Trilby intersection improvements by Wilson and Company,which are anticipated to be in place while the College&Trilby Multi-Family Community is developed. EXISTING OFFSITE DRAINAGE BASINS Currently, the site collects offsite runoff from three locations: Runoff from the southern portion of West Trilby Road drains onto the site via a CMP FES that crosses Trilby Road and drains directly onto the site. Runoff from the Northern portion of Trilby Road drains onto the site via a grass swale in confluence with upstream runoff, as shown in the offsite SWMM Map by Wilson and Company within Appendix E. An existing drainage pan goes south to north in the backyards of Skyview South First Filing as shown in the Trilby College Ex-Drainage Exhibit in Appendix G. The runoff then goes offsite to an adjacent swale along Gateway Center Drive. In the 100-year event, it's anticipated that the runoff will overflow within the back of the yards. The capacity of the existing drainage pan has been modeled in SWMM, and the capacity is shown in Appendix F of this report in the Drainage Report on typical cross section AA. 4 College & Trilby Multi-Family Community Final Drainage Report PROPOSED SUB-BASINS DESCRIPTIONS Basin Al, 1.90 acres and 16 % impervious, is composed of open space, a proposed walk, and a swale where runoff will be conveyed to design point la, where it will drain onto Rover Way via a chase drain. Basin A2, 1.79 acres and 51.9% impervious, is composed of multi-family residential units and an alley. The runoff from this basin will be conveyed to an inlet at design point 2a. Basin A3, 1.62 acres and 38% impervious, is composed of multi-family duplex residential units, paved walks and paved driveways, and a residential local street Rover Way. The runoff from this basin goes to design point 4a at an on-grade inlet. Basin A4, 0.42 acres and 59.3% impervious, is composed of a local residential street, paved walk, and paved driveways. The runoff from this basin goes to design point 5a at an on-grade inlet. Basin A5, 0.75 acres and 69.0% impervious. This basin is composed of a collector Street Mars, paved walk, and multi-family residential units. The runoff from this basin goes to an on-grade inlet at design point 6a. Basin A6, 0.47 acres and 73.5% impervious, is composed of a collector street Mars, paved walk. The runoff from this basin goes to an on-grade inlet at design point 7a. Basin AT 1.26 acres and 65.0% impervious, is composed of a collector street Mars, paved walk, and multi-family residential units. The runoff from this basin goes to an on-grade inlet at design point 8a. Basin A8, 0.30 acres and 65.6% impervious this basin is composed of a collector street Mars, paved walk, and paved driveways. The runoff from this basin goes to an on-grade inlet at design point 9a. 5 College & Trilby Multi-Family Community Final Drainage Report Basin A9, 0.18 acres and 65.7% impervious, is composed of a collector street Mars, paved walk. The runoff from this basin goes to an on-grade inlet at design point 10a. Basin B1, 0.63 acres and 76.3% impervious, comprises a residential alley, multi-family residential units, and paved driveways. The runoff from this basin drains to design point 1b at a sump inlet. Basin B2, 1.17 acres and 7.0% impervious, comprises open space and a side swale that runs adjacent to the property line. The runoff from this basin drain into a type D sump inlet at design point 2b in confluence with upstream runoff from the capital improvements of Trilby College. Basin C1.1, 3.82 acres and 4.5% impervious, comprised of residential duplex units, paved walks and paved driveways, and a local residential street— Rover Way. The runoff from this basin drains into an on-grade inlet at design point 1.1C. Basin C1.2, 0.72 acres and 38.1% impervious, comprised of residential multi-family units, paved walks and paved driveways, and a local residential street — Rover Way. The runoff from this basin drains into an on-grade inlet at design point 1.2C. Basin C1.3, 0.18 acres and 66.2% impervious, comprised of residential duplex units, paved walks and paved driveways, and a local residential street - Rover Way. The runoff from this basin drains into an on-grade inlet at design point 1.3C. Basin C2, 1.12 acres and 41.6% impervious, is composed of paved walk and paved and a local residential street - Rover Way. The runoff from this basin drains into an on-grade inlet at design point 2C. Basin C3, 2.22 acres and 70.2% impervious is composed of paved driveways, a paved local residential alley, onsite park spaces, and multi-family residential units. The runoff from this basin drains into an on-grade inlet at design point 3a. 6 College & Trilby Multi-Family Community Final Drainage Report Basin C4.1, 0.82 acres and 67.5% impervious, is composed of residential multi-family units, walks, and a local collector, Mars Drive. Runoff from this basin drains to a on-grade inlet at design point 4c. Basin C4.2, 1.76 acres and 52.1% impervious, is composed of residential multi-family units, walks, and a local collector, Mars Drive. Runoff from this basin drains to a sump inlet at design point 4c. Basin C5, 1.34 acres and 65.0% impervious, is composed of residential multi-family units, walk, and a local collector Mars Drive. Runoff from this basin drains to a sump inlet at design point 5c. Basin D1, 0.29 acres and 81.4% impervious, is composed of a local residential street — Stellar Drive and paved walk. The runoff from this basin drains to a sump inlet at design point d1. Basin D2, 0.50 acres and 67.5% impervious is comprised of a local residential street—Stellar Drive and paved walk. The runoff from this basin drains to a sump inlet at design point d2. Basin E1, 0.42 acres and 81.3% impervious is comprised of a local residential alley, and multi- family residential units. The runoff for this basin will be treated for water quality in pond P366. Basin E2, 0.73 acres and 78.1% impervious is comprised of a road (Lunar Court) and a residential Cul-de-Sac. Runoff from this basin will drain into a sump inlet and will be treated for water quality in Pond 366. Basin E3, 0.23 acres and 78.1% impervious is comprised of a private parking lot. The runoff from this basin drains to design point 3e. Basin E4, 0.17 acres and 62.6% impervious is comprised of a recreation facility. Runoff from this basin drains directly into the adjacent water quality pond P366. Basin E5, 0.38 acres and 37.4% impervious is comprised of a recreation facility. Runoff from this basin drains directly into the water quality pond P366. 7 College & Trilby Multi-Family Community Final Drainage Report Basin E6 0.86 acres and 6.3% impervious is comprised of the water quality detention pond P366. Basin F1, 1.20 acres and 31.9% impervious, is composed of the overflow channel between pond P366 and pond P363, as shown within section CC on the drainage maps Basin OF1, 0.53 acres and 12.2% impervious, is composed of an overflow swale that captures runoff from Skyview South, First Filing. Runoff in the overflow swale is routed to detention pond P363. Basin G1, 1.49 acres and 74.0% impervious, is composed of a residential alley, paved walk, paved driveways, and multi-family residential units. The runoff from this basin drains to an on-grade inlet within the alley at design point 1g. Basin G2, 0.62 acres and 83.1% impervious. This basin is composed of a residential alley, paved driveways, and multi-family residential units. The runoff from this basin drains to an on-grade inlet at design point 2g. Basin G3 has 1.06 acres, and 56.8% is impervious. This basin is composed of walks and residential units. The runoff from this basin drains to a series of inlets represented by design point 3g. Basin G4, 0.82 acres and 76.6% impervious is composed of residential alleys, paved driveways, and multi-family residential units. The runoff from this basin drains to a sump inlet at design point 4g. Basin H1 has 5.81 acres and is 7.3% impervious. This basin is composed of the detention facility P363 for the site. Runoff from this basin drains and is released to an outlet structure, where it goes directly east of the site under College Ave to the Prairie Dog Meadows Natural Area. 8 College & Trilby Multi-Family Community Final Drainage Report ONSITE SWMM SUB-BASINS DESCRIPTIONS Basin CT-1, 24.68 Acres and 53.4% impervious is composed the College & Trilby Multi-Family development. Runoff from this basin will be treated for water quality in the ADS isolator rows. Basin CT-2, 5.37 Acres and 45.7% impervious is composed the College & Trilby Multi-Family development, recreation center and onsite water quality pond P366. The conveyance between Pond P366 and Pond P363 is both channelized and piped in events greater than the 25 year and the channel will receive flow from the overflow weir. In events under the 25 year the runoff will be piped. Basin CT-3, 1.20 Acres and 31.7% impervious is composed of the overflow channel and adjacent lots. The water quality for this basin will be treated for water quality in the drainage channel as a grass buffer for water quality treatment. This is shown as basin F1 on the rational drainage maps F1. Basin CT-4 (111), 5.81 Acres and 7.3% impervious is composed of pond P363. Runoff from the townhomes adjacent to the pond will be treated for water quality as they drain down into the pond via a grass buffer. This is shown as basin H1 on the rational drainage maps. Basin OF-1, 0.53 Acres and 34.3% impervious is composed of the overflow channel and walk on the western boundary of the site. The conveyance between Pond P366 and Pond P363 is both channelized and piped in events greater than the 25 year. In events under the 25 year the runoff will be piped. OFFSITE SWMM SUB-BASINS DESCRIPTIONS The offsite basins delineated by Wilson and Company are shown in Appendix E. The comprehensive proposed drainage map and SWMM map are shown in Appendix F. The offsite basins are part of the Stone Creek master plan and have recently been updated to incorporate the College and Trilby Intersection improvements by Wilson and Company in February of 2024. 9 College & Trilby Multi-Family Community Final Drainage Report The existing onsite Basins B820 and B910 have been removed and replaced with additional sub basin to represent the site and the frontage for the site on W Trilby Road and South College Ave. These new basin are represent by basins CT-1 through CT04, OS1- OS6 and OF1. The offsite basins B930, B840, and B930 have been modified to conform to the proposed site grading and observed offsite drainage patterns. In addition, since B910B was part of the Trilby frontage and part of the existing site, this basin was modified, and basins OS1, OS2, OS3, and OS4 have been added to the frontage on Trilby Ave. Basins OS5 and OS6 were added to represent the frontage of South College Ave. The updated basins and delineations are shown in the proposed drainage map in Appendix F of this report. A comprehensive table - SWMM Model Comparison Table - shows the changes made to the basins as shown in Appendix B of this Report. The conveyance between Pond P366 and Pond P363 is both channelized and piped in events greater than the 25 year and the channel will receive flow from the overflow weir. In events under the 25 year the runoff will be piped. Basin OS1, 0.73 acres and 82.0% impervious is composed of the intersection of Mars Drive and West Trilby Road. Runoff from the intersection drains to an on-grade inlet, where it is piped and treated in a water-quality pond P366. From then on, the runoff is piped and drains via the overflow channel to the detention facility P363. Basin OS2, 2.03 acres, 48.3% impervious, is composed of the northern portion of West Trilby Road. The runoff from this basin drains into a roadside swale. The runoff drains to an inlet and is piped and treated in a water-quality pond P366. From then on, the runoff is piped and drains into a channel where it outfalls to the detention facility P363. Basin OS3, 0.32 acres and 71.5% impervious, is composed of the south portion of West Trilby Road and receives runoff. The runoff drains to a type D inlet from the CIP project and is piped and treated in a water quality pond P366. From then on, the runoff goes into a channel and outlet structure within a 30 " RCP pipe where it outfalls to the detention facility P363. 10 College & Trilby Multi-Family Community Final Drainage Report Basin OS4, 0.40 acres and 90.8% impervious this basin is composed of the south side of West Trilby Road and includes the ROW improvements associated with the College and Trilby project. The runoff from this basin drains into an on grade inlet built in Ridgewood Hills PUP First Filing. Basin OS5, 1.69 acres and 76.3% impervious this basin drains undetained to an existing 10' type R inlet on the western portion of South College Ave directly adjacent to the pond outfall for Pond P366. This inlet does not drain into the pond P363. The runoff from this basin drains to the outfall pipe via the 10' existing type R inlet. Basin OS6, 0.88 acres and 78.3% impervious this basin drains undetained along the north western portion of the site along South College Ave (east of the site) to a sump Inlet downstream of the site adjacent to South College Ave and Skyway Drive. Basin B770A, 0.36 acres, and 100.0% impervious, is composed of the southern portion of East Trilby Road and the College and Trilby intersection. Runoff from this basin drains to an on-grade type R inlet. Runoff is then piped to the water quality pond P366, and from there on the runoff is routed in the overflow channel and outlet structure within a 30 " RCP pipe to the detention pond P363. Basin B770B, 1.52 acres 89.0% impervious, composed of the eastern portion of South College Ave South of Trilby road. Runoff from this basin drains to an on-grade type R inlet and is piped to pond P363. Basin B900A, 0.48 acres and 95.0% impervious, is composed of east Trilby Road. Runoff from this basin drains to an on-grade type R-inlet; runoff is then piped to the water quality pond P366, and from there on, the runoff is routed in the overflow channel and outlet structure within a 30" RCP to the detention pond P363. Basin B900B, 0.56 acres and 100.0% Impervious. This basin is composed of the eastern portion of South College Ave north of the College and Trilby intersection. Runoff from this basin drains 11 College & Trilby Multi-Family Community Final Drainage Report to an on-grade type R-Inlet. The runoff is piped to the water quality pond P366, and from there on, the runoff is routed in the overflow channel and outlet structure with a 30" RCP to detention pond P363. Basin B910C, 1.30 acres and 90.0% impervious, this basin is composed of the northwestern quadrant of the College and Trilby intersection. Runoff from this basin drains to an on-grade type-R inlet. The runoff is piped to the water quality pond P366, and from there on the runoff is routed in the overflow channel and outlet structure with a 30" RCP to detention pond P363. Basin B920C, 1.71 acres and 66.0% impervious, is composed of commercial development, the College and Trilby intersection, and is situated on the southwest quadrant of the College and Trilby intersection. Runoff from this basin drains to an on-grade type R-Inlet; runoff is piped to the water quality pond P366, and from there on, the runoff is routed in the overflow channel and outlet structure with a 30" RCP to detention pond P363. Basin B910D, 0.46 acres and 100.0% impervious. This basin is composed of the right in and right for Ziggy's Coffee. Runoff from this basin drains to an on-grade type R inlet; runoff is then piped to the water quality pond P366, and from there on, the runoff is routed in the overflow channel and outlet structure with a 30" RCP to detention pond P363. Basin B920A, 3.82 acres and 20.0% impervious. This basin is composed of the southern portion of West Trilby Road. Runoff from this basin drains within a swale to a sump inlet; runoff is then piped to the water quality P366, and from there on, the runoff is routed in the overflow channel and outlet structure 30" RCP to detention pond P363. Basin B920B, 0.99 acres and 63.0% impervious. This basin is composed of the southern portion of West Trilby Ave. The runoff from this basin is conveyed within a swale to a sump inlet; runoff is then piped to the water quality pond P366, and from there on, the runoff is routed in the overflow channel and outlet structure with a 30" RCP to detention pond P363. 12 College & Trilby Multi-Family Community Final Drainage Report Basin B910A, 2.99 acres and 74% impervious, is composed of Southgate Church and Ziggy's Coffee. This basin drains to a detention pond situated near the northwest corner of the basin and ultimately passes through pond P366 and Pond P363. B830, 7.82 acres and 45% impervious; this basin is composed of Skyview South First Filing. The runoff from this basin drains into a pan along side the eastern portion of the back of lots within the subdivision. The runoff from this pan will overtop and go into an adjacent swale in the 100- year event where the runoff will be detained in pond P363. B840 11.79 acres and 45 % impervious; this basin is composed of Skyview South First Filing. The runoff from this basin drains into a pan along site the eastern portion of the back of lots within the subdivision. The runoff from this pan will overtop and go into an adjacent swale, where the runoff will be detained in detention pond P363. B930 4.71 acres and 31.2 % impervious; this basin is composed of the First Will Baptist Church at 320 W Trilby Road. Runoff from this basin is detained in detention pond P930. Runoff from this basin is released and ultimately is treated for water quality within pond P366 and is detained within pond 363.This basin's southern boundary was slightly modified to account for the Frontage on W. Trilby Ave. B876 16.97 acres and 60% impervious; this basin is made up of a social services organization owned by Foothills Gateway Inc. that is composed of buildings and parking lots. This basin was slightly modified to account for an inlet to accept runoff from basin B830 and B840, which drains via a pan. The Stone Creek master plan specifies that B830 and B840 drain into pond P363. The runoff from this basin drains to an existing swale on the western boundary of the College and Trilby site and does not drain onto the College and Trilby Multi-Family site. B850 17.24 acres and 10% impervious; this basin borders the northern boundary of the site and is composed of Mars Collector Roadway and a self-storage facility. This basin's southern boundary was slightly modified to tie into the northern boundary of the College and Trilby Multi-Family site. 13 College & Trilby Multi-Family Community Final Drainage Report For additional information on offsite drainage basins and ponds in series, refer to the Wilson and Company Stone Creek Proposed Conditions SWMM Schematic area of College and Trilby Intersection Enhancements Storm System dated February of 2024 within Appendix E and the Proposed SWMM map located in Appendix F. PROJECT DESCRIPTION PROJECT DESCRIPTION College & Trilby is a residential multi-family development that will consist of a recreation center, alleys, and local and collector roadways. The College & Trilby site will hold detention and water quality improvements for the College and Trilby in continuity with the Stone Creek Master Plan. PROPOSED DRAINAGE FACILITIES GENERAL CONCEPT The proposed improvements to the Trilby and College site will result in the developed condition being treated for water quality and detained. Low-impact development best management practices are proposed to improve the quality of runoff and aid in reducing peak flows. Specifically, ADS isolator rows are proposed near the central portion of the site to treat and provide water quality for the majority of the development. The remaining portion of the development will be treated for water quality in the smaller water quality pond (P366) along with the tributary area from the capital improvements to the Trilby and College intersection. Runoff from the site is captured in inlets located in the alleys and on grade and sump inlets along the curb and gutter. Runoff is conveyed in storm sewers, along the curb and gutter, and via surface flow to the detention facility. Secondly, surface overflow paths will be provided such that the 100- year storm flows remain at least one foot below the finished floor elevation at the time of the final drainage report. 14 College & Trilby Multi-Family Community Final Drainage Report WATER QUALITY/ DETENTION FACILITIES The majority of the water quality is treated within the onsite ADS isolator rows directly adjacent to pond P363 and via Grass Buffers—that make up a small portion of the site's treated impervious area. The majority of the site is treated by LID methods via the ADS isolator row. The remaining water quality within the site will be treated in tangent with water quality pond P366, which is tributary to the College and Trilby Capital improvements. The portion of the site that drains to the detention facility will drain over a grass buffer which will provide water quality treatment when the runoff drains over and infiltrates the soil and vegetation in a water quality event. The runoff that drains into the channel between pond 363 and 366 will act as a grass buffer, since the channel only receives overflow in events above the 25 year event. The large grass buffers provided within the channel and the detention pond will act similarly to a water quality LID. LOW IMPACT DEVELOPMENT A minimum of 75 percent of the new impervious surface area is treated by a Low-Impact Development (LID) best management practice (BMP) in accordance with City criteria. An illustrative LID/ Surface Map is provided in Appendix G, and the sizing calculations of the LID method is provided in Appendix D. DRAINAGE DESIGN CRITERIA REGULATIONS This report was prepared to meet or exceed the City of Fort Collins stormwater criteria. The City of Fort Collins Stormwater Criteria Manual (dated 2018)(FCSCM) and the Urban Drainage Flood Control District's (UDFCD) Drainage Criteria Manual (USDCM) Volumes 1, 2 and 3 were referenced as guidelines for this design. 15 College & Trilby Multi-Family Community Final Drainage Report FOUR-STEP PROCESS TO PROTECT RECEIVING WATERS The City of Fort Collins requires the Four Step Process to protect receiving waters. The four- step process incorporates reducing runoff volume, treating water quality capture volume, stabilizing streams, and implementing long-term source controls. Volume reduction is an important part of the four-step process and is fundamental to effective stormwater management. Per City criteria, a minimum of 75 percent of the new impervious surface area must be treated by a Low-Impact Development (LID) best management practice (BMP). The site incorporates underground ADS isolator rows, and a water quality pond designed to capture and treat at least 75% of the site's water quality capture volume. The isolator rows need to be properly cleaned and maintained to allow for long-term protection of the receiving waters. The proposed LID BMPs will have the effect of slowing runoff through the site and increase infiltration and rainfall interception by encouraging infiltration via the careful selection of vegetative cover. The dog park will have a waste station, crusher fines and an underdrain system to provide infiltration so that in a water quality event, a media of crusher fines with the underdrain system will effectively improve water quality. The water quality for the dog park will ultimately be treated in the ADS isolator rows. Some portions of the site do not drain directly to the ADS isolator rows or directly to the water quality treatment pond. These portions of the site do not include roadways or alleys, and there is a large degree of separation of land, generating a buffer to infiltrate and improve water quality. These areas the P363 and the overflow channel between Pond P363 and P366 are considered to be treated by a grass buffer bmp, the runoff is released out of Pond 363. The improvements will decrease the runoff coefficient from the site and are expected to have no adverse impact on the timing, quantity, or quality of stormwater runoff. The majority of the new impervious area is treated by the proposed isolator rows in the mid-eastern portion of the site. The remainder of the site is treated within water quality pond P366, as illustrated in the LID/Surface Map provided in Appendix G. Step 1 — Employ Runoff Reduction Practices All of the developed runoff through the site will be routed through the onsite detention pond at pond P363. The detention pond will restrict the flow rate of stormwater leaving the site and reduce the impact on downstream drainage areas. Additionally, the design will allow for greater than 75% of the project's added impervious area to be routed through an approved LID water quality treatment train. The onsite 16 College & Trilby Multi-Family Community Final Drainage Report water quality BMPs includes a water quality pond, underground ADS StormTech isolator rows, and grass buffers for water quality. Step 2— Implement BMPS that Provide a Water Quality Capture Volume The site incorporates underground ADS isolator rows, and a water quality pond designed to capture and treat at over 90% of the site's water quality capture volume. The isolator rows need to be properly cleaned and maintained to allow for long-term protection of the receiving waters.The proposed LID BMPs will have the effect of slowing runoff through the site lot and increasing infiltration and rainfall interception by encouraging infiltration and careful selection of vegetative cover. Step 3—Stabilize Drainageways The stormwater improvements at College and Trilby improves the existing condition by eliminating flows overtopping College Ave at Pond P363 and at Pond P366. Step 4— Implement site-specific and other source-control BMPs The dog park will have a waste station, crusher fines, and an underdrain system to provide infiltration so that in a water quality event, a media of crusher fines with the underdrain system will effectively improve water quality before it is ultimately treated in the underground ADS StormTech isolator rows.An erosion control plan and Stormwater Management Plan will be implemented to prevent erosion and control sediment on the project site and downstream drainage ways during and after construction. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The master drainage report for the Stone Creek Drainage Basin was prepared by ICON Engineering, Inc. City of Fort Collins Stone Creek Basin Selected Plan of Improvements; Icon Engineering, Inc., October 2018.JR Engineering is following the general recommendations.The City of Fort Collins College and Trilby intersection improvements plans are directly tributary to the site. The College and Trilby, intersection improvement plan is being developed, and the Stone Creek basin master plan has been modified in a memorandum from Wilson and Company dated 12/2023 that has been approved by the City of Fort Collins. Wilson and Company has designed the College and Trilby intersection improvements and provided an updated corrected effective SWMM and proposed SWMM model for the site. JR Engineering is updating and building off the Proposed SWMM model for the College and Trilby-Multi Family Development. JR 17 College & Trilby Multi-Family Community Final Drainage Report Engineering has incorporated the drainage improvement from College and Trilby into the site by incorporating the site into the Wilson and Company's design and the 2018 Stone Creek Master Plan (the SC_100Yearprop SWMM model). The Wilson and Company modeled pond P366 as a water quality pond with detention and improved overtopping onto College Ave. JR Engineering is proposing that the smaller pond P366 be utilized as a water quality pond with some detention, where an overflow channel will be built, and the majority of the runoff will be detained in the larger pond - P363. The 30" RCP under College Avenue directly adjacent to pond P363 will not be upsized to a 48" RCP per option B of the Stone Creek basin master plan. The capacity of the existing 30" pipe is 60 cfs. Wilson and Company modeled the large pond with new LiDAR topo and reduced the overtopping onto College Ave from the corrected effective condition to the proposed condition. JR Engineering has eliminated overtopping onto College Ave. The stormwater improvements at College and Trilby improve the existing condition by eliminating flows overtopping College Ave at Pond P363 by adding additional volume to the detention pond. Overflow onto College Avenue from Pond P366 is no longer present. Pond 366 will serve as a water quality pond with additional attenuation provided up to the overflow weir (approximately 2ft). The overflow channel between pond 366 and pond 363 element P366—OVERFLOW—CHANNEL, as shown within section CC in the Drainage Map within Appendix F - receives flow overtopping from the weir in an event between the 25-year and 50-year. The water quality Pond 366 was sized for onsite and offsite tributary area. To develop a rating curve in SWMM, the volume used to calculate the WQCV in P366 was done in an MHFD spreadsheet; the area in the spreadsheet override was multiplied by 1.2 to account for sediment accumulation in accordance with the City of Fort Collins Criteria. Table 1, as shown below, shows the 100-year volume and 100-year WSELV. Table 2 shows the maximum release rate(s)for the detention for the facilities on site. Table 3 shows the approximate onsite pond drain times modeled within SWMM. Table 1: Pond Volumes Pond ID 100-YR Vol. 100-YR PEAK POND (Acre-Ft) WSELV RELEASE (CFS) P363 9.78 5006.04 55.00 P366 1.41 5024.52 108.73 18 College & Trilby Multi-Family Community Final Drainage Report The water quality volume for P366 is 0.444 Acre-ft. — in a water quality event. Table 2: 100 YR Release Rates Description Link ID Release Rate (CFS) Total overflow from pond P366 P366—OVERFLOW—CHANNEL 60.87 and runoff from channel basin. Runoff over Weir in Pond P366 WEIR P366 60.21 Runoff Through WQ Orifice and P366_WQCV_OUTLET 51.55 unrestricted 30" outlet pipe. Total outflow from Pond P363 in P363 OUTFALL 55.00 48" RCP at 60 cfs capacity. Not being upsized to 48" downstream. Capacity is limited to a 30" pipe. Table 3: Approx. Drain Times Description 5—Year Drain Time (hrs.) 100—Year Drain Time (hrs.) P366 68 82 P363 67 85 CTL Thompson conducted groundwater monitoring for the site - the groundwater borings and locations are shown in Appendix E of this report. The detention outfall elevation for Pond P363 will remain the same as it is in its current configuration. The proposed Storm-Tech isolator rows are situated at the current ground-level elevation per the proposed grading changes. Due to this area being elevated with the proposed grading, there is no adverse impact on the groundwater for the ADS Storm-Tech isolator rows. The water quality facility at Pond P366 is anticipated to be built before construction starts on the College and Trilby Multi-Family Community is developed. Pond P366 will be constructed by the City of Fort Collins for the College and Trilby Intersection improvements. Pond P366 will have its outlet structure replaced to accommodate the College and Trilby development, and the grading of the pond will be modified to have an access road from Stellar Drive. HYDROLOGIC CRITERIA Weighted percent imperviousness was calculated for each basin using the Fort Collins Stormwater Criteria Manual Table 3.2-2 for each basin. EPA SWMM version 5.2 (Build 5.2.2) was used to model the runoff for the site since the corresponding tributary area of the site is over 20 acres,and there are multiple 18 College & Trilby Multi-Family Community Final Drainage Report detention basins upstream of the site that are in series with one another. The City of Fort Collins area has rainfall depths associated with the table below, as shown in Chapter 5 of the Fort Collins Stormwater Criteria Manual. The corresponding site and tributary area were modeled in SWMM for the 2-year storm and the 100-year storm and are shown in Table 4.1-4 below. Table 4.1-4. IN Table for SWMM Intensity Intensity Intensity Intensity Intensity Intensity Duration 2-year 5-year 10-year 25-year 50-year 100-year min in/hr in/hr in/hr inlhr in/hr 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 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 0.19 027 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 HYDRAULIC CRITERIA StormCAD was utilized to determine the hydraulic capacity of the storm sewer system on site. Headloss coefficients were input as recommended by AMEC. "Modeling Hydraulic and Energy Sewer Gradients in Storm Sewers: A Comparison of Computational Methods." UDFCD, 6 Oct. 2009. The stormCAD V8i input/results are shown in Appendix C. Additionally, hydraulic calculations for items such as street capacity, inlet capacity, swales, channels,and the emergency spillway are provided within the Final Drainage Report. The emergency spillway for pond P363 will not see flows overtopping College Avenue unless the outlet structure is clogged in the 100 year event. Pond 363 has been graded to attenuate and detain runoff 19 College & Trilby Multi-Family Community Final Drainage Report and release into the 48" pipe, which is reduced downstream to a 30" pipe and has the capacity of a 30" pipe. FLOODPLAIN REGULATIONS COMPLIANCE As previously stated, the site lies within FEMA Zone X, areas which are determined to be outside the 0.2% annual chance floodplain. The site is not located within a FEMA regulated floodplain, as shown in Appendix A in the FEMA attachments. The site is also not located in the City of Fort Collins Floodplain, as shown in Appendix A in the City of Fort Collins Flood map. MODIFICATIONS OF CRITERIA The site does not treat 100% of modified/ added impervious areas with traditional BMPs. 98.89% of modified added onsite impervious area is treated for water quality. The small portion of runoff that is untreated is from the overflow-swale on the western portion of the site composed of Basin OF1. This basin is not directly tributary to any streets, alleys or roofs and will not negatively impact the water quality of the site. EROSION CONTROL A statement of compliance with Erosion Control Criteria and all Erosion Control Materials will be provided with the Final Drainage Report. CONCLUSIONS COMPLIANCE WITH STANDARDS The hydrologic and water quality calculations were performed using the required methods as outlined in the City of Fort Collins Stormwater Criteria Manual. The proposed drainage improvements meet or exceed the City's requirements. This large detention pond (P363) is not held to the typical City of Fort Collins detention release rates of the 2-year pre-developed event but the Stone Creek master plan release rate of 60 cfs.This drainage report is in compliance with the detention requirement and recommendations set forth within the Stone Creek drainage master plan. Pond P363 has been graded in and designed to attenuate the runoff from the College and Trilby Multi-Family site. The large detention facility(P363)does not exceed the existing maximum 60 cfs release rate, and there is an overflow channel with water quality and additional attenuation provided within pond P366. 20 College & Trilby Multi-Family Community Final Drainage Report DRAINAGE CONCEPT The proposed concept for the development of the Trilby College site involves surface flows and piping of developed condition and offsite flow to the water quality pond, an onsite water quality facility with ADS isolator rows, and the runoff for the site will be treated at detention facility P363 onsite. All the offsite flows will be conveyed through the site and directly released at a rate under 60 cfs in compliance with the Stone Creek Master plan. The existing conditions drainage patterns are maintained in the proposed. The proposed improvements will have no adverse impacts on the flow rate, character, or quality of runoff leaving the site. The proposed improvements will have no adverse impacts on adjacent properties. 21 College & Trilby Multi-Family Community Final Drainage Report REFERENCES Fort Collins Stormwater Criteria Manual; City of Fort Collins, Colorado, December 2018. Urban Storm Drainage Criteria Manual (Volumes 1, 2,and 3); Urban Drainage and Flood Control District, June 2001. City of Fort Collins Stone Creek Basin Selected Plan of Improvements; Icon Engineering, Inc., October 2018 Stone Creek SWMM Modeling for the College and Trilby Intersection Enhancements Project; Wilson and Company, April 2022 22 College & Trilby Multi-Family Community Final Drainage Report APPENDIXA - FIGURES 0 �z E SKYWAY DR SITE J�v � J J 0 U (n E TRILBY RD VICINITY MAP COLLEGE & TRILBY — ZOCALO JOB NO. 39793.03 12/21/2023 SHEET 1 OF 1 1000 500 0 1000 ORIGINAL SCALE: 1" = 1000' J-R ENGDMERMG A Westrian Company CellerM 303-740-M•C49-ado*rW 70--593-M Fat Cams 970-49�9888•wwwrffgnwftw Hydrologic Soil Group—Larimer County Area,Colorado � - a 0 e 0 o 493000 493100 493200 493300 49340D 493500 4936M 40°30'9"N =- _ Fj� 40°30'9"N Mir Id�O'i T F a � � lr a r • 1 sr AP y 1 ,� 287 _ I I ... 1 N Soil Map m y n;ot be slid at t,Micale. y,l„ 40°29'38"N F' , t I .1.�` i��_- 1 `u. 40°29'38"N 493000 493100 4932DO 493300 493400 493500 493600 3 3 o b Map Scale:1:4,640 fi printed on A portrait(8.5"x 11")sheet. c o Meters N ° 0 50 100 200 300 Feet 0 200 400 800 1200 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 13N WGS84 USDA Natural Resources Web Soil Survey 12/30/2020 Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Larimer County Area,Colorado MAP LEGEND MAP INFORMATION Area of Interest(AOI) 0 C The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 0 CID 1:24,000. Soils © D Warning:Soil Map may not be valid at this scale. Soil Rating Polygons A Not rated or not available Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil F—] AID Water Features line placement.The maps do not show the small areas of Streams and Canals contrasting soils that could have been shown at a more detailed 0 B scale. Transportation B/D *.. Rails Please rely on the bar scale on each map sheet for map 0 C measurements. � Interstate Highways 0 C/D US Routes Source of Map: Natural Resources Conservation Service Web Soil Survey URL: 0 D Major Roads Coordinate System: Web Mercator(EPSG:3857) 0 Not rated or not available Local Roads Maps from the Web Soil Survey are based on the Web Mercator Soil Rating Lines Background projection,which preserves direction and shape but distorts q distance and area.A projection that preserves area,such as the Aerial Photography Albers equal-area conic projection,should be used if more .-.. AID accurate calculations of distance or area are required. ++� B This product is generated from the USDA-NRCS certified data as ti B/D of the version date(s)listed below. C Soil Survey Area: Larimer County Area,Colorado Survey Area Data: Version 15,Jun 9,2020 r.i CID Soil map units are labeled(as space allows)for map scales ... D 1:50,000 or larger. Not rated or not available Date(s)aerial images were photographed: Aug 11,2018—Aug Soil Rating Points 12,2018 p A The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background E3 AID imagery displayed on these maps.As a result,some minor B shifting of map unit boundaries may be evident. B/D USDA Natural Resources Web Soil Survey 12/30/2020 Conservation Service National Cooperative Soil Survey Page 2 of 4 Hydrologic Soil Group—Larimer County Area,Colorado Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 35 Fort Collins loam,0 to 3 C 1.6 4.2% percent slopes 1 36 Fort Collins loam,3 to 5 C 0.71 1.7% percent slopes 54 Kim loam,3 to 5 percent B 11.2 28.8% slopes 56 Kim-Thedalund loams,3 B 20.1 51.5% to 15 percent slopes 63 Longmont clay,0 to 3 D 4.1 10.6% percent slopes 65 Midway clay loam,5 to D 1.2 3.0% 25 percent slopes 119 Wiley silt loam,3 to 5 B 0.1 0.1% percent slopes Totals for Area of Interest 39.01 100.0% USDA Natural Resources Web Soil Survey 12/30/2020 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Larimer County Area,Colorado Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D)and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 12/30/2020 Conservation Service National Cooperative Soil Survey Page 4 of 4 National Flood Hazard Layer FIRMette FEMA Legend 10505'3"W 40029'54"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT { .. Without Base Flood Elevation(BFE) Zone A.V.A99 SPECIAL FLOOD With BFEE or Depth Zone AE.A0.AH.VE,AR 1'f he mid HAZARD AREAS Regulatory Floodway � � 0.2%Annual Chance Flood Hazard Areas jT• of 1%annual chance flood with average e + depth less than one foot or with drainage areas of less than one square mile zone x Future Conditions 1%Annual y Chance Flood Hazard Zone r, Area with Reduced Flood Risk due to I! OTHER AREA F Levee.See Notes. Zone x 4 0 SO FLOOD HAZARD Area with Flood Risk due to Leveezone o Jr r - r- NO SCREEN Area of Minimal Flood Hazard zonex _ + Q Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zone �• # GENERAL -—-- Channel,Culvert,or Storm Sewer •r +. STRUCTURES i I I i I I i Levee,Dike,or Floodwall � III � J Cross Sections with 1%Annual Chance � a � 117•5 Water Surface Elevation � e- - - Coastal Transect y �T— • �++• - ..« w— Base Flood Elevation Line(BFE) Limit of Study Jurisdiction Boundary F • —--- Coastal Transect Baseline OTHER _ Profile Baseline FEATURES Hydrographic Feature •. r r Digital Data Available N + No Digital Data Available MAP PANELS Unmapped The pin displayed on the map is an approximate ► point selected by the user and does not represent an authoritative property location. _ + This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. r * The basemap shown complies with FEMA's basemap J accuracy standards The flood hazard information is derived directly from the * - - authoritative NFHL web services provided by FEMA.This map was exported on 5/4/2022 at 10:48 AM and does not reflect changes or amendments subsequent to this date and time.The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear:basemap imagery,flood zone labels, legend,scale bar,map creation date,community identifiers, 105°4'26"W 40029'27"N FIRM panel number,and FIRM effective date.Map images for Feet 1:6 000 unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes. Basemap:USGS National Map:Orthoimagery.-Data refreshed October,2020 National Flood Hazard Layer FIRMette FEMA Legend 10505'6"W 40030'17"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Iowa 4 ' Without Base Flood Elevation(BFE) 41101_ - - Zone A.V.A99 �h SPECIAL FLOOD With BFE or Depth zone AE.AO.AH.VE,AR HAZARD AREAS Regulatory Floodway v f 0.2%Annual Chance Flood Hazard,Areas of 1%annual chance flood with average depth less than one foot or with drainage h areas of less than one square mile zone x Future Conditions 1%Annual �.. Chance Flood Hazard zone x Ott Area with Reduced Flood Risk due to Sr 11 OTHER AREAS OF Levee.See Notes.zone x F + + n FLOOD HAZARD Area with Flood Risk due to Leveezooe D Ar6 NOSCREEN Area of Minimal Flood Hazard Zonex �} V Q Effective LOMRs OTHER AREAS Area of Undetermined Flood Hazard zone D ' * GENERAL -—-- Channel,Culvert,or Storm Sewer I , ( STRUCTURES i I I i I I i Levee,Dike,or Floodwall NM , Cross Sections with 1%Annual Chance R zo.z oil. 117.5 Water Surface Elevation Q$AREA L FLOOD HA WARD} e— — — Coastal Transect ..« w— Base Flood Elevation Line(BFE) Limit of Study T6N R-69W 11 Ti3W R69 !312 — Jurisdiction Boundary B — Coastal Transect Baseline OTHER _ Profile Baseline FEATURES Hydrographic Feature Digital Data Available N 1M. r • No Digital Data Available t - MAP PANELS Unmapped The pin displayed on the map is an approximate r point selected by the user and does not represent i an authoritative property location. [ f �- "wu Y This map complies with FEMA's standards for the use of . = digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA.This map 4 was exported on 5/4/2022 at 10:59 AM and does not { reflect changes or amendments subsequent to this date and ♦ y time.The NFHL and effective information may change or s ' become superseded by new data over time. M ti _ map a is void if the one or more of the following— P image g map P elements do not appear:basemap imagery,flood zone labels, legend,scale bar,map creation date,community identifiers, FIRM panel number,and FIRM effective date.Map images for Feet 10504'28"W 40029-49"N unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 1:6'�� regulatory purposes. Basemap:USGS National Map:Orthoimagery:Data refreshed October,2020 .F6rt_Co1hns FCMaps m .� 1 I64P, Legend e kip j ®� € FEMA Floodplain / A � ,� - ■ FEMA High Risk-Floodway ®- / ElFEMA High Risk-100 Year JimFEMA Moderate Risk-100/500 Y City Floodplains // �� ®�® �` ■ City High Risk-Floodway ® ® City High Risk-100 Year ��• ®®� City Moderate Risk-100 Year e®� ® LJI City Limits a If ®° mild�_ � IN _ � J r it411 IL ® l = 1: 6,859 e J Notes 1,143.0 0 571.50 1,143.0 Feet This map is a user generated static output from the City of Fort Collins FCMaps WGS_1984_Web_Mercator_Auxiliary_Sphere Internet mapping site and is for reference only.Data layers that appear on this map may or may not be accurate,current,or otherwise reliable. City of Fort Collins-GIS College & Trilby Multi-Family Community Final Drainage Report APPENDIX B - HYDROLOGIC CALCULATIONS COMPOSITE%IMPERVIOUS CALCULATIONS Subdivision:Collegeand Trilby Project Name: Collegeand Trilby Location:Fort Collins Proj,a No.:39823.00 Calculated Bv:AM Checked Bv: Date: 12/5/24 1 2 5 6 9 10 12 13 14 Paved Roads and Walks G-17 Roofs lawns Basins Totals Weighted Weighted Weighted Weighted Weighted% Basin lD TotalArea(ac) %Imp. Area(ac) %Imp %Imp. Area(ac) %Imp %Imp. Area(ac) %Imp %Imp. Area(ac) %Imp. I.P. Al 1.90 100% 0.15. 7.8%. 40% 0.00 0.0% 90% 0.14 6.4% 2% 1.62 1.7% 16.0% A2 1.79 100% am27.0% 40% O.W 0.0% 90% OA8 24.0% 2% 0.83 0.9% 51.9% A3 1.62 100% 0.42 26.1% 40% 0.09 2.1% 90% 0.15 8.4% 2% 1.05 1.3% 38.0% A4 0.42 100% 0.25 58.4% 40% O.W 0.0% 90% 0.00 0.0%. 2% C.18 a." 59.3% A5 0.75 1W% 0.36 47.9% 40% O.W 0.0% W% 0.17 20.5% 2% 0.22 0.6% ..0% A6 0.47 10 0.35 72.9% 40%. O.W 0.0% 90% 0.00 0.0% 2% an 0.5% 73.5% A7 1.26 IW% 0.45. 31.7% 40% O.W O.o% 90% 0.40 28.6% 21 0.41 0.7% 65.0% -A8 0.30 100% 0.20 64.9% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.11 0.7% 65.6% A9 0.18 100% 0.11 65.0% 40% O.W 0.0% 90% 0.00 0.0% 2% 0.06 0.7% 65.7% B1 0.63 300% 0.28 43.7% 40% ON 0.0% 90% 0.23 32.1% 2% 0.13 0.4% 76.3% B2 1.17 1W% 0.06 5.1% 40% O.W 0.0% 90% O.W 0.0% 2% 1.11 1.9% 7.0% C1.1 3.82 SW% 1.16 30.3% 40%. 0.00 0.a% 90% 0.55 13.1% 2% 2.11 1.1% 44.5% C1.2 0.72 100% 0.16 22.9% 40% 0.00 0.0% 90% 0.11 13.9% 2% G." 1.2% 38.1% C1.3 0.18 100% 0.07 38:8% 40% O.W 0.0% 90% 0.05 26.7% 2% 0:06 0.5% 66.2% C2 1.12 IW% 0.45 40.4% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.67 1.2% 41:6% 0 2.22 100% D.88 39.7% 40% O.W 0.0% 90% 0.14. 29.9% 2% LAO 0.5% 70.2% C4.1 0,82 100% 0.47 57.1% 40% O.W 0.0% 90% 0.09 9.7% 2% 0.26 0.6% 67.5% C4.2 1.76 1W% 0.51 29.2% 40% O.W 0.0% 90% 0.43 21.9% 2% 0.81 ➢.9% 52.1% C5 1.34 100% 0.86 64.3% 40% 0.0 0.0% 90% 0.00 0.0% 2% 0.48 0.7% 65.0% DI 0.29 1W% 0.22 75.6% 40% O.W 0.0% 90% 0.22 0.0% 2% 0.07 0.5% 76.1% 02 0.50 10 0.26 53.0% 40%. O.W 0.0% 90% 0." 13.9% 2% 0.16 0.6% 67.5% El 0.42 IW% 0.20 47.0% 40% O.W O.o% 90% 0.16 34.l% 2% 0.06 0.3% 81.3% E2 0.73 100% 0.57 77.7% 40% 0.0 0.0% 90% 0.00 0.0% 2% 0.16 0.4% 78.1% E3 0.23 100% 0.18 77.6% 40% 0.00 O.O% 90% 0.00 0.0% 2% 0.05 0.4% 78.1% E4 0.17 300% 0.08 46.6% 40% O.W 0.0% 90% 0.03 15.2% 2% 0.06 0.7% 62.6% E5 0.38 SW% 0.11 28.0% 4M 0.W 0.0% 90% 0.03 8.1% 2% 0.24 1.3% 37.4% E6 0.86 1W% 0.04 4.4% 40% O.W 0.0% 90% O.W 0.0% 2% 0.82 1.9% 6.3% OR 0.53 SW% 0.06 10.4% 40%. 0.00 0.a% 90% 0,00 0.0% 2% 0.47 1:8% 12.2% FI 1.20 100% 0.07 6.0% 40% O.W 0.0% 90% 0.32 24.3% 2% 0.81 1.3% 31.7% GI 1.49 IW% 0- 49.1% 40% O.W 0.0% 90% 0.41 24.5% 2% 0.35 0.5% 74.0% G2 0.62 IW% 0.29 46.3% 40% 0.0 0.0% 90% 0.25 36.5% 2% 0.08 0.3% 83.1% G3 1.06 100% 0.16 15.5% 40% O.W 0.0% 90% OA8 40.5% 2% 0A2 0.8% 56.8% G4 0,82 300% 0.50 60.6% 40% 0.00 0.0% 90% 0.14 15.5% 2% 0.18 0.4% 76.6% HI 5.81 100% 0.20 3.5% 40% O.W 0.0% 90% 0.12 1.9% 2% 5.48 1:9% 7.3% TOTAL 39.59 42.4% 051 L.. 1W% 0.60 81.6% 40% O.W 0,0% 90% 0.00 0.0% 2% 0.14 0.- 82.0% OS2 2.03 10 0.66 32.3% 40%. O.W 0.0% 90% 0.33 14.7% 2% 1.38 1.4% 48.3% OS3 0.32 100% 0.23 70.9% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.09 0.6% 71.5% 054. 0.40 100% 0.36 90.6% 40% 0.0 0.0% 90% 0.00 0.0% 2% 0.04 0.2% 90.8% O55 1.69 IW% 1.28 71.8% 40% O.W 0.0% 90% 0.00 0.0% 2% OAT 0.5% 76.3% OS6 0.88 300% 0.63 71.7% 40% O.W 0.0% 90% 0.00 0.0% 2% 0.25 0.6% 72.2% B920A 4.56 20.0% B830 7.82 45.0% 8840 11.79 45.0% B850 17.24 10.0% 5930 4.71 IW% 1.02 217% 40% O.W 0.0% 90% 0.42 B.0% 2% 3.69 1:6% 31.2% B910A IN 74.0% B910C 1.30 90.0% 99IDD 0.46 MO% enper✓mn nee Avbu X�Nmwmau�»iaxsa.alwMmq�sfsJs3 calms Cep xmvWe.zoi� ese l!I Ivvmz4 COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Subdivision:College and Trilby Project Name:College and Trilby Location:Fort Collins Project No.:39823.00 Calculated By:ARI Checked By: Date:12/5/24 1.0 4.0 5:0 R.0 11.0 13.0 13.0 14.0 15.0 is.0 1].0 18.0 1R.0 Paved Roads/Ashphalt/Concrete ] Roofs Gravel Gravel lawns Total Area Basins Total Weighted 2 Basins Total Weighted 100 Basin ID (ac) Hydrologic Runoff Area(ac) 2-YEAR[ 300-YEAR[ Runoff grea lacy 2-YEAR[ 100-YEAR[ Runoff Area(at) 2-YEAR[ 100-YEAR[ Runoff Area(a2) 2-YEAR[ 100-YEAR[ YEAR[ YEAR[ Soils Group Coeffiden! Coefficient [oeffiden! Coefficient Al 1.90 B 0.95 0.15 0.07 0.09 0.95 M14 0.07 0.08 0.50 0.00 0.00 0.00 0.15 1.62 0.13. 0,16 0.27 0.34 A2 1.79 B/D 0.95 0.48 0.26 0.32 0.95 M48 0.25 0.32 0.50 0.00 0.00 0.00 0.20 0.83 0.09 0,12 0.60 0.75 A3 1.62 B 0.95 0.42 0.25 0.31 0.95 Mis 0.09 0.11 0.50 0.09 0.03 0.03 0.25 1.05 0.16 0.20 0.50 0.62 A4 0.42 B 0.95 0.25 0.56 0.69 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 FAR 0.08 0.10 0.64 0.80 A5 0.75 B/D 0.95 0.36 0.46 0.57 0.95 M17 0.22 0.27 0.50 0.00 0.00 0.00 0.20 0.22 0.06 0.07 0,73 0.91 A6 0.47 D 0.95 0.35 0.69 0.87 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.25 0.13 0.07 0,08 0,76 0.95 A7 1.26 B 0.95 0.45 0.34 0.42 0.95 M40 0.30 0.38 0.50 0.00 0.00 0.00 0.25 0.41 0.08 0,10 0,72 0.90 A8 0.30 A 0.95 0.20 0.62 0.77 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.11 0.07 0,09 0.69 0.86 A9 0.18 A 0.95 0.11 0.62 0.77 0.95 0.00 0.00 0.00 0.50 1 0.00 0.00 0.00 0.20 0.06 0.07 0,09 0.69 0.86 BI 0.63 D 0.95 FIR 0.42 0.52 0.95 M23 0.34 0.42 0.50 0.00 0.00 0.00 0.20 0.13 0.04 0.05 0.80 0.99 B2 1.17 D 0.95 0.06 0.05 0.06 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.25 1.11 0.24 0,30 0.29 0.36 DI 0.29 D 0.95 0.22 0.72 0.90 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.07 0.05 0,06 0,77 0.96 D2 0.50 D 0.95 0.26 0.50 0.63 0.95 0.08 0.15 0.18 0.50 0.00 0.00 0.00 0.20 0.16 0.06 0,08 0,71 0.89 C1.1 3.82 B 0.95 1.16 0.29 0.36 0.95 0.55 0.14 0.17 0.50 0.00 0.00 0.00 0.25 2.11 0.14 0,17 0.56 0.70 C1.2 0.72 B/C 0.95 0.16 0.22 0.27 0.95 0.11 0.15 0.18 0.50 0.00 0.00 0.00 0.20 0.44 0.12 0.15 0.49 0.61 C1.3 0.18 B/C 0.95 0.07 0.37 0.46 0.95 0.05 0.28 0.35 0.50 0.00 0.00 0.00 0.20 0.06 0.06 0.08 0.71 0.89 C2 1.12 B 0.95 0.45 0.38 0.48 0.95 0.00 0.130 0.00 0.50 0.00 0.00 0.00 0.20 0.67 0.12 0.15 0.50 0.63 C3 2.22 B 0.95 0.88 0.38 0.47 0.95 0.74 0.32 0.39 0.50 0.00 0.00 0.00 0.25 0.60 0.07 0.08 0.76 0.95 C4.1 0.82 B 0.95 0.47 0.54 0.68 0.95 0.09 0.10 0.13 0.50 0.00 0.00 0.00 0.20 0.26 0.06 DG8 0.71 0.89 C4.2 1.76 B 1.95 0.51 0.57 0.71 1.95 0.43 0.48 0.59 1.50 0.00 0.00 0.00 1.20 0.81 0.56 0.70 1.00 1.00 C5 1.34 B 0.95 0.86 0.61 0.76 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.20 0.48 0.07 0.09 0.68 0.85 E1 0.42 B/D 0.95 0.20 0.45 0.56 0.95 0.16 0.36 0.45 0.50 0.00 0.00 0.00 0.20 0.06 0.03 DG4 0.84 1.00 E2 0.73 B 0.95 0.57 0.74 0.92 0.95 0.00 0.130 0.00 0.50 0.00 0.00 0.00 0.15 0.16 0.03 0.04 0.77 0.96 E3 0.23 B 0.95 0.18 0.74 0.92 0.95 0.00 0.130 0.00 0.50 0.00 0.00 0.00 0.15 0.05 0.03 DG4 0.77 0.96 E4 0.17 B/D 0.95 0.08 0.44 0.55 0.95 0.03 0.16 0.20 0.50 0.00 0.00 0.00 0.20 0.06 0.07 0.09 0.68 0.85 65 0.38 D 0.95 0.11 0.27 0.33 0.95 0.03 0.09 0.11 0.50 0.00 0.00 0.00 0.25 0.24 0.16 0.20 0.51 0.64 E6 0.86 B/D 0.95 0.04 0.04 0.05 0.95 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.25 0.82 0.24 0.30 0.28 0.35 F1 1.20 B/D 0.95 0.07 0.06 0.07 0.95 0.32 0.26 0.32 0.50 0.00 0.00 0.00 0.20 0.81 0.13 0,17 0.45 0.56 GI 1.49 B 0.95 0.73 0.47 0.58 0.95 0,41 0.26 0.32 0.50 0.00 0.00 0.00 0.15 0.35 0.04 0.04 0.76 0.95 G2 0.62 B 0.95 0.29 0.44 0.55 0.95 0.25 0.39 0.48 0.50 0.00 0.00 0.00 0.15 0.08 0.02 0.02 0.84 1.00 G3 1.06 B 0.95 0.16 0.15 0.18 0.95 0.48 0.43 0.53 0.50 0.00 0.00 0.00 0.11 0.42 0.06 0.07 0.63 0.79 G4 0.82 B 0.95 0.50 0.58 0.72 0.95 0.14 0.16 0.20 0.50 0.00 0.00 0.00 0.15 0.18 0.03 0.04 0.77 0.97 Hi 5.81 8. 0.95 0.20 0.03 0.04 0.95 0,12 0.02 0.03 0.50 0.00 0.00 0.00 0.20 5.48 0.19 0.24 0.24 0.30 CF1 0.53 B 0.95 0.06 0.10 0.12 0.95 0.00 0.0) 0.00 0.50 0.00 0.00 0.00 0.20 0.47 0.18 0.22 0.28 0.35 COMP. 37.06 0.56 0.69 Table 3.2-3.Frequeney Adjustment Factors Table 3.2-2,Surtace Type-11un.11 CAeffidents Sturm Retum Period Frequency Adjustment C%CF Surface T Runoff C-fficle.. (years) Factor(q) Hardscape or Hard Surface l.Do PRoowcr of C.C. CANNOT EXCEED THE Asphalt,Concrete 0,95 25 1,10 Rooftop 0.55 50 1.20 VALUE tlFl Recycled Asphalt 0.80 100 L25 Gravel 0,50 Pavers 0,50 tandscapa or Pervious SUHa[e Lawns,Sandy Soil,Flat Slap,,2% ,10 Lawns,Sardy Soil,Avg Slope 2-7% 0.13 Lawns,Sandy Soil,Steep Slope>7% 010 Lawns,Clayey Soil,Fiat Slope- 0.20 Lawns,Clayey Son,Av lo S e2-7% 0.25 Lawns,Clayey Soil,Steep Slc Ke 7% 0,15 %.r9]W W.e11�39'19303�Es i�n.rvre�0M93N ll�vim�CaLLv_Te�lere_N.dl.ilwv ege oP I IL52034 STANDARD FORM SF-2 TIME OF CONCENTRATION Subdivision:Colleaeand Trilbv ProjeRName: College and Trilbv Location:Fok Collins Project No.:39823.00 Calculated By: ARJ Checked By: Date:1215/24 x.0 0.0 ll� 6.0 1lc 15A a0:0 'c SUB-SMIN INIML/OVERLAND TRAVEL TIME x Timeof Concentr2tion-Check DATA (TI) (T4 IT.) FINAL BASIN O:A Hydrologic IrnPeNlous Cx. C L 5a tl.xw„ tl-aoorm L, 5, K VEL to COMP.t,yr,a.COMP.t,�oa.�.,,, TOTAL Urbanlxed t, t,aoo„n, ID a<) Solls OrOu (% k) I% min min ft (% k/s) mIn min (min) IEN[TH(ft (min) (min (min Al 1.90 B 16% 0.27 0.34 200 2.G% 79.8 73.4 403 2.0% 15.0 2.1 3.2 83.0 76.6 603.0 BA 13.4 13.4 A2 1.79 No 52% 0.60 0.75 40 10% 21.4 14.9 4. 1.1% 20.0 2.1 3.4 24.8 18.3 484.0 12.6 12.6 12.6 A3 1.62 B 38% 0.50 0.62 41.5 2.G% 26.4 20.9 420 2.3% 20.0 3.0 23 28.7 23.2 461.5 12.6 12.6 12.6 A4 0.42 B 59% 0.64 ..so 32.5 2.D% 17.9 1L7 404 2.8% 20.0 3.3 2.0 M3 13.7 436.5 UA 12.4 12.4 AS 0.75 B/D 69% 0.73 0.91 13 20% 9.1 4.6 374 1.7% 20.0 2.6 2.4 11A 6.9 387.4 12.2 11.4 6.9 A6 0.47 0 73% 0.76 0.95 13 2.0% 8.3 3.7 354 1.9% 20.0 2.7 2.2 10.1 5.8 367.0 0.0 10.5 5.8 A7 1.26 B 65%. 0.72 0.90 32 2.0% 14.5 7.6 393 1.9% 20.0 2.8 2.4 16.9 9.9 425.2 12.4 124 9.9 A6. Dan A 66% 0.69 .... 31 2.0% 15.9 9:3 183 2.2% 20.0 3.0 1.0 16.9 103 2I5.0 11.2 11, 10.3 A9 0.18 A 66% 0.69 0.86 32 2.0% 15.9 9.3 110 1.3% 20.0 2.3 0.8 16.7 10.1 141.8 10.8 10.81 10.1 BS D63 0 76%. DIM 0.91 21 8.0% 6.0 2.1 189 2.8% 20.0 3.4 0.9 6.9 3D 210.0 11.2 5.9 5.0 B2 1.17 D 7% 0.29 0.36 35 25.0% 14.2 13.0 364 1.2% 20.0 2.2 2.7 17.0 15.7 399.0 122 12.2 12.2 DI 0.29 D 76% 0.77 0.96 13 2.0% 8.2 3.5 243 2.4%. 20.0 3.1 1.3 9.5 4.8 2%.0 11A 9.5 5.0 D2 0.50 D 68% 0.71 0.89 13 2.0% 9.5 5.1 251 2.5% 20.0 9.2 1.3 10.8 6.4 264.0 11.5 10.8 6.4 C3.1 3.82 B 44% 0.56 0.70 32 2.0% 20.6 15:1 1018 1.0% 20.0 2.0 8.5 29.1 23.7 1050.0 15:8 15.8 15.8 C3.2 0.72 BIC 38% 0.49 0.61 44 2.0% 27.6 22.1 82 3.2% 20.0 3.6 0.4 28.0 22.5 125.6 10.7 10.7 10.7 C1.3 D.18 8/C 1,6% 0.71 0.B9 46 2.0% 17.8 9.6 53 3.0% 20.0 3.5 0.3 18.1 9A 99.0 10.6 10.6 9.8 C2 1.12 B 42% 0.50 0.63 32 2.0% 23.0 18.1 977 1.1% 20.0 2.1 7.7 30.6 25.8 1008.7 15.6 15.6 15.6 13 2.22 B 70% 0.76 0.95 8 1. 5.5 2A ii. 0.9% 20.0 1.9 TR 143 lal 874.1 14.9 14.3 10.6 C4.1 0.82 B 67% 0.71 0.89 13 2.0% 9.6 5.2 360 1.9% 20.0 2.8 2.2 11.8 7.4 373.0 12.1 11.8 7A C4.2 1.76 B 52% 1-00 1.00 I3 2.0% 2S 2.5 237 1.6% 111) 2.5 16 4.0 4.0 .0.0 L4 5.0 5.0 CS 1.34 B 65% DIM 0.85 13 20% 10.2 6.1 745 1.4% 20.0 2.4 5.2 15.5 11.3 758.1 14.2 14.2 11.3 El 0.42 B/D 81% 0'" 1.00 M 3.0% 11.6 4.4 208 1.5% 20.0 2.5 IA 13.0 5.8 263.0 11.5 11.5 5.8 E2 0.73 B 78%. 0.77 0.96 13 2.0% 8.1 3.3 313 1.8% 20.0 2.7 1.9 10.0 5.3 326.0 11.8 10.0 5.3 E3 0.23 B 78% 0,77 0.9. 41 2.0% 143 5.9 88 0.6% 20.0 1.5 0.9 15.3 6.9 129.2 10.7 3D.7 6.9 E4 0.17 B/D 63% 0.0 0.85 10 2.0% 9.1 5.5 64 6.3% 20.0 5.0 0.2 9.3 5.7 74.0 10.4 9.3 5.7 ES D38 D 37%. 0.51 0.. 5 25.0% 3.9 3.1 194 21% 20.0 2.9 1.1 5.0 4.1 199.0 11.1 i0 5.0 E6 0.86 B/D 6% 0.28 0.35 34 25.0% 14.1 12.9 114 2.0% 20.0 2.8 0.7 14.8 13.6. 148.0 IDA 10.8 10.8 FS I. B D 32% 0.45 0.16 30 25.0% 10.6 81 411 2.6%. 20.0 3.2 2A .3 10.9 441.0 12.5 12.5 10.9 GI 1.49 B 74% 0.76 0.95 20 3.0% 9.0 4.0 573 1.7% 2a.0 2.6 3.7 12.7 7.7 593.0 13.3 12.7 7.7 G2 0.62 B 83% 0'. 100 20 3D% 6.8 2.7 336 2.8% 20.0 3A 1.7 8.1 4.3 356.3 12.0 S.5 5.0 63 1.06 B 57% 0.63 0.79 50 1.5% 24.6 16.2 295 2.7% 20.0 3.3 15 26.1 17.7 345.0 11.9 11.9 11.9 . MU B 1% 0.77 0.97 21 3.0% 8.9 3.7 428 -% 20.0 2.9 2'A 11.3 6..1 449.4 12.5 11.3 6.1 HI 5.81 B 7% 0.24 0.30 In 25.0% 27.2 25.3 434 0.5% 20.0 1A 5.1 32.3 30.4 549.0 2.1 13.1 13.1 OFl 0.53 B 12% U. 0.35 5 10% 12.5 IIA 435 0.5% 20.0 IA 5.1 17.6 16:6 440.0 12.4 12.4 12.9 NOTES: r,- Za41e d-x.NRCS coosxv EAuation 33.2 o[x.a.a swf a avve FxtaeK ,+a a.a., ,.a,Ywmm...naaYa, Hrutaa•,rwa w6e vr<once.nam.,minutes OVERLAND FLOW LENGTH a.4uwaa. 7 e T�= ve tlHow L-KID'MA IN DEVELOPED AREJiS ,a��ai.r<y.ap roe. „a nva„o,.- vex .osa Neaaly bare goima T,=cFanneli ed Fbw in Sw le,Gutteor Pipe,mnutasu� L=5U0' MA% iN UN©fVELOPF➢ -uy,2 AREAS ° u Evweo..s3s hued aaess aMshallowyaved mies wnwre:4= a ,wrua.v unea.,nI T. -xenpa of Ue+laM Flow,fveetf•4 ❑se a mmm ro �nm,d-d o u£5 minutes£m mbm t aos and a mimmom r,yalYe o£10 minnxa£m seas tlut a>=nYt nran,use,m�tm,=aloes ereY wbsa ca&Y1anYvs cesYlt io a Leesea or x .u�N,4,�a.annwe,sa�9,9w3n�sc�T�,w...�o,,,� �I rl�vvroz; STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name:College and Trilby Subdivision:College and Trilby Project No.:39823.00 Location:Fort Collins Calculated By:ARJ Design Storm:2-Year Checked By: Date:12/5124 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME STREET - x REMARKS 19 C O J Run. in ase goes onto Street le At 1.90 0.27 2.4 0.51 1.96 1.0 Runoff from Alley goes to.n-grade inlet 2. A2 1.79 0.60 12.6 1.08 2.01 2.2 0.0 IN 3 80 3.5 0A Runoff Captured by On�Zrade inlet 2ai lZsb 1.08 2.01 2.2 On-grade Inlet 3a A3 1.62 0.50 12.6 0.81 2.01 1.6 13.4 1.32 1.96 2.6 0.0 0.01 1.7 4n 2.6 3.0 Tributary Runoff from from Basins A4anol Al and bypass flaw from basin 2a Runoff Captured by On-grade inlet Sal 13.4 1.31 1.96 2.6 Piped runoff 1.2 15.6 2.39 1.83 4.4 4.4 2.4 1.0 18 22 5.6 0.1 Tributary basins A4 and Al Captured by on grade inlet A4 0.42 4a 0.64 12.4 0.2] 2.02 0.5 12.4 0.27 2.02 0.5 0.0 ON 2 430 2.8 2.5 Tribtar uy Basin A5.Bypass to DP S. Runoff Captured by On-grade inlet 4ai 12.4 0.2J 2.02 0.5 Piped runoff 1.3 15.] 2.66 1.83' IS 4.9 2.7 2:0 18 51 7.5 0.1 Tributary basins A2,A3 and Captured by on grade inlet #0.73 0.55 2.10 5a A5 0.751.2 0.0 0.00 1.7 472 2.6 3.0 Tributary Basin A6 5a1 11A 0.55 2;10 1.2 Captured by on grade inlet 6. A6 0.4] 0.]6 30.5 0.36 2.IJ 0.8 0.0 O.W 2.9 3W 3.4 1.5 Tributary Basin A].Bypass to DP d2 Runoff Captured by An-grade inlet 6ai 10.5 0.36 2.17 0.8 Piped runoff from basins AS and A6 1.1 11.4 0:91 2.30 1.9 1.9 0.4 I.0 18 52 2.0 0.4 Piped runoff basin AS-A6 1A 15.6 3.57 1.83 6.5 6.51 Z44 6.2 0.7 Captured by on grade inlet Basin AS Sa A8 0.30 0.69 11.2 0.21 2.11 OA 0.0 0.01 1.7 334 2.6 2.1 by-pass to DP 2d III 8ai 11.2 0.20 2.11 0.4 Pip r o.Basin AS-A]and flash AS 1.5 16.3 3.77 1.79 6.8 6.S 3.9 0.5 24 193 4A 0.7 Bypass Flow to dp 4c ]a A] 1.26 0.72 12.4 0.91 2.02 1.81 15.6 0.92 1.83 1.7 0.0 IN 0.6 3051 1.51 3.3 Runoff capt-difn inlet ]ai 15:6 0,92 1.83 1.7 Bypass Flow to dp 5c 9. A9 0.18 0.69 10A 0,12 2.15 0.3 0.0 0.00 0:6 305 1.5 3.3 R-ff Captured in Inlet 9ai 10.8 0.12 2.15 0.3 Piped runoff basin Al-A10 1.6 16.9 4.81 1.75 &: 8:4 4.8 05 36 2W S.1f 0.8 iA9'MwPwa9'mtnl�enurn��vsz43osnam�cvkx_'rtmpbr.zu'r.rsw ,. viz i-x�i STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name:College and Trilby Subdivision:College and Trilby Project No.:39823.00 Location:Fort Collins Calculated By:ARJ Design Storm:2-Year Checked By: Date:12/5124 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME STREET - x REMARKS 19 O. 0. d _ Cl L L2c CI.2 0.]2 0.49 10.7 0.35 2.15 0.8 a.0 0.00 5 108 45 0.4 1.10 10.7 0.3S.2.15 0.8 I.3c C1.3 0.18 0.71 10.6 0.13 111 o.3 0.0 0.00 5 80 4.5 0.39y Passflaw to IN 4c 1-1 10.6 0.13 2.17 0.3 Runoff from basin C1.1 omo on grade inlet 11 CIA 3.82 0.56 SSB 2.15 1.82 3.9 1SA 2.15 1.92 3.9 0.6 0.31 1.7 330 2.6 1, Runoff Captured by inlet l.lcl SS.B 1.84 1.82 14 Piped Runoff 2.0 10.7 0.48 2.15 1.0 1.0 2.2 0.5. 18 60 2.9 0.3 Tributary Basin 0.2 and CL3 J Piped Runoff 2.1 li8 2.32 1.83 4.2 Tributary Basin C1:2 and C1.3 and Basin CIA On grade runoff from basin C2 2c C2 1.12 0.50. 15.6 O.Sfi 1.83 1.0 0.2 0.08 1.8 3 2.45 2.] 1 W 15.6 0.48 1:83 0.9 ByPass to OF 4C Piped runoff 2.2 JL ISS 2.80 1.82 5.1 5.1 2.8 1.0 38 290 5.9 0:8 Basin CIA{3 and Basin 0 3c C3 2122 J. 14.3 1. 1.. 3.2 0u 0.00 1.8 125 2.7 0:8 8ypassto 0P4c 3ci 1- 1.69 1.91 1. Piped runoff basins C1.1-C1.3;C2 and C3 23 15.8 4.49 1.82. &2 8.2 4.5 1.0 24 IM 6.6 03 4.1c C4.1 0.82 0.71 11.8 0.58 2.07 1.2 17.9 0.97 111 1.7 0.0 0.00 1.2 300 L2 2.3 4.1c1 17.9 0.97 I.J. 1.7 Piped runoff basins C1.1-C1.3,C2,0,C4.1 2.4 1T9 5.46 L70. 9.3 Sump Inlet-bypass flows from 4.1,and 8, 4.2c C4.2 1.76 1.00 5.0 1.]fi 2.85 5.0 20.2 1- 1.60 2.B Pipad'runoff Basins Al-AID and basin C1.1-C1.3,C2,O and 04-1 2.5 20.2 12.03 1.60 19.2 Sump Inlet-bypass flow from 10a Sc C5 1.34 0.68 14.2 0.92 1.91 1.8 14.2 092 1.91 1.8 Piped runoff Basins Al and basin Cl.l-C1.3,C2,0and 04 2.6 20.2 12.95 1.50 10.7 207 129 1.5 42 80 95 0.1 and Basin C5 Runoff Captured by on grade May inlet 1g GS 1.49 0.76 111 1.14 290 2.3 09 0.00 1.5 171 Is 1.2 Tributary Basin GS Sgl 12.7 1.14 2.00 2.3 Piped Runoff 2.7 20,4 14.09. L59 22.4 22.4 14.1 1. 48 1S010,6 0.2 dbutary Baslrc-I0gasinCL1-CIj C4,CSam,G1 Runofffram Alley 2g G2 0.62 0.84 8.5 0.53 2.35 1.2 iA9]pXpauV9]4301�e+ntloi'uie�v914303Lmv,aya_Cvkx_Tempb�e vLU'1.4w g nt9 IVY,aaa STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name:College and Trilby Subdivision:College and Trilby Project No.:39823.00 Location:Fort Collins Calculated By:ARJ Design Storm:2-Year Checked By: Date:12/5124 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME STREET 19 U - x REMARKS E - Runoff Captured by a series of inlets 39 G3 1.06 0.63 11.9 0.67 2.06 1A Runoff to inlet in alley at DIP 4g-sump 49 G4 0.82 0.77 11.3 0.63 2.10 1.3 13.9 1.1E 1.93 2.2 Piped Runoff 3.1 13.9 1.79 1.93 3.5 3.5 1.8 1.0 36 150 4,9 0.51'rlbutarY basins 62-G4 3.2 20.6 15.88 1.58 25.1 Outfallintofons V Runoff from Alley Drains into Chase le El 0:42 0.84 11.5 0.35 2.09 0.7 Runoff from Cu-de-Sac and Runoff from chase 2s E2 D.73 0.77 10A 0SE 221 1.2 13.3 0.91 1.95 1A 1.9 0.9 1.0 24 30 4.3 0.1 Tributary Runoff basin El and E2 Runoff fmm sump inlet. 3s E3 0.23 037 10.7 0.18 2.15 0.4 DA 0.2 1.0 12 65 2.8 0.1 Tributary runoff from basin:E1-E3 4.1 is 1.68 2.09 3.5 3.5 1.7 1.0 18 39 5.3 0.1 1910E OFFSITE Runoff from Trilby Road-picked up by 15 k PR and 10 ft type r inlet. 5.1 14.88 Runoff enteretl in from SW MM MODEL from 1910R ib Ri 0.63 0.g0 6.9 0.50 253 1.3 Offsite Runoff 5.2 16.1 Offsite runoff+basin Rl 21, R2 1.17 0.29 12.2 0.33 203 0.] 5.3 16.8 ORshe runoff+basin81 and82 L367_Odflce P367 Outfall 0.12 Runoff entered in from S W MM MODEL Sump Inlet,Recives by pass flaw from basin A7 2d D2 0.50 0.71 10:8 0.35 2.15 0.8 12.0 0.35 2.05 0.7 Offske runoff from pond P367;Offsite runoff from Trilby Read 6.1 17.7 On'he basins ei and 82 and D2 ld 01 0.29 0.77 9.5 0.22 2.26 0.5 Offsite runoff from pond P367,Offsite runoff from Trilby Road 5.2 & Onsto basins Rl and R2 and D2 and DI � 4+ No . Street and Pipe CA values are determined by O/i using the catchirn-'s Intensity value. xAsspwpwuv'mtm�e aurn vsz4sosnam cWe:_'rt�Por.zu':.rsw 11 ivvauza STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: College and Trilby Subdivision:College and Trilby Project No.:39823.00 Location:Fort Collins Calculated By: ARJ Design Storm:100-Year Checked By: Date: 12/5/24 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME w c STREET a° uo _ _ :ff y x REMARKS Runoff into chase goes onto Street In Al 1.90 0.34 13.4 0.64 6.85 4.4 Runoff from Alley goes to on-grade inlet 2a A2 1.79 0.75 12.6 1.35 7:02 9.5 6:5 0.93 3 80 3.5 0.4 Runoff Captured by On-grade inlet 2ai 12.6 0.42 7.02 3.0 On-grade inlet 3a A3 1.62 0.62 12.6 1.01 7.02 7.1 13.4 2.58 6.85 17.6 5.5 0.81 1.7 477 2.6 3.0 Tributary Runoff from from Basins A4 and AI and bypass flow from basin 2a Runoff Captured by On-grade inlet 3ai 1 1 13.41 1,771 6.85 12.1 Piped runoff 1.2 15.6 2.19 6.39 14.0 14.0 2.2 1.0 181 221 7.9 0.0 Tributary basins A4 and Al Captured by on grade inlet 4a A4 0.42. 0.80 12.4 0.34 7.061 2.4 12.4 0.34 7.06 2.4 0A 0.051 2 430 2.8 2.5 Tributary Basin AS.Bypass to DP 8a Runoff Captured by On-grade inlet 4ai 12.4 0.29 7.06 2.0 Piped runoff 1.3 1 1 15.7 2.48 6.38 15.8 1 15.8 2.5 2.01 18 51 9.5 0.1 Tributary basins A2,A3 and A4 Captured by on grade inlet 5a AS 0.75 0.91 6.9 0.69 8.83 6.1 1.5 0.17 1.7 472 2.6 3.0 Tributary Basin A6 Sal 6.9 0.52 8.83 4.6 Captured by on grade inlet 6a A6 0.47 0.95 S. .4511 9.42 11 .2 0.6 0.07 2.9 300 3.4 1.5 Tributary Basin AT Bypass to DP d2 Runoff Captured by On-grade inlet Gal 5.8 0.38 9.42 3.6 Piped runoff from basins AS and A6 1.1 6.9 0.90 8.83 8.0 8.0 0.9 1.0 18 52 2.0 0.4 Piped runoff basin Al-A6 1.4 15.6 3.39 6.39 21.6 21.6 3.4 1.0124 244 8.2 0.5 X:397o000.a11U979303T.10eainage�979303 Dreinage_Cules template Q.1T.x Page lot'4 12M2024 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: College and Trilby Subdivision:College and Trilby Project No.:39823.00 Location:Fort Collins Calculated By: ARJ Design Storm:100-Year Checked By: Date: 12/5/24 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME w STREET a° _ _ c L `y x REMARKS o o n o - ¢ v w Captured by on grade inlet Basin AS 8a AS 0.30 0.86 10.3 0.26 7.62 2.0 0.7 0.09 1.7 334 2.6 2.1 by-pass to DP 2d 8ai 10.3 0.17 7.62 1.3 Piped runoff basin Al-A7 and Basin AS 1.5 16.1 3.56 6.28 22.4 J 22.4 3.6 0.5 24 193. 7.1 0.5 Bypass Flow to dp 4c 7a A7 1.26 0.90 9.9 1.14 7.74 8.8 15.6 2.17 6.39 13.8 2.1 0.33 0.6 305 1.5 3.3 Runoff captured in inlet 7ai 1 15.6 1.83 6.39 11.7 Bypass Flow to dp 5c 9a A9 0.181 0.86 10.1 0.15 7.701 1.2 1 0.2 0:03 0.61 1 1 3051 1.5 3.3 Runoff Captured in Inlet 9ai 10.1 0.12 7.70 0.9 Piped runoff basin A1-A10 1.6 16.8 5:52 6.19.:. 34.1 34.1 5.5 0c5 36 250 7.3 0.6 1.2c C1.2 0.72 0.61. 10.7 0.44 7.51 3.3 2.1 0.28 5 108 4.5 0.4 1.2ci 1 1 10.7 0.16 7.51 1.2 1.3c C1.3 0.18 0.89 9.8 0.16 7.77 1.2 0.1 0.01 5 80 4.5 0.3 By Passflow to inlet 4c 1.3ci 9.8 0.15 7.77 1.2 Runoff from basin C1,1 onto on grade inlet 1.ic C1.1 3.82 0.70. 15.8 2.69 &34 17.0 15.8 2.98 6.34 18.9 8.9 1.40 1.7 330 2.6 1 2.1 Runoff Captured by inlet l.lci 15.8 1.58 6.34 10.0 X:397onon..a11U979303Txce1Oeei,ag 979303 Dreinage_Cules Template Q.1 T.x P.g 2 of4 12M2024 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: College and Trilby Subdivision:College and Trilby Project No.:39823.00 Location:Fort Collins Calculated By: ARJ Design Storm:100-Year Checked By: Date: 12/5/24 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME w c STREET a° o s° _ _ y x REMARKS o Piped Runoff 2.0 k10.7 0.31 7.51 2.3 2.3 7.5 0.5 18 60 3.7 0.3 Tributary Basin C1.2 and C1.3 Piped Runoff 2.1 1.89 6.34 12.0 Tributary Basin C3.2 and C1.3 and Basin CS.1 On grade runofffrom basin C2 2c C2 1.12 0.63 15.6 0.71 6.39 4.5 1.5 0.24 1.8 345 2.7 2.12ci 0.47 6.39 3.0 Bypass to DP 4C Piped runoff 2.2 15.8 2.36 6.34 14.9 1 .14-91 2.41 1.0 18 290 8.5 0.6 Basin C1.1-C1.3 and Basin C2 3c C3 2.22 0.95 10.6 2.11 7.53 15.9 11.9 1.58 1.8 125 2.7 0.8 Bypass to DP 4c 3ci 1 10.6 0.53 7.53 4.0 Piped runoff basins C1.1-C1.3,C2 and C3 2.3 15.81 2.88 6.34 18.3 18.3. 2:9 1.0 241 100 8.01 0.2 4.1c C4.1 1 0.821 0.89 7.4 0.73 8,63 6.3 17.9 3.96 5.93 23.5 8.9 1.50 1.2 300 2.2 2.3 4.16 17.9 2.45 5.93 14.5 Piped runoff basins C1.1-C1.3,C2,C3,C4.1 2.4 17.9 5.34 5.93 31.7 Sump Inlet-bypass flows from 4.1c and 8a 4.2c C4.2 1.76 1.00 5.0 1.76 9.95 17.51 20.2 3.60 5.57 20.0 Piped runoff Basins A3-A30 and basin C1.1-C1.3,C2,C3 and C4.1 2.5 20.2 14.45 5.57 80.5 Sump Inlet-by pass Flow from 10a Sc C5 1.34 0.85 11.3 1.15 7.34 8.4 13.3 1.18 6.85 8.1 Piped runoff Basins Al-A10 and basin C1.1-C1.3,C2,C3 and C4 2.6 20.2 15.63 5.57 87.0 87.0 15.6 1.5 42 80 13.9 0.1 and Basin C5 Runoff Captured by on grade Alley inlet 19 Gl lA9 0.95 7.7 1.42 8.52 12.1 4.6 0.54 1.5 171 2.4 1.2 Tributary Basin Gl lgi 7.7 0:88 8.52 7.5 Piped Runoff 2.7 20.3 16.51 5.56 91.7 91.7 16.5 2.0 481 150 15.7 0.2 Tributary Basins Al-10 Basin C1.1-C1.3,C4,C5 and Gl Runoff from Alley 2g G2 1 0.62 1.00 5.0 0.62 9.95 6.2 Runoff Captured by a series of nyloplastic inlets 3g G3 1.06 0.79 11.9 0.84 7.18 6.0 Runoff to inlet in alley at DIP 4g-sump 4g G4 0.82 0.97 6.1 0.79 9.27 7.3 8.8 1.95 8.09 15.8 Piped Runoff 3.1 8.8 2.74 8.09 22.2 22.2 2.7 1.0 36 150 8.5 0.3 Tributary basins G2-G4 3.2 20:5 19.25 5.53 106.5 Outfall into Forebay X:397onon..a11U979303T.10eei,ag 979303 Dreinage_Cules Template Q.I T.x Page 3 of4 12/9I2024 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name: College and Trilby Subdivision:College and Trilby Project No.:39823.00 Location:Fort Collins Calculated By: ARJ Design Storm:100-Year Checked By: Date: 12/5/24 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE TRAVELTIME w c STREET ao u° x REMARKS ¢ o \ o - o c, v w Runoff from Alley Drains into Chase le El 0.42 1.00 5.8 0.42 9.43 4.0 Runoff from Cu-de-Sac and Runoff from chase 2e E2 0.73 0.96 5.3 0.70 9.79 6.8 12.5 1.12 7.05 7.9 7.9 1.1 1.0 24 30 fi.5 0.1 Tributary Runoff basin ES and E2 Runoff from sump inlet 3e E3 0.23 0.96 6.9 0.22 8.86 1.9 1.9 0.2 1.0 12 65 4.6 0.1 Tributary runofffrom basin E1-E3 4.1 6.9 2:08 8.86 18.5 18.5 2.1 1.0 18: 39 10.5 0.1 J910B OFFSITE Runoff from Trilby Road-picked up by 15 ft PR and 10 ft type r inlets 5.1 60.491 Runoff entered in from SWMM MODELfrom J910B lb 131 0.63 0.99 5.0 0.63 9.95 6.3 Offsite Runoff 5.2 66.8 Offsite runoff+basin Bl 21b B2 1.17 0.36 12.2 0.42 7.11 3.0 5.3 1 1 69.7 Offsite runoff+basin Bl and B2 L367 Orifice P367 Outfall 0.17 Runoff entered in from SWMM MODEL Sump inlet,Recives by pass flow from basin A7 2d D2 0.50 0.89 6.4 0.441 9.09 4.0 7.3 0.51 8.67 4.4 Offsite runoff from pond P367,Offsite runoff from Trilby Road 6.1 74.3 Onsite basins Bl and 82 and D2 ld Dl 0.29 0.96 5.0 0.28 9.95 2.8 Offsite runoff from pond P367,Offsite runoff from Trilby Road 6.2 77.1 Onsite basins Bl and B2 and D2 and Dl Notes: Street and Pipe C`A values are determined by 0/i using the catchment's intensity value. X:397onon.a11U979303T.10eei,ag 979303 Dreinage_Cules iemplete 0.07..L Page4of4 12M2024 SWMM INPUTS Subdivision:College and Trilby Project Name: College and Trilby Location:Fort Collins Project No.:39823.00 Calculated By: ARJ Checked By: Date: 12/5/24 INTERIM -SWMM INPUTS Tributary Area Length Width Slope %Impery N-Impery N-Pery Store Imperv. Dstore perv. Zero%imperv. Storage(max) Storage(min) Decay Rate Sub-basin B820 26.52 500.09 2310.00 3.90% 5.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B910 15.78 339.28 2026.00 3.00% 20.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B840 11.06 300.17 1605.00 3.00% 45.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B830 7.04 473.45 648.00 3.90% 45.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B930 1 7.06 399.911 769.00 3.00%1 45.0% 0.016 0.251 0.1 0.3 11 0.51 0.5 6.48 B910A 3.06 533.17 250.00 2.00% 74.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B910C 1.34 83.39 700.00 2.30% 90.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B910D 0.46 160.30 125.00 1.50% 90.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B850 16.94 419.98 1757.00 4.10% 10.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B876 17.03 420.06 1766.00 4.10% 60.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 PROPOSED ONSITE COMPOSITE SWMM IMPERVIOUS VALUES Subdivision:College and Trilby Project Name: College and Trilby Location:Fort Collins Project No.:39823.00 Calculated By: ARJ Checked By: Date: 12/5/24 Paved Roads and Walks Gravel Roofs Lawns Basins Total Basin ID Total Area(ac) %Imp. Area(ac) Weighted% %Imp. Area(ac) Weighted% %Imp. Area(ac) Weighted% %Imp. Area(ac) Weighted% Weighted% Imp. Imp. Imp. Imp. Imp. Al 1.90 100% 0.15 7.8% 40% 0.00 0.0% 90% 0.14 6.4%. 2% 1.62 1.7% 14.3% A2 1.79 100% 0.48 27.0% 40% 0.00 0.0% 90% 0.48 24.0% 2% 0.83 0.9% 51.0% A3 1.62 100% 0.42 26.1% 40% 0.09 2.1% 90% 0.15 8.4% 2% 1.05 1.3% 36.7% A4 0.42 100% 0.25 58.4% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.18 0.8% 58.4% AS 0.75 100% 0.36 47.9% 40% 0.00 0.0% 90% 0.17 20.5% 2% 0.22 0.6% 68.4% A6 0.47 100% 0.35 72.9% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.13 0.5% 72.9% A7 1.26 100% 0.45 35.7% 40% 0.00 0.0% 90% 0.40 28.6% 2% 0.41 0.7% 64.3% A8 0.30 100% 0.20 64.9% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.11 0.7% 64.9% A9 0.18 100% 0.11 65.0% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.06 0.7% 65.0% Cl.l 3.82 100% 1.16 30.3% 40% 0.00 0.0% 90% 0.55 13.1% 2% 2.11 1.1% 43.4% Sub-Basins C1.2 0.72 100% 0.16 22.9% 40% 0.00 0.0% 90% 0.11 13.9% 2% 0.44 1.2% 36.8% C1.3 0.18 100% 0.07 38.8% 40% 0.00 0.0% 90% 0.05 26.7% 2% 0.06 0.6% 65.6% C2 1.12 100% 1 0.45 40.4% 40% 0.00 0.0% 90% 0.00 0.0%. 2% 0.67 1.2% 40.4% C3 2.22 100% 0.88 39.7% 40% 0.00 0.0% 90% 0.74 29.9% 2% 0.60 0.5% 69.6% C4.1 0.82 100% 0.47 57.1% 40% 0.00 0.0% 90% 0.09 9.7% 2% 0.26 0.6% 66.8% C4.2 1.76 100% 0.51 29.2% 40% 0.00 0.0% 90% 0.43 21.9% 2% 0.81 0.9% 51.2% C5 1.34 100% 0.86 64.3% 40% 0.00 0.0% 90% 0.00 0.0%. 2% 0.48 0.7% 64.3% GI 1.49 100% 0.73 49.1% 40% 0.00 0.0% 90% 0.41 24.5% 2% 0.35 0.5% 73.5% G2 0.62 100% 0.29 46.3% 40% 0.00 0.0% 90% 0.25 36.5% 2% 0.08 0.3% 82.8% G3 1.06 100% 0.16 15.5% 40% 0.00 0.0% 90% 0.48 40.5% 2% 0.42 0.8% 56.0% G4 0.82 100% 0.50 60.6% 40% 0.00 0.0% 90% 0.14 15.5% 2% 0.18 0.4% 76.1% SWMM Basin CT-1 24.68 100% 9.03 36.6% 40% 0.09 0.1% 90% 4.59 16.7% 2% 11.07 0.9% 53.4% B1 0.63 100% 0.28 43.7% 40% 0.00 0.0% 90% 0.23 32.1% 2% 0.13 0.4% 75.9% B2 1.17 100% 0.06 5.1% 40% 0.00 0.0% 90% 0.00 0.0% 2% 1.11 1.9% 5.1% D1 0.29 100% 0.22 75.6% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.07 0.5% 75.6% D2 0.50 100% 0.26 53.0% 40% 0.00 0.0% 90% 0.08 13.9% 2% 0.16 0.6% 66.9% Sub-Basins El 0.42 100% 1 0.20 47.0% 1 40% 0.00 0.0% 1 90% 0.16 34.1% 1 2% 0.06 0.3% 81.0% E2 0.73 100% 0.57 77.7% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.16 0.4% 77.7% E3 0.23 100% 0.18 77.6% 40% 0.00 0.0% 90% 0.00 0.0%. 2% 0.05 0.4% 77.6% E4 0.17 100% 0.08 46.6% 40% 0.00 0.0% 90% 0.03 15.2% 2% 0.06 0.7% 61.8% E5 0.38 100% 0.11 28.0% 40% 0.00 0.0% 90% 0.03 8.1% 2% 0.24 1.3% 36.1% E6 0.86 100% 0.04 4.4% 40% 0.00 0.0% 90% 0.00 0.0% 2% 0.82 1.9% 4.4% SWMM Basin CT-2 5.37 100% 1.99 37.0% 40% 0.00 1 0.0% 90% 0.52 1 8.8% 2% 2.86 1.1% 45.7% Sub-Basin Fl 1.20 100% 0.07 6.0% 40% 0.00 0.0% 90% 0.32 24.3% 2% 0.81 1.3% 31.7% SWMM Basin CT-3 1.20 100% 0.07 6.0% 90% 0.00 0.0% 90% 0.32 24.3% 2% 0.81 1.3% 31.7% Sub-Basin HI 5.81 100% 0.20 3.5% 40% 0.00 0.0% 90% 0.12 1.9% 90% 5.48 1.9% 7.3% SWMM Basin CT-4 5.81 100% 0.20 3.5% 40% 0.00 0.0% 90% 0.12 1.9% 90% 5.48 1.9% 7.3% PROPOSED SWMM INPUTS Subdivision:College and Trilby Project Name: College and Trilby Location:Fort Collins Project No.:39823.00 Calculated By: ARJ Checked By: Date: 12/5/24 PROPOSED-SWMM INPUTS Basin inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs Tributary Area Length Width Slope %Impery N-Impery N-Pery Store Imperv. Dstore perv. Zero%imperv. Storage(max) Storage(min) Decay Rate Sub-basin CT-1 24.68 587.76 1829.09 1.53% 53.4% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 CT-2 5.37 307.40 761.18 0.75% 45.7% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 CT-3 1.20 338.70 154.85 2.40% 31.7% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 CT-4 5.81 353.30 715.82 0.50% 7.3% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 OF1 0.53 156.40 147.25 0.50% 12.2% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 OSl 0.74 186.30 172.44 0.50% 2.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 OS2 2.03 403.00 219.72 3.97% 2.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 OS3 0.32 115.00 121.16 3.94%. 2.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 OS4 0.40 129.00 134.97 3.73% 2.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 OS5 1.69 484.00 152.40 2.09% 2.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 OS6 0.88 231.00 165.42 3.73% 78.3% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B840 11.79 300.171 1710.37 3.00% 45.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B830 7.82 473.45 719.26 3.90% 45.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B930 4.71 399.91 512.81 3.00% 31.2% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B910A 2.99 533.17 244.35 2.00% 74.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B910C 1.30 83.39 681.60 2.30% 90.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B910D 0.46 160.30 126.16 1.50% 90.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B850 17.24 419.98 1787.65 4.10% 10.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 B876 16.97 420.06 1759.42 410%1 60.0%1 0.016 0.25 0.1 631 11 0.51 1 0.5 6.48 *Updated Mite Basins-kepth Lengths the same and updated area X:\3970000.aIR3979303\Excel\Dminage\3979303 Drainage_Coles_Template_v2.07.xlsm Page 1 of 1 12/912024 SWMM Model Comparison Table (SWMM MODEL COMP.Interim SC_100YearPROP Vs.Proposed College and Trilby SC_100YearPROP) Project Name: College and Trilby Subdivision:College and Trilby Project No.39823.00 Location:Fort Collins By:ARJ Design Storm:100-Year Date: 1215/24 WILSON-Interim SC 100YearPROP JR-Proposed College d TrIlby SC 100YearPROP Name Basin Area ac Outlet Name Basin Area ac Diff Outlet Notes: B700 1.88 J100 13100 1.88 0 J100 B110 8.65 J100 B110 8.65 0 J100 B300 1.2 J300 B300 1.2 0 J300 B310 20.25 J316 B310 20.25 0 J316 B320 11.31 J320 B320 11.31 0 J320 B330 39.65 J330 B330 39.65 0 J330 B340 31.27 J346 B340 31.27 0 J346 B350 21.96 J350 B350 21.96 0 J350 B360 2.34 J360 B360 2.341 0 J360 B370 30.18 J360 B370 30.18 0 J360 B380 4.9 J360 B380 4.9 0 J360 B390 10.32 J390 B390 10.32 0 J390 B400 22.57 J390 B400 22.57 0 J390 B410 8.18 J410 B410 8.18 0 J410 B420 5.85 P324 B420 5.85 0 P324 B430 6.23 P324 B430 6.23 0 P324 B440 9.56 P324 IB440 9.56 0 P324 B445 0.52 J452-Typ.R B445 0.52 0 J452-TypR B450 3.2 J450 B450 3.2 0 J450 B455 2.45 J508 B455 2.45 0 J508 B460 2.55 J456 B460 2.55 0 J456 E3465 2.3 J456-TypeR B465 2.3 0 J456-TypeR B470 3.93 J470 B470 3.93 0 J470 B480 4.53 P343 B480 4.53 0 P343 B490 2.12 P343 B490 2A2 0 P343 B500 1.92 J500 B500 1.92 0 J500 B510 0.92 J510 IB510 0.92 0 J510 B520 8.43 J520 B520 8.431 0 J520 B530 1.95 J525 8530 1.951 0 J525 B540 3.05 J540 B540 3.05 0 J540 B600 12.46 J600 B600 12.46 0 J600 B610 8.39 J600 B610 8.39 0 J600 B620 5.29 J620 B620 5.29 0 J620 B630 8.65 J630 8630 8.65 0 J630 B640 6.92 J640 B640 6.92 0 J640 B650 9.58 J650 IB650 9.58 0 J650 B660 1.75 P385 B660 1.75 0 P385 B670 0.82 P384 B670 0.82 0 P384 B680 2.02 P383 B680 2.021 0 P383 B690 20 P382 B690 20 0 P362 B700 42.95 P386 B700 42.95 0 P386 B710 12.5 J710 B710 12.5 0 J710 B720 26.49 J710 B720 26.49 0 J710 B730 4.19 J730 B730 4.19 0 J730 B740 1.75 J740 B740 1.75 0 J740 B750 5.39 J740 IB750 5.39 0 J740 B760 1.2 J760 IB760 1.2 0 J760 B770 2.97 J770 B770 2.97 0 J770 B770A 0.36 J770A B770A 0.361 0 J770A BT70B 1.52 J7708 B770B 1.52 0 J770B B780 2.27 JT70 B780 2.27 0 J770 B790 14.69 P790 B790 14.69 0 P790 B800 25.72 J804 B800 25.72 0 J804 B805 38.42 P400 B805 38.42 0 P400 B810 22.95 J810 8810 22.95 0 J810 B820 26.52 P363 Basin Removed B830 7.43 J830 IB830 7.82 -0.39 J830 Updated per site W.Site Boundary B840 11.06 J840 B840 11.79 -0.73 J840 Updated per site W.Site.Boundary B850 16.94 P375 B850 17.24 -0.3 P375 Updated per site N.Site Boundary B870 2.69 J870 B870 2.69 0 J870 B874 5.38 P874 8874 5.38 0 P874 B876 17.03 P876 B876 16.97 0.06 P876 Updated per site W.Site.Bounda B880 15.67 J880 B880 15.67 0 1880 B900 2.17 J900 B900 2.17 0 J900 B900A 0.48 J900A B900A 0.48 0 J900A B900B 0.56 J9006 IB900B 0.56 0 J900B B910 15.74 P366 B910 Basin Removed B910A 3.06 P367 B910A 2.99 0.07 P367 Updated per SE Site dary B910B 0.28 J910B B910B Basin Removed B910C 1.34 J910C B910C 1.3 0.04 J910C Updated par E Site Bounda B9100 0.46 J910D B910D 0.46 0 J910D B920A 3.82 J920A B920A 3.82 0 J920A B920B 0.99 J920B B920B 0.99 0 J920B B920C 1.71 J920C B920C 1.71 0 J920C B930 7.06 P930 IB930 4.71 2.35 P930 B940 15.47 P940 B940 15.47 0 P940 B950 2.56 P950 B950 2.561 0 P950 B970 8.66 P970 B970 8.66 0 P970 CT-1 24.68 P363 On-site treated in Isolator Rows CT-2 5.37 P366 Onsite treated in WQ Pond CT-3 1.2 J910 Channel between P366 and P363 CT-4 5.81 P363 Open space/P363 OF1 0.53 J829 W.Overflow channel OS1 0.74 J931 W.Triby RD OS2 2.03 J931 W.Trilby RD OS3 0.32 J932 W.Tflby RD 2S4 0.4 P940 W.Trlib RD OSS 1.69 J363 S.Colle eAve. 056 0.68 J374 IS.College Ave. Total lac). 720.5 720.5 X:\7b000.AM79303TxecP-i.WW79303 D ire Calcs_TmWlalc_J2.07A= PapI oft 12/92024 X:\7bQQ.AM79303-1�i.gW79303D ire Caic,TmWlalc_J2.07A= P,g 2of2 12/9=4 POND VOLUME CALCULATIONS Subdivision: College and Trilby Project Name: College and Trilby Location: Fort Collins Project No.: 39823.00 By: AR1 Volume=1/3 x Depth x(A+B+(A*B)^0.5) Checked By: A-Upper Surface Date: 12/5/24 B-Lower Surface POND P363 Stage Stage Elevation Stage Surface Area Stage Volume Cumulative Volume Cumulative Volume (square feet) (cubic feet) (cubic feet) (acre feet) 0.00 4998.87 0 0 0 0.00 0.13 4999.00 207 9 9 0.00 1.13 5000.00 20,791 7,691 7,700 0.18 2.13 5001.00 54,621 36,370 44,070 1.01 3.13 5002.00 69,423 61,874 105,944 2.43 4.13 5003.00 77,422 73,386 179,330 4.12 5.13 5004.00 84,528 80,949 260,279 5.98 6.13 5005.00 91,786 88,132 348,411 8.00 7.13 5006.00 99,265 95,501 443,912 10.19 8.13 5007.00 107,023 103,119 547,031 12.56 9.13 5008.00 115,553 111,261 658,292 15.11 10.13 5009.00 122,656 119,087 777,379 17.85 Volume(acre feet) Volume Water Surface Elevation Stage 100-Year Detention 9.78 1 5006.04 1 7.17 *Volume modeled in SWMM X:\3970000.all\3979303\Excel\Drainage\3979303 Drainage_Cates_Template v2.07.xlsm Page 1 of2 12/11/2024 POND VOLUME CALCULATIONS Subdivision: College and Trilby Project Name: College and Trilby Location: Fort Collins Project No. 39823.00 By: ARJ Checked By: 0 Date: 12/5/24 Pond Stage-Storage se-1e:e 5006.00 5004.00 5008.09 4998.00 d W -2.00 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 Pond Volume(ac-ft) X:\3970000.all\3979303\Excel\Drainage\3979303 Drainage_Cates_Template_v2.07.xlsm Page 2 of 12/11/2024 POND VOLUME CALCULATIONS Subdivision: College and Trilby Project Name: College and Trilby Location: Fort Collins Project No.: 39823.00 By: ARJ Volume=1/3 x Depth x(A+B+(A*B)A0.5) Checked By: A-Upper Surface Date: 12/5/24 B-Lower Surface POND P366 Stage Stage Elevation Stage Surface Area Stage Volume Cumulative Volume Cumulative Volume (square feet) (cubic feet) (cubic feet) (acre feet) 0.00 5019.25 0 0 0 0.00 0.75 5020.00 3,204 801 801 0.02 1.75 5021.00 9,840 6,220 7,021 0.16 2.75 5022.00 13,392 11,570 18,591 0.43 3.75 5023.00 15,949 14,652 33,243 0.76 4.75 5024.00 18,716 17,314 50,557 1.16 5.75 5025.00 22,031 20,351 70,908 1.63 6.75 5026.00 25,665 23,825 94,733 2.17 Volume(acre feet) Volume Water Surface Elevation Stage Water Quality 0.444 5022.01 2.76 100-Year 1.41 5024.52 5.27 *Volume Modeled in SWMM X:\3970000.all\3979303\Fxcel\Drainage\3979303 Drainage_Calcs_Template_v2.07.xlsm Page I of 2 12/9/2024 POND VOLUME CALCULATIONS Subdivision: College and Trilby Project Name: College and Trilby Location: Fort Collins Project No. 39823.00 By:ARJ Checked By:o Date: 12/5/24 Pond Stage-Storage 5027.00 5026.00 5025.00 5024.00 $5023.00 - c 0 w w 5022.00 - 5021.00 5020.00 5019.00 5018.00 0.00 0.50 1.00 1.50 2.00 2.50 Pond Volume(ac-ft) X:13970000.at113979303\Excel\Drainagel1979303 Drainage_Calcs_Temptate_v2.07.xlsm Page 2 of 2 12/9/2024 5 Year Drain Time-SWMM Pond 366 Drain Time Node P366 Depth(ft) 3.5' 3.4 3.3 31 3-1' 3.0 2.9- 2.8 2.7 2.6- 2.6 2.4 2.3 21 2.1' 2.0 1.9' 1.8- 17' 1.6 1.5 1.4 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5 0.4 0.3 01 0.1 0.0 0 23 40 60 80 t.0 12' Elepsetl Time(hoors) 5 Year Drain Time -SWMM Pond P363 Drain Time Node P363 CepM l61 9 1 86 1.8' 1.76 1.7' 1.66' 1.6' 1.66 1.6 1.46 1.4 1.36 12 126- 12' f.f6' 1.1 1A6 t.0 0.86- � 0.8 0.86' 0.6 0.75' 0.7 066 06 0.66' 0.6' 046 04 0.36 03 0.25 02 015 0.f 006 00' 0 20 40 80 80 M 120 FUOWTm.(ho ) 100 Year Drain Time -SWMM Pond 366 Drain Time tIoac P366 Depth ift, 6.8 57 6.8- 5.5 5.4 5.3 5.2 5.1 5.0 4.9 4.8 4.7 4.6' 4.6 4.4- 4.3 4.2 4.1 4.o 3.9 3.8 3.7 3.6 3.5 3.4' 3.3- 3.2 3.1 30 8 2.9- 0 2.8 2.7 2.6- 2.5 2.4 2.3 2.2- 2.1 2.0' 1.9- 1.8 1.7- 1.6 .5- 1.4" 3 1.2- 1.1' 1.0 oN0.8 0.7 o.6 o.5 04 0.3 02 0.1 00 0 20 40 60 63 IX 12U Elbpsed Timb(hauml 100 Year Drain Time-SWMM Pond P363 Drain Time 2 Node P3630epth�Rj 8^ ]L. 6G fi G 31 2C 1 co 60 80 100 120 Elapsed Time 1hoom) College & Trilby Multi-Family Community Final Drainage Report APPENDIX C - HYDRAULIC CALCULATIONS MHFD Inlet, Version 5.03 Au ust 2023 AREA College and Trilby Inlet DP 1g TM. This worksheet uses the NRCS vegetal T retardance method to determine v Manning's n for grass-lined channels. d = a dMAx An override Manning's n can be B entered for other channel materials. Analysis of Trapezoidal Channel(Grass-Lined uses SCS Method) NRCS Vegetal Retardance(A,B,C,D,or E) A,B,C,D,or E= Manning's n(Leave cell D16 blank to manually enter an n value) n= 0.013 Channel Invert Slope %= 0.0115 ft/ft Bottom Width B= 1.875 ft Left Side Slope Z1= 33.33 ft/ft Right Side Sloe Z2= 33.33 ft/ft Check one of the following soil es: choose one: Soil Type: Max.Velocity W-0 Max Froude No.(F—) ("Non-Cohesive Non-Cohesive 5.0 fps 0.60 t Cohesive Cohesive 7.0 fps 0.80 0'Paved Paved N/A N/A Minor Storm Major Storm Maximum Allowable Top Width of Channel for Minor&Major Storm TM"= 12.00 24.00 ft Maximum Allowable Water Depth in Channel for Minor&Major Storm dMAx= 0.18 0.36 ft Allowable Channel Capacity Based On Channel Geometry Minor Storm Major Storm MINOR STORM Allowable Capacity is based on Top Width Criterion Qy„w= 2.6 16.8 cfis MAIOR STORM Allowable Capacity is based on Top Width Criterion d,ibw= 0.15 0.33 ft Water Depth in Channel Based On Design Peak Flow Design Peak Flow Qo= 2.3 12.1 cfs ,Water Depth d= 0.14 0.29 I t 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' 3979303 MHFD-Inlet_v5.03.xlsm,Inlet DP 1g 12/5/2024,10:13 AM MHFD Inlet, Version 5.03 Au ust 2023 AREA College and Trilby Inlet DP 1g Inlet Design Information(Input) Type of Inlet User-Defined Inlet Type= User-Defined Angle of Inclined Grate(must be<=30 degrees) 0= 0.00 degrees Width of Grate W= 1.88 ft Length of Grate L= 12.00 ft Open Area Ratio ARAno= 0.70 Height of Inclined Grate L � He= 0.00 ft Clogging Factor x Cr= 0.50 Grate Discharge Coefficient Cd= N/A 4-On grade Orifice Coefficient Co= 0.64 CDOT type 13 Weir Coefficient e / Cw= 2.05 Inlet �� MINOR MAJOR Water Depth at Inlet(for depressed inlets,1 foot is added for depression) d= 0.14 0.29 Total Inlet Interception Capacity(assumes clogged condition) Q.= 2.6 7.5 cfs Bypassed Flow Qb= 0.0 4.6 cfs Capture Percentage=Qa/Qo C%= 100 62 No 3979303 MHFD-Inlet_v5.03.xlsm,Inlet DP 1g 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 4a T T,. se u_ w T. STREET GROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 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= 0.031 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TMm= 12.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 6.0 8.2 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) r r MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q,iio„= 8.3 22.0 cfs Minor storm max.allowable capacity GOOD-greater than the design peak flow of 0.55 cfs on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design peak flow of 2.40 cfs on sheet'Inlet Management' 3979303 MHFD-Inlet v5.03.xlsm,Inlet DP 4a 12/5/2024,10:13 AM INLET ON • • 'AD MYFD-In et, I/ersron.5 ugust Ln i c_ H-Curb H-Vert Wo W Lo(G) Design Information(Input) User-Defined MINOR MAIOR Combination Type of Inlet Type= User-Defined Combination Local Depression(additional to continuous gutter depression'a') aLOCAL= 2.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 3 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= 1.73 ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) Cf(G)= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 Epture 0<Allowable Street Capacity' MINOR MAIOR tal Inlet Interception Capacity Q= 0.52.0fstal Inlet Carry-Over Flow(flow bypassing inlet) Qb= 0.0 0.4 Cfs Percentage= C%= 100 85 3979303 MHFD-Inlet v5.03.xism,Inlet DP 4a 12/5/2024,10:17 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 3a T,. se u_ w T. STREET GROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 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) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TMnx= 12.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 6.0 8.2 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) r (— MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q,iio„= 7.1 19.0 cfs Minor storm max.allowable capacity GOOD-greater than the design peak flow of 2.59 cfs on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design peak Flow of 17.64 cfs on sheet'Inlet Management' 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 3a 12/5/2024,10:13 AM INLET ON • • 'AD MYFD-In et, Version.5 ugust Ln i c_ H-Curb H-Vert Wo W Lo(G) Design Information(Input) User-Defined MINOR MAIOR Combination Type of Inlet Type= User-Defined Combination Local Depression(additional to continuous gutter depression'a') aLOCAL= 2.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 4 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= 1.73 ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) Cf(G)= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 Epture 0<Allowable Street Capacity' MINOR MAIOR tal Inlet Interception Capacity Q= 2.6 12.1 cfs tal Inlet Carry-Over Flow(flow bypassing inlet) Qb= 0.05.5 cfs Percentage= C%=1 99 69 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 3a 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP Sa T T,. se u_ w T. STREET GROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCROWN= 27.0 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= 0.017 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TM nx= 12.0 27.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 6.0 9.2 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) r r MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q,iio„= 6.1 47.8 cfs Minor storm max.allowable capacity GOOD-greater than the design peak flow of 1.15 cfs on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design peak Flow of 6.09 cfs on sheet'Inlet Management' 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 5a 12/5/2024,10:13 AM INLET ON • • 'AD MHFD-In et, I/ersron.5 uqust �Lo(C) y H-Curb H-Vert -- Wo W Lo(G) Design Information(Input) User-Defined MINOR MAIOR Combination Type of Inlet Type= User-Defined Combination Local Depression(additional to continuous gutter depression'a') aLOCAL= 2.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 3 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= 1.73 ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) Cf(G)= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 [apture 0<Allowable Street Capacity' MINOR MAIOR otal Inlet Interception Capacity Q= 1.24.6 Cfs otal Inlet Carry-Over Flow(flow bypassing inlet) Qn= 0.0 1.5 Cfs Percentage= C%=1 100 1 75 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 5a 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 6a T T,. se u_ w T. STREET GROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCROWN= 27.0 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= 0.017 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TM nx= 12.0 27.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 6.0 9.2 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) r r MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q,iio„= 6.1 47.8 cfs Minor storm max.allowable capacity GOOD-greater than the design peak flow of 0.78 cfs on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design peak flow of 4.24 cfs on sheet'Inlet Management' 3979303 MHFD-Inlet v5.03.xlsm,Inlet DP 6a 12/5/2024,10:13 AM INLET ON • • 'AD MYFD-In et, I/ersron.5 ugust Ln i c_ H-Curb H-Vert Wo W Lo(G) Design Information(Input) User-Defined MINOR MAIOR Combination Type of Inlet Type= User-Defined Combination Local Depression(additional to continuous gutter depression'a') aLOCAL= 2.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 3 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= 1.73 ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) Cf(G)= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 Epture 0<Allowable Street Capacity' MINOR MAIOR tal Inlet Interception Capacity Q= 0.83.6 cfstal Inlet Carry-Over Flow(flow bypassing inlet) Qb= 0.0 0.6 cfs Percentage= C%= 100 85 3979303 MHFD-Inlet v5.03.xism,Inlet DP 6a 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 8a T T,. se u_ w T. STREET GROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCROWN= 27.0 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= 0.020 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TM nx= 12.0 27.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 6.0 9.2 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) r r MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q,iio„= 6.7 51.8 cfs Minor storm max.allowable capacity GOOD-greater than the design peak flow of 0.44 cfs on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design peak flow of 1.98 cfs on sheet'Inlet Management' 3979303 MHFD-Inlet v5.03.xlsm,Inlet DP Sa 12/5/2024,10:13 AM INLET ON • • 'AD MYFD-In et, I/ersron.5 ugust Ln i c_ H-Curb H-Vert Wo W Lo(G) Design Information(Input) User-Defined MINOR MAIOR Combination Type of Inlet Type= User-Defined Combination Local Depression(additional to continuous gutter depression'a') aLOCAL= 2.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 1 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= 1.73 ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) Cf(G)= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 Epture 0<Allowable Street Capacity' MINOR MAIOR tal Inlet Interception Capacity Q= 0.4 1.3 Cfs tal Inlet Carry-Over Flow(flow bypassing inlet) Qn= 0.0 0.7 Percentage= C%=1 95 67 3979303 MHFD-Inlet v5.03.xism,Inlet DP 8a 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 7a T T,. se u_ w T. STREET GROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCROWN= 27.0 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= 0.010 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TM nx= 12.0 27.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 6.0 9.2 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) r r MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q,iio„= 4.7 36.6 cfs Minor storm max.allowable capacity GOOD-greater than the design peak flow of 1.69 cfs on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design peak Flow of 13.82 cfs on sheet'Inlet Mana ement' 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 7a 12/5/2024,10:13 AM INLET ON • • 'AD MYFD-In et, Version.5 ugust Ln i c_ H-Curb H-Vert Wo W Lo(G) Design Information(Input) User-Defined MINOR MAIOR Combination Type of Inlet Type= User-Defined Combination Local Depression(additional to continuous gutter depression'a') aLOCAL= 2.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 4 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= 1.73 ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) Cf(G)= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 Epture 0<Allowable Street Capacity' MINOR MAIOR tal Inlet Interception Capacity Q= 1.7 12.0 cfstal Inlet Carry-Over Flow(flow bypassing inlet) Qb= 0.08fs Percentage= C%=1 100 1 87 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 7a 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 9a T T,. se u_ w T. STREET GROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCROWN= 27.0 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= 0.010 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TM nx= 12.0 27.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 6.0 9.2 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) r r MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q,iio„= 4.7 36.6 cfs Minor storm max.allowable capacity GOOD-greater than the design peak flow of 0.26 cfs on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design peak Flow of 1.16 cfs on sheet'Inlet Management' 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 9a 12/5/2024,10:13 AM INLET ON • • 'AD MHFD-In et, Version.5 ugust 4--Lo(C) H-Curb H-Vert Wo W o(G) Design Information(Input) User-Defined MINOR MAIOR Combination Type of Inlet Type= User-Defined Combination Local Depression(additional to continuous gutter depression'a') aLOCAL= 2.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 1 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= 1.73 ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) Cf(G)= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 Epture 0<Allowable Street Capacity' MINOR MAIOR tal Inlet Interception Capacity Q= 00.9cfstal Inlet Carry-Over Flow(flow bypassing inlet) Qb= 0.0 0. cfs Percentage= C%= 100 81 % 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 9a 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 2c T,. se u_ w T. STREET GROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 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= 0.079 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TMm= 6.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 6.0 7.2 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) r (— MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Q,iio„= 3.3 19.5 cfs Minor storm max.allowable capacity GOOD-greater than the design peak flow of 1.03 cfs on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design peak Flow of 4.53 cfs on sheet'Inlet Management' 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 2c 12/5/2024,10:13 AM INLET ON • • 'AD MYFD-In et, I/ersron.5 ugust Ln i c_ H-Curb H-Vert Wo W Lo(G) Design Information(Input) User-Defined MINOR MAIOR Combination Type of Inlet Type= User-Defined Combination Local Depression(additional to continuous gutter depression'a') aLOCAL= 2.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 4 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= 1.73 ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) Cf(G)= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 Epture 0<Allowable Street Capacity' MINOR MAIOR tal Inlet Interception Capacity Q= 09411050 Cfstal Inlet Carry-Over Flow(flow bypassing inlet) Qb= 2 cfs Percentage= C%= 85 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 2c 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP i.Ic T T,. se u_ w T. STREET GROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCROWN= 18.0 ft Gutter Width W= 2.00 ft Street Transverse Slope Sx= 0.016 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) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TMm= 15.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 6.0 8.0 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) r W MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Q,iio„= 9.1 42.5 cfs Minor storm max.allowable capacity GOOD-greater than the design peak flow of 4.56 cfs on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design peak flow of 22.06 cfs on sheet'Inlet Mana ement' 3979303 MHFD-Inlet v5.03.xlsm,Inlet DP 1.1c 12/5/2024,10:13 AM INLET ON • • 'AD 4Lo(C) H-Curb H-Vert Wo W Lo(G) Design Information(Input) User-Defined MINOR MAIOR Combination Type of Inlet Type= User-Defined Combination Local Depression(additional to continuous gutter depression'a') aLOCAL= 2.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 4 Length of a Single Unit Inlet(Grate or Curb Opening) Lo= 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= 1.73 ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) Cf(G)= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 [apture 0<Allowable Street Capacity' MINOR MAIOR otal Inlet Interception Capacity Q= 4.013.2 cfs otal Inlet Carry-Over Flow(flow bypassing inlet) Qb= 0.6 8.9 Percentage= co/o=1 88 60 3979303 MHFD-Inlet v5.03.xism,Inlet DP 1.1c 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 4.Sc T T,. se u_ w T. STREET GROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCROWN= 27.0 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= 0.020 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TM nx= 12.0 27.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 6.0 12.0 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) r r MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Spread Criterion Q,iio„= 6.7 51.8 cfs Minor storm max.allowable capacity GOOD-greater than the design peak flow of 1.58 cfs on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design peak flow of 22.27 cfs on sheet'Inlet Mana ement' 3979303 MHFD-Inlet v5.03.xlsm,Inlet DP 4.1c 12/5/2024,10:13 AM INLET ON • • 'AD MYFD-In et, Version.5 ugust Ln i c_ H-Curb H-Vert Wo W Lo(G) Design Information(Input) User-Defined MINOR MAIOR Combination Type of Inlet Type= User-Defined Combination Local Depression(additional to continuous gutter depression'a') aLOCAL= 2.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 4 Length of a Single Unit Inlet(Grate or Curb Opening) L.= 3.00 ft Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= 1.73 ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) Cf(G)= 0.50 0.50 lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 Epture 0<Allowable Street Capacity' MINOR MAIOR tal Inlet Interception Capacity Q= 16 15.0 cfs tal Inlet Carry-Over Flow(flow bypassing inlet) Qb= 0.0 7.2 cfs Percentage= C%=1 100 1 68 3979303 MHFD-Inlet v5.03.xism,Inlet DP 4.1c 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 4.2c T T T,T Se"u` W T. STREET CROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCRCWN= 27.0 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) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TIM = 12.0 27.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m=1 6.0 9.0 inches Check boxes are not applicable in SUMP conditions r r MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Q,iio„= SUMP SUMP cfs 3979303 MHFD-Inlet_v5.03.xlsm,Inlet DP 4.2c 12/5/2024,10:13 AM INLET IN A . OR SAG LOCATION MHFD-Inlet, Version 5.03(August 2023) Lo(C) H-Curb H-Vert Wo W WP �—Lo(G) Design Information(Input) cpoTType R Curb Opening MINOR MAJOR Type of Inlet Type= COOT Type R Curb Opening Local Depression(additional to continuous gutter depression'a'from above) am.i= 3.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 3 Water Depth at Flowline(outside of local depression) Ponding Depth= 6.0 8.1 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate Lo(G)= N/A feet Width of a Unit Grate W.= N/A feet Open Area Ratio for a Grate(typical values 0.15-0.90) A. = N/A Clogging Factor for a Single Grate(typical value 0.50-0.70) Q(G)= N/A N/A Grate Weir Coefficient(typical value 2.15-3.60) C. (G)= N/A Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo(C)= 5.00 a feet Height of Vertical Curb Opening in Inches H-rt= 6.00 inches Height of Curb Orifice Throat in Inches Hthmat= 6.00 inches Angle of Throat Theta= 63.40 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WP= 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Ct(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C (C)= 3.60 u Curb Opening Orifice Coefficient(typical value 0.60-0.70) C.(C)= 0.67 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth clGr�= N/A N/A ft Depth for Curb Opening Weir Equation dc,ry= 0.33 0.51 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGra�= N/A N/A Curb Opening Performance Reduction Factor for Long Inlets Rl` ,r = 0.79 0.90 Combination Inlet Performance Reduction Factor for Long Inlets Rl`UmWn .n= N/A N/A MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) Qa= 9.7 20.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms > Peak Q PEAK REQUIRED= 2.$ 20.0 cfs 3979303 MHFD-Inlet v5.03.xism,Inlet DP 4.2c 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP Sc T T T,T Se"u` W SROWN CROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCRCWN= 27.0 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) nMEFT= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TIM = 12.0 27.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m=1 6.0 9.0 inches Check boxes are not applicable in SUMP conditions r (— MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Q,iio„= SUMP SUMP cis 3979303 MHFD-Inlet_v5.03.xlsm,Inlet DP 5c 12/5/2024,10:13 AM INLET IN A . OR SAG LOCATION MHFD-Inlet, Version 5.03(August 2023) Lo(C) H-Curb H-Vert Wo W WP �—Lo(G) Design Information(Input) cpoTType R Curb Opening MINOR MAJOR Type of Inlet Type= COOT Type R Curb Opening Local Depression(additional to continuous gutter depression'a'from above) am.i= 3.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 t Water Depth at Flowline(outside of local depression) Ponding Depth= 4.4 8.0 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate Lo(G)= N/A feet Width of a Unit Grate W.= N/A feet Open Area Ratio for a Grate(typical values 0.15-0.90) 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) C. (G)= N/A Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo(C)= 15.00 00 feet Height of Vertical Curb Opening in Inches H-rt= 6.00 inches Height of Curb Orifice Throat in Inches Hthmat= 6.00 inches Angle of Throat Theta= 63.40 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WP= 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Ct(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C (C)= 3.60 u Curb Opening Orifice Coefficient(typical value 0.60-0.70) C.(C)= 0.67 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth clGr�= N/A N/A ft Depth for Curb Opening Weir Equation dc,ry= 0.20 0.50 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGr�= N/A N/A Curb Opening Performance Reduction Factor for Long Inlets Rl` ,r = 0.67 0.89 Combination Inlet Performance Reduction Factor for Long Inlets RI`UmWn .n= N/A N/A MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) Qacfs Inlet Capacity IS GOOD for Minor and Major Storms > Peak Q PEAK REQUIRE"= 1.$ 8.1 cfs 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 5c 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP ld T T,T Se"u` W SROWN q CROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCRCWN= 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) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TNnx= 9.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 5.0 6.1 inches Check boxes are not applicable in SUMP conditions r r MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Q,iio„= SUMP SUMP cfs 3979303 MHFD-Inlet_v5.03.xlsm,Inlet DP 1d 12/5/2024,10:13 AM INLET IN A . OR SAG LOCATION MHFD-Inlet, Version 5.03(August 2023) Lo(C) H-Curb H-Vert Wo W WP �—Lo(G) Design Information(Input) cpoTType R Curb Opening MINOR MAJOR Type of Inlet Type= COOT Type R Curb Opening Local Depression(additional to continuous gutter depression'a'from above) am.i= 3.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 Water Depth at Flowline(outside of local depression) Ponding Depth= 3.7 5.8 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate Lo(G)= N/A feet Width of a Unit Grate W.= N/A feet Open Area Ratio for a Grate(typical values 0.15-0.90) 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) C. (G)= N/A Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo(C)= 10.00 00 feet Height of Vertical Curb Opening in Inches H-rt= 6.00 inches Height of Curb Orifice Throat in Inches Hthmat= 6.00 inches Angle of Throat Theta= 63.40 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WP= 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Ct(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C (C)= 3.60 u Curb Opening Orifice Coefficient(typical value 0.60-0.70) C.(C)= 0.67 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth clGr�= N/A N/A ft Depth for Curb Opening Weir Equation dour = 0.14 0.32 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGr�= N/A N/A Curb Opening Performance Reduction Factor for Long Inlets Rl` ,r = 0.76 0.92 Combination Inlet Performance Reduction Factor for Long Inlets Rl`UmWn .n= N/A N/A MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) Qa= 1.8 7.7 cfs Inlet Capacity IS GOOD for Minor and Major Storms > Peak Q PEAK REQUIRED= O.1 2.8 cfs 3979303 MHFD-Inlet v5.03.xism,Inlet DP 1d 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 2d T T,T Se"u` W T. STREET CROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.5 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCRCWN= 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) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TNnx= 9.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 5.0 6.1 inches Check boxes are not applicable in SUMP conditions r r MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Q,iio„= SUMP SUMP cis 3979303 MHFD-Inlet_v5.03.xlsm,Inlet DP 2d 12/5/2024,10:13 AM INLET IN A . OR SAG LOCATION MHFD-Inlet, Version 5.03(August 2023) Lo(C) H-Curb H-Vert Wo W WP �—Lo(G) Design Information(Input) cpoTType R Curb Opening MINOR MAJOR Type of Inlet Type= COOT Type R Curb Opening Local Depression(additional to continuous gutter depression'a'from above) am.i= 3.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 Water Depth at Flowline(outside of local depression) Ponding Depth= 3.7 5.8 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate Lo(G)= N/A feet Width of a Unit Grate W.= N/A feet Open Area Ratio for a Grate(typical values 0.15-0.90) 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) C. (G)= N/A Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo(C)= 5.00 a feet Height of Vertical Curb Opening in Inches H-rt= 6.00 inches Height of Curb Orifice Throat in Inches Hthmat= 6.00 inches Angle of Throat Theta= 63.40 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WP= 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Ct(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C (C)= 3.60 u Curb Opening Orifice Coefficient(typical value 0.60-0.70) C.(C)= 0.67 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth clGr�= N/A N/A ft Depth for Curb Opening Weir Equation dour = 0.14 0.32 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGr�= N/A N/A Curb Opening Performance Reduction Factor for Long Inlets Rl` ,r = 1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RI`UmWn .n= N/A N/A MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) Qa= 1.5 S.0 cfs Inlet Capacity IS GOOD for Minor and Major Storms > Peak Q PEAK REQUIRED= O.7 4.4 cfs 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 2d 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 3e T T,T Se"u` W T. STREET CROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 11.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 f Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCRCWN= 87.9 ft Gutter Width W= 1.73 ft Street Transverse Slope Sx= 0.006 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) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TIM = 20.0 87.9 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 4.0 6.0 inches Check boxes are not applicable in SUMP conditions r r MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Q,iio„= SUMP SUMP cis 3979303 MHFD-Inlet_v5.03.xlsm,Inlet DP 3e 12/5/2024,10:13 AM INLET IN A . OR SAG LOCATION MHFD-Inlet, Version 5.03(August 2023) Lo(C) H-Curb H-Vert Wo W WP �-Lo(G) Design Information(Input) MINOR MAJOR User-Defined Combination Type of Inlet Type= User-Defined Combination Local Depression(additional to continuous gutter depression'a'from above) a,..,= 2.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 Water Depth at Flowline(outside of local depression) Ponding Depth= 3.0 6.0 inches Grate Information MINOR MAIOR r Override Depths Length of a Unit Grate Lo(G)= 3.00 pn feet Width of a Unit Grate W.= 1.73 feet Open Area Ratio for a Grate(typical values 0.15-0.90) A. = 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) C (G)= 3.30 Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo(C)= 3.00 a feet Height of Vertical Curb Opening in Inches H_rt= 6.50 inches Height of Curb Orifice Throat in Inches Hthmat= 5.25 inches Angle of Throat Theta= 0.00 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WP= 1.73 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Ct(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C (C)= 3.70 u Curb Opening Orifice Coefficient(typical value 0.60-0.70) C.(C)= 0.66 Low Head Performance Reduction(Calculated) MINOR MAJOR Depth for Grate Midwidth dGr�= 0.26 0.51 ft Depth for Curb Opening Weir Equation dour = 0.11 0.36 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGra�= 0.47 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFo,r = N/A N/A Combination Inlet Performance Reduction Factor for Long Inlets RFcPmwnmor= 0.47 0.94 MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) Qa cfs Inlet Capacity IS GOOD for Minor and Major Storms > Peak Q PEAK REQUIRE"= O.4 1.9 cfs 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 3e 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 2e T T,T Se"u` W T. STREET CROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T-CK= 13.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 6.00 inches Distance from Curb Face to Street Crown TCRCWN= 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) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TNnx= 9.0 18.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 4.0 7.2 inches Check boxes are not applicable in SUMP conditions r r MINOR STORM Allowable Capacity is not applicable to Sump Condition Minor Storm Major Storm MAJOR STORM Allowable Capacity is not applicable to Sump Condition Q,iio„= SUMP SUMP cis 3979303 MHFD-Inlet_v5.03.xlsm,Inlet DP 2e 12/5/2024,10:13 AM INLET IN A . OR SAG LOCATION MHFD-Inlet, Version 5.03(August 2023) Lo(C) H-Curb H-Vert Wo W WP �—Lo(G) Design Information(Input) cpoTType R Curb Opening MINOR MAJOR Type of Inlet Type= COOT Type R Curb Opening Local Depression(additional to continuous gutter depression'a'from above) am.i= 3.00 inches Number of Unit Inlets(Grate or Curb Opening) No= 1 Water Depth at Flowline(outside of local depression) Ponding Depth= 3.7 5.8 inches Grate Information MINOR MAJOR r Override Depths Length of a Unit Grate Lo(G)= N/A feet Width of a Unit Grate W.= N/A feet Open Area Ratio for a Grate(typical values 0.15-0.90) Aram= 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) C. (G)= N/A Grate Orifice Coefficient(typical value 0.60-0.80) Co(G)= N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo(C)= 5.00 a feet Height of Vertical Curb Opening in Inches H-rt= 6.00 inches Height of Curb Orifice Throat in Inches Hthmat= 6.00 inches Angle of Throat Theta= 63.40 degrees Side Width for Depression Pan(typically the gutter width of 2 feet) WP= 2.00 feet Clogging Factor for a Single Curb Opening(typical value 0.10) Ct(C)= 0.10 0.10 Curb Opening Weir Coefficient(typical value 2.3-3.7) C (C)= 3.60 u Curb Opening Orifice Coefficient(typical value 0.60-0.70) C.(C)= 0.67 Low Head Performance Reduction(Calculated) MINOR MAIOR Depth for Grate Midwidth clGrat = N/A N/A ft Depth for Curb Opening Weir Equation dour = 0.14 0.32 ft Grated Inlet Performance Reduction Factor for Long Inlets RFGrat = N/A N/A Curb Opening Performance Reduction Factor for Long Inlets Rl` ,r = 1.00 1.00 Combination Inlet Performance Reduction Factor for Long Inlets RI`UmWn .n= N/A N/A MINOR MAIOR Total Inlet Interception Capacity(assumes clogged condition) Qa= 1.5 S.0 cfs WARNING:Inlet Capacity< Peak for Minor and Ma'or Storms Q PEAK REQUIRED= 1.$ 7.9 cfs 3979303 MHFD-Inlet_v5.03.xism,Inlet DP 2e 12/5/2024,10:13 AM MHFD-Inlet Version 5.03(August XZ MIN (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: College and Trilby Inlet ID: Inlet DP 3910B T,. se u_ w T. STREET GROWN e / Gutter Geometry: Maximum Allowable Width for Spread Behind Curb T_CK= 12.0 ft Side Slope Behind Curb(leave blank for no conveyance credit behind curb) SMCK= 0.020 ft/ft Manning's Roughness Behind Curb(typically between 0.012 and 0.020) nmcK Height of Curb at Gutter Flow Line HcuR = 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= 0.014 ft/ft Manning's Roughness for Street Section(typically between 0.012 and 0.020) nMEET= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TMm= 15.0 25.0 ft Max.Allowable Depth at Gutter Flowline for Minor&Major Storm d,4m= 4.0 6.8 inches Allow Flow Depth at Street Crown(check box for yes,leave blank for no) r r MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Q.11 =1 4.0 1 24.9 Ids Minor storm max.allowable capacity GOOD-greater than the design peak flow of 3.00 cfs on sheet'Inlet Management' Major storm max.allowable capacity GOOD-greater than the design peak flow of 22.01 cfs on sheet'Inlet Management' 3979303 MHFD-Inlet v5.03.xlsm,Inlet DP J910B 12/5/2024,10:13 AM INLET ON • • 'AD MHFD-In et, Version.5 ugust Ln i c_ H-Curb H-Vert Wo W One type ex 10'type R and Lo(G) one 15'type R Design Information(Input) CDOTTwe R Curb Opening MINOR MANOR Type of Inlet Type= COOT Type R Curb Opening Local Depression(additional to continuous gutter depression'a') aL0CAL= 3.0 inches Total Number of Units in the Inlet(Grate or Curb Opening) No= 5 Modeled as 10' Length of a Single Unit Inlet(Grate or Curb Opening) L.= 5.00 ft Proposed Type Width of a Unit Grate(cannot be greater than W,Gutter Width) Wo= N/A ft Clogging Factor for a Single Unit Grate(typical min.value=0.5) Cf(G)= N/A N/A lClogging Factor for a Single Unit Curb Opening(typical min.value=0.1 C = 0.10 0.10 Epture 0<Allowable Street Capacity' MINOR MANOR tal Inlet Interception Capacity Q= 3.0 20.2 Cfs tal Inlet Carry-Over Flow(flow bypassing inlet) Qb= 0.0 1.8 Cfs Percentage= C%=1 100 1 92 3979303 MHFD-Inlet v5.03.xism,Inlet DP J910B 12/5/2024,10:13 AM Number of CDOTType 13 C-binedon Inlets pequlred for given Ceperlly Number of CDOT Type 13 Inlets required for given Capacity at a Sump at Gwen Depth(depth measured...id.local depression) Flow Rate(Q) Ponding Depth 4"(y) Ponding Depth 6"(y) Ponding Depth 9"(y) Ponding Depth 12"(y) Ponding Depth 18"(y) s e"•a�"s oeRm-a^ , Yss, 0.0 0.00 0.00 0.00 0.00 0.00 1.0 0.79 0.16 0.11 0.13 0.13 "°^'"a e°' •• 2.0 2.22 0.45 0.24 0.24 0.23 �" e - i ) n a eo om u 3.0 4.06 0.81 0.37 0.35 0.33 4.0 6.23 1.24 0.51 0.45 0.42 5.0 8.69 1.73 0.65 0.55 0.51 6.0 11.40 2.27 0.79 0.65 0.60 P R' 7.0 14.35 2.85 0.94 0.75 0.68 'g l &0 17.51 3.47 1.08 0.84 0.76 9.0 20.87 4.13 1.23 0.94 1)84 a e Y, 0.160s..ae Y,v=0.134,e.nss 9.2 21.56 4.27 1.26 0.96 0.86 10.0 24.41 4.83 1.38 1.03 0.92 � 11.0 28.14 5.56 1.54 1.13 1.00 - 12.0 32.03 6.33 1.69 1.22 1.07 13.0 36.09 7.12 1.85 1.31 1.15 R°=0.9] 14.0 40.30 7.95 2.01 1.40 1.23 15.0 44.67 8.81 2.16 1.49 y=Number of inlets sumolneGpnd (dwgM1daauhdnWne�nnl m DP 12Year Flow-cfs 100 Year Flow-cfs 4g 2.241 15.77 Inches Ponding Depth 9 Inches No.Inlet 100 Year Reel to capture 100% 3.0 No.of Inlets Provided 5.0 No Bypass Flow 0 cfs Number of DDOT Type 131n1ets requlrea far given fapaalty a[a Sump ,re�ce�R leeo 6�n�e�2a=we�a k a a P�wnla Flow Rate q) nit Ponaln8 DePtM1 4"IY) PRnalnB Dep[M1 6"(YI Ponaing De tM1 9"(Y) PRnaInB De M1]2"(YI Ponaln8 DePtM1]e"IY s snwemen=a�x-e ems-.- 0.00 - 0.00 0.00 O.W 1.0 0.16 0.11 0.13 0.]9 �nnm•enenrr,a r 2.0 2.22 0.45 0.2R 0.24 0.23 ar".euvo��n-aa 3.0 4.06 0.81 0.3] 0.35 0.33 �rwamcarom>u r � � ' 4.0 6.23 1.24 0.51 0.45 0.42 5.0 8.69 1.>3 0.65 0.55 0:51 0"..- 6.0 13.40 "1 0.19 0.65 .w P __,J 7.0 0.94 0.]5 0.68 'p S.0 1>.51 3.4> 1.08 0.84 0.26 5 3 9.0 20.8] 4.13 1.23 0.94 3.56 0.96 0.86 6 10.0 24.41 4.83 1.36 L03 M 28.14 5.56 1.Sq i.13 1.00 12:0 32.03 6.33 1.69 122 1.0] 1 L3.0 36.09 ].12 1.85 1.31 L15 �� ' 14.0 40.30 ].95 2.01 L40 1.23 , � y=Numher of Inlets 3 wmnrm.�asn.� n...anem.. +sew,. 2 Year Flow-cfs lwy-,Flaw-'N 1b 2fi 6.2> P.-9 Depth 8 InpM1es N.Inlet 11 Year Req to capture islets PrOPmea a.a Nunderef C002rype 131n1¢tsrequiredfgrgiveneapadryrta5u� xo •r ,...m e.pu m.+•waeseae.ievl :iea� mY FI wte1N Pondine Oepth1 IYI peed.Be pm IYI Poedee oe h9^IYI Depth lx"IYI Pondme Depth v"IYI B — :od am m m am '�•.� I 2:B aas 2a 2e a21 081 037 035 033 0.0 12! 0.62 Ns:B 8.69 171 -1 0.55 0.51 _ v,.=o.ua„•!�� 1Lm 2.85 0.& O:bB 8:0 20.87 a.13 L. 0.83 138 103 0.92 110 28.41 s.% LSa ll.0 330m3 1.69 2 p2sy.• 11 131 14.0 CO�.m 95ems- 8.81 y=umberof inlets ' � m 10° a law ea law-2Ye rF -cfs iNV rF h 1g 1210 ppetliegoepth q I�rches Ne.Inletlm Year 111 opwre No.of Inlets provided 3 ear BV Flow 0 afs S Year BV;::Flow 1.651 umber of CDOT 19pe 131.1-reau-far gl-Upaplty at a Sump ue x ..e eePu m.mw<e wme.ieml e.P��w1 �M1 Flaw Rate IQ] PanElne Depth 4"Iyl PanElne Depth V(11 PanElne Depth 9"Ivl PanElne Depth 12°Ivl PanElne.01,18°Ivl - - 0.0 0.00 0.00 0.00 0.00 00.w - 1.0 0.79 0.11 0.13 2.0 2.22 0.24 0.34 0.23 3.0 4.06 0.3> 0.3s 0.3.3 4.0 { 0.11 0.45 0.42 10 01.13 2.2> 0.19 0.15 14.35 2.85 0.94 0.>s 0.. 8.0 1>.si 1.43. 1.08 0.84 - 9.0 2.8> 4.13 1.23 0.94 0.. ° 9.2 21.56 .83 1.26 0.96 0.86 4 30.0 24.41 .83 1.38 1.03 0.92 11.0 28.14 5.56 1.54 1.13 1.00 12.0 32.03 633 1.69 1.23 1.0> 1.0 3.0 >12 1.85 1.31 1.15 14.0 40.30 2. 1.40 1.23 Ss.O 1 44.67 1 8.81 1 2.16 1.49 1.30 y=Number at Inlets r Flow cfs 1W Year Flowcfs 314 PonElne Depth 4 Inches .Inlet 300 rear Rea to papture lWX 4Z0 na.pe Inlets vraylaea s x Flow 0 tls 3D9 rear evwsz Naw vs3 era Na w m Number of COOT Type]31,1-re8ulretl far gNen UP Ity ata Sump re.aPNr la.o m.ss.•m olwra�lo..ia eressro.l Flow Pantling OePth 4"(Y) Pantling Oepth 6°(y) PantllnB OePth 9"(1) P-ding Oeth]2°(yl Ppntllne O pth W(y) - - 0.0 0.00 O.W 0.00 OAO 0.00 - 4 1.0 0.>9 0.16 0.11 0.13 O.11 �� OAS O.d4 nm 2.0 2.22 0.24 0.23 °v 3.0 a.06 0.81 0.37 -5 0.41 4.0 6.33 L24 O.Sl 0.45 0.42 5.0 8.69 1.T3 0.65 0.55 O51 y=.=o.ixq iu� 6.0 11.40 O.J9 0.65 0.60 � _�J ].0 14.35 0.94 0.750.68 8.0 L.. 0.84 0.>8 0 •r 1.2 20.8] 4.13 1.23 0.94 0.. 21.56 4.1 0.96 10.0 24.91 4.83 1.38 1.03 0.92 v SSA 38.14 S.S6 1.54 1.13 1.00 12.0 32.03 6.33 1.69 1.22 1.0] 13.0 36.09 >.12 1.85 131 L15 14.0 40.30 ].95 01 L90 I5.0 8.81 2.16 1.. 1.30 - y=Number of Inlets r su.o,m=ruw M.�+u e.r.°u wuur u.u„ 2 Year Flaw-cfs 100 Year Flaw-cfs 9.8 Pantlmg Oepth 4 Inches No.InlO-Year Rep to capture S00% 33.0 No.of Inlets Pra 1- 4 2 Year gypazs Flow 0 cfs ]00 Year Bypazs Flow 6.51 cfi Numb<r or C00TT retl br iw:n0a xo a.nu.,..». o+.m=m..ia.wa.w,. Flow Fare Pondn Oe Pondn^Oe F6W Pondn Oe M19" Oe Pondl Ue M118 -.-- 6.i3. OAS O.E2 11 6.0 0.]9 0.9a 0.75 al. ----------------- ID:8) 4.. 0.99 28.1a LSa LL3 100 ' - —. 32.03 1.69 L. 36.09 =_ D.ID 96 15.0 H.812.. L49 � ar Fi<w-dt bore-1--d� N. o aM1 « e laves He9mmHx�re la6z s.9 Ne.oe mieH nre.mea 1 e,Be Now 9 I la re rew Now —dz Numtier pfC00TT 131nlrtzr ulreE fur Iven4 a M x . e.pm m•..u2ee am�mv�ie•p..�e..pmuv ype eq B c yrtaaump n 1 Flaw Rate to anElne-t-III anElne O Ith W Ivl anElne O Ith 9"I1l anElne Depth l2"IVI anElne Depth IW Ivl 0.0 O.po 00.00 00.W 0.00 0.00 I x 0 2.0 .0 .22 0.4545 0.24 0.24 .23 -_ 0 3. 4.06 0.51 0.37 35 0.33 4.00 .23 1.24 0.51 0.45 012 ]3 8.69 1. .66 5 0.. 6.0 1- 2.2] 0.29. 0.65 O.fiO ].0 14.35 2.as 0.94 0.68 5 8.0 1751 3.43 1.08 0.84 0.76 i 9.0 20.83 44�- 1.23 0.94 O.H4 f' �o��9.2 21.56 4.2] 1.26 0.96 0.86 - 24.41 4.83 1.38 1.03 0.92 11, 2E.14 - 1.5q 1.13 I.00 - -- - ---- - 12.0 3203 6.33 1.69 22 1.0] as]32 81 11401 1.11 00 213 30 1.23 Ss.o -67 8.81 2.16 1.49 1.30 v=Number of Inlets 2 Year Flow cfs 100 Vear Flaw-<fs OB8 1.24 vanElne Depth 4 inches .mlee 3a rear Rep to papmre Im3c np.ae liner:vraYlaea 1 x Flow 0 cfs 100 Year Bypax Flaw 0.0]cfs 9/16"0 CID ElElElElElEl ETIETT]0 ElETIET10 ElElElElla 000000 MADE IN THE U.S.A. AVAILABLE MATERIALS: 6'_713/16 MILD STEEL(NO FINISH)-WGT: 496.7 lbs. MILD STEEL(GALVANIZED)-WGT: 496.7 Ibs. 1'-95/8 T-01/2 1'-95/8 STAINLESS STEEL-WGT: 496.7 Ibs. ALUMINUM -WGT: 167.8 lbs. CUSTOM SIZES AVAILABLE AVAILABLE UPON REQUEST WITH: ACCESS PORT / \ ANTI-VORTEX PLATE i �TRASHIRACKS.com TITLE: A DIVISION of J A.HOE LDR-72 / LU 101 IRONWOOD ROAD 72" ROUND TOP-MOUNT TRASH RACK MIDDLESBORO,KY 40965 PH:(606)248-5560 SIZE DWG. NO. O /„\ FAX:(606)248-6308 w REV. JRHOE.COM 118839 SHEET 1 / 1 Subdivision: College and Trilby Location: West Trilby and South College Project Name: College and Trilby Project Number: 39793.03 Calculated By: ARJ Checked By: Date: 12/10/2024 Design Point-J829 and J828 (6 ft. Min Dia Manhole w/Trash Rack) Design flow 102.63 and 22 cfs Orifice Flow Calculation Q= C*A* square root (2gH) C = 0.6 A = 28.274sgft g= 32.2 Head (ft) CA (2GH) Sqrt (2GH) Capacity-CFS 1 16.9644 64.40 8.025 136.1 2 16.9644 128.80 11.349 192.5 3 16.9644 193.20 13.900 235.8 4 16.9644 257.60 16.050 272.3 5 16.9644 322.00 17.944 304.4 6 16.9644 386.40 19.657 333.5 OVERFLOW CHANNEL CC - RIPRAP CALCULATIONS Subdivision: College and Trilby Project Name: College and Trilby Location: Fort Collins Project No.: 39823.00 Calculated By: ARJ Checked By: Date: 12/19/23 RIP-RAP METHOD-ISBASH Method D50=stone size(ft) �-+ — +� V a=average channel velocity(ft/s) G s=specific gravity of stone 50 �2 (Gs 2g( — G=gravitational constant(ft/s A2) C=0.86 for high turbulence zones 1.20 for low turbulence zones Pay Item Percent of Material Typical Typical Sterne Stone Stone Size Smaller Than 3V'eiRh0gh rLSUt Dimensions' l'' Value UnitsnitS Typical(lnches) Stone, (inches) (11omtds) Va 4.59 ft/s 70-100 12 95 Gs 2.5 50`0 U 35 R PTa{' 35_50 6 10 Gs 32.2 (ft/s A2) 2-10 2 a.a C 0.86 70-100 15 160 lui+iat� 50-70 12 85 35-50 9 35 2-10 3 1.3 70-100 21 440 D(50) 0.29 feet Riprap 12 50-70 is 275 35-50 12 85 D(50) 1 41 inches 1 2-10 4 3 too 30 0280 1pn<p IB 50-70 24 650 *using type M riprap-12" 31"o 18 275 O 6 10 mm 42 3500 Rlprap �.� 50-70 33 1700 35-50 24 650 -10 9 3S 'd+0-rx*n i-d stnne;¢ 'hosed on typical rock mass 'e<ryivalent 711.ical diameter •bated a.pecific g—i,ty-2 5 FORT COLLINS STORMWATER CRITERIA MANUAL Grading (Ch. 8) 3.0 Detention Basin Grading Design Figure 3.5-1. Spillway Detail and Rock Sizing Chart TOP OF SPILLWAY SPILLWAY CREST EM1ANKh4W vD*mDKvOvvWmWSEL, 100-VRWSEL WMAX FLOW - TO PSOIL DETENTION BASIN COVER LIPSYREAM OF 3'MIN ERFLOWWAIL 4 DT'NDRIPRAP CONCRETE OVERFLOW WALL WITH FOCII TO MEND A MINIMUM OF S'INTO rHE EMBANKMENT ON BOTH SIDES SOILRIPW T 2D, OF THE SPILLWAY DIMENSIONS. BOTTOM OF FOOTING REINFORCEMENT AND CONCRETE AT OR BELOW BOTTOM REQUI REMENTS TO BE DETERMINED BY OF SOIL 114~ ------ TOPOFSPILLWAY SPILLWAY CREST (MRANKMrNT 3-4'TOPSOIL COVER 12*MIN MIN EMERGENCY OVERFLOW WSEL FREEBOARD 61 m" OIL LVW 2 35 . . . . . . . . . . . . . . . . . . I . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 . . . . . . . . . . . . . . . . . . . . . . . . . . 25 IN N - - - - - -- ----- - - - - - - 20 -- - - - - - - - - - - - - - - - - - - - - vi - - - - - - ----- - - - - - - -- - - - - - TYPE TYPE N TYPE VH :Nk 15 4. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 ... . . . . . . . . . . . . . . . . . . . .:77-7� -- - - - - - - - - - - - - - - - - - - - - - - - - 0 5 10 Is .10 30 Unit Obdmrp(delft) City of 3.5 Spillway F6rt Collins Page 13 Scenario: 100 Year 4.5-MH(STORM) C-4.4(STORM) 4.4-MH(STORM) C-4.3(STORM) C� Ackk SbQ5 M1 4.3-MH(STORM) 4.6-MH M) C4?(STO RM 17.1-VALLEY INLET(STORM) 4.2-MH(STORM) C� 1.16-INLET(STORM) 22.1-INLET(STORM) 1.11-MH(STORM) q o � N WOSSTORMI MJ O 1.11H'I(STORM) R c7 o 44 1 1$�® (21 n O R� 4(ST0 R�i S�O�MI j�16.2-INLET(STORM) 0-4 41 °' J C-,1)15- RM) � 24) n 0 N1 4.7-MH(STORM) 1.10-MH(STORM) IS�pRMI C4'.1- INLET(S RM) n .o N� p P363.1 FES(STORM) 2 C-363.1(STORI J 1.9-MH(STORM) C-AS.A I& SET(STORM) C) A J U) 0 A C� 00 -I O �7 pp�� O-1 1.4-MH(SLTIP3RWTORM) 1.3-Ul.�9(T'q I) G111��0 1.2-MH(STORM) C) A cn 0-12 o C r21(STORM) 12.4-MH(STORM) 11 �pp M` P.5-MH(STORM) C-13)3(ST 6( Tp"MHOTORM)7-INLET(CST�2MkORM) C-1 51(61�1 JPL'ET ST6RM) NI 4.8-MH(STORM) O T 4ST2Q RM) 11.2-MH(STORM) 4.10-MH(STORM) c;49 a� �S'T G is ORk 9-MH(STORM)9 011.3-INLET(STORM) n A 041.4-INLET(STORM) C) in C) O N 7J N W O _ ,l7 11.5-INLET(STORM) O StormCAD 3979303 StormCAD.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.04] 12/5/2024 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 2 of 6 Scenario: 100 Year Vl) P363.2-MH(STCt 2(STORM) P363.3-MH(STORM) C-363.3(STORM) P363 StormCAD 3979303 StormCAD.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.04] 12/5/2024 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 3 of 6 Scenario: 100 Year 0 $ � C-19.11?S�0 _T�6 1yMNOTO1191)2 INLET(STORM) 12.3-MH(STORM) 11.6-INLET(STORM) C) fJ N Cn 0 7J n N N O 7J 2.3-MH(STORM) C-6.1(STORM) 6.1-INLET(STORM) n N W Ul S2.4-MH(STORM) 10.1-INLET(STORM) 9.3-INLET(STORM) O C 82(STORM) �� MH(STORM) 12.2-MH(STORM) G' n ^ti. O-9 12.1-OULET STRUCTURE(STORM) O h v N U O-3 5.2-INLET(STORM) 8.1-MH(STORIW C.g 1 O �� (STORM, 5.1-MH(STORM) O� N 8.1-INL ( N CS.1(ST �. U ORnj) 2 5-MH(STORM) C-8.3(STOF�NI) Ci 8.2-IN RM) .2-INLET(STORM) �2 0 to7 3.4-MH(STORM) 'O 2.7-1 14ET STORM) C-3.3(STORM) N 3.3-MH(STORM) C 26(STOR 1 82.6-MH(STORM) �o -'(STORM) 18.1-INLET(STORM) 20.1-INLET(STORM) O F— v ci U 3.5 -INLET(STORM) c> ca 0 7.1-INLF7(�ST1M) 3.6-MH(STORM) ca m 0 C-3.8(S N�HIy1¢STORM) '&n3.9-INLET(STORM) O 70 StormCAD 3979303 StormCAD.stsw Bentley Systems,Inc. Haestad Methods Solution Center [10.03.02.04] 12/5/2024 27 Siemon Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 5 of 6 Urban Drainage and Flood Control District Modeling Hydraulic and Energy Gradients in Storm Sewers: October 6, 2009 6.3 Combined Junction Loss Equation V V2 2 V2 V2 Hi = HS =kbT + —k,, • 1�- ]+kU � =k Equation(13) 2g 2g 2g 2g 2g where, Hj=UD-Sewer junction loss Hs=Standard method junction loss kbT= Bend loss coefficient at truckling kbL= Bend loss coefficient at lateral VtT=Full flow velocity of trunk line at manhole Vj;=Full flow velocity of incoming lateral at manhole Vo=Full flow velocity of trunk line at manhole k=Head Loss Coefficient g=Acceleration due to Gravity Table 2-StormCAD Standard Method Conversions StormCAD Conversion Table Bend Angle K coefficient Conversion 0 0 0.05 -0 22.5 0.1 45 0.4 m 60 0.64 90 1.32 1 Lateral K coefficient Conversion Bend Non Angle Surcharged Surcharged 0 45 0.27 0.47 J 60 0.52 0.9 90 1 1.02 1 1.77 J 2 Laterals K coefficient Conversion 45 0.96 60 1.16 90 1.52 The engineering guidelines from this study provide the methodology needed to reach an HGL analysis result using StormCAD which replicates that of UD-Sewer. However, the following limitations apply: • The full pipe velocity should not exceed 18 fps • The conversion only applies for the storm sewer pipe sizes 42"or less • A regional storm sewer system should use UD-Sewer only Page 19 Type of Monfule oagam Heedlcas Coefficient Trunkline ontywin no bend at the function o Trumine ontywin ns bend atthe junnion 06 Tru1/ nkbne onrywib vo^ bend attuejuniftion I,d Trunkhme with one lateral � SmaIlO.61argeD.7 0 roughly equivalent entrance lines with so between lines 08 0 roughly equivalent entrance idea with q so between lines Those or aore entrance lines � 1 Page l of 1 Scenario: 2 Year Current Time Step: 0.000 h FlexTable: Conduit Table Invert Invert Length Energy Energy Label Rise Span Diameter Manning's (User Slope Flow Velocity HGL(In) HGL Grade Grade (ft) (ft) (in) n (Start) (Stop) Defined) ftft) (cfs) (fus) (ft) (Out)(ft) Line(in) Line (ft) (ft) (ft) (ft) (Out)(ft) C-14.1(STORM) 18.0 0.013 5,029.50 5,030.12 51.8 -0.012 3.22 5.58 5,030.80 5,030.43 5,031.07 5,030.55 C-1.1(STORM) 42.0 0.013 5,000.24 5,000.19 9.8 0.005 25.10 6.81 5,001.78 5,001.66 5,002.37 5,002.33 C-1.10(STORM) 24.0 0.013 5,032.90 5,029.00 230.2 0.017 5.10 7.02 5,033.70 5,030.43 5,033.99 5,030.50 C-1.11(STORM) 24.0 0.013 5,034.00 5,033.00 60.0 0.017 5.10 6.98 5,034.80 5,034.09 5,035.09 5,034.22 C-1.12(STORM) 18.0 0.013 5,035.13 5,034.50 31.5 0.020 4.23 7.25 5,035.92 5,035.07 5,036.23 5,035.81 C-1.13(STORM) - - 18.0 0.013 5,035.90 5,035.23 28.8 0.023 1.03 5.10 5,036.28 5,036.24 5,036.41 5,036.25 C-1.14(STORM) - - 18.0 0.013 5,036.89 5,036.00 34.6 0.026 0.75 4.80 5,037.21 5,036.42 5,037.33 5,036.47 C-1.15(STORM) 18.0 0.013 5,037.59 5,037.00 47.4 0.012 0.75 3.73 5,037.91 5,037.26 5,038.03 5,037.47 C-1.2(STORM) - - 42.0 0.013 5,002.18 5,001.02 62.1 0.019 25.10 10.87 5,003.72 5,002.10 5,004.31 5,003.64 C-1.3(STORM) - - 42.0 0.013 5,008.21 5,006.27 79.6 0.024 25.10 11.96 5,009.75 5,007.26 5,010.34 5,009.20 C-1.4(STORM) - 42.0 0.013 5,011.50 5,010.57 38.9 0.024 25.10 11.88 5,013.04 5,011.64 5,013.63 5,013.21 C-1.5(STORM) - - 42.0 0.013 5,015.41 5,014.85 29.1 0.019 22.43 10.65 5,016.86 5,015.93 5,017.41 5,017.16 C-1.6(STORM) - 42.0 0.013 5,021.50 5,020.92 27.7 0.021 19.23 10.49 5,022.84 5,021.90 5,023.34 5,023.09 C-1.7(STORM) - 42.0 0.013 5,017.92 5,015.50 85.5 0.028 20.70 11.93 5,019.31 5,016.92 5,019.84 5,017.42 C-1.8(STORM) - - 30.0 0.013 5,026.29 5,022.50 251.9 0.015 9.30 7.82 5,027.31 5,023.60 5,027.69 5,023.91 C-1.9(STORM) 24.0 0.013 5,029.00 5,026.79 90.1 0.025 8.17 9.17 5,030.02 5,027.44 5,030.42 5,028.75 C-2.1(STORM) 36.0 0.013 5,024.85 5,022.50 313.2 0.008 8.44 5.83 5,025.77 5,023.60 5,026.10 5,023.80 C-2.2(STORM) - 30.0 0.013 5,027.75 5,025.35 195.2 0.012 6.76 6.65 5,028.61 5,026.27 5,028.93 5,026.53 C-2.3(STORM) 30.0 0.013 5,028.47 5,027.85 32.5 0.019 6.54 7.69 5,029.32 5.029.09 5,029.63 5,029.20 C-2.4(STORM) - 24.0 0.013 5,032.98 5,028.97 209.5 0.019 6.54 7.88 5,033.89 5,029.59 5,034.23 5,030.55 C-2.5(STORM) 18.0 0.013 5,033.87 5,033.48 52.4 0.007 1.91 4.06 5,034.47 5,034.50 5,034.60 5,034.54 C-2.6(STORM) 18.0 0.013 5,034.23 5,033.97 26.3 0.010 1.15 3.89 5,034.63 5,034.67 5,034.77 5,034,70 C-3.1(STORM) - - 48.0 0.013 5,021.97 5,021.39 91.0 0.006 18.15 6.67 5,023.22 5,022.47 5,023.67 5,023.16 C-3.2(STORM) - - 48.0 0.013 5,022.17 5,022.07 20.6 0.005 17.65 6.00 5,023.40 5,023.45 5,023.85 5,023.78 C-3.3(STORM) 48.0 0.013 5,023.25 5,022.27 142.6 0.007 16.82 6.70 5,024,45 5,023.67 5,024.89 5,023.96 C-3.4(STORM) - - 42.0 0.013 5,023.56 5,023.35 52.2 0.004 16.82 5.59 5,024.81 5,024.80 5,025.27 5,025.11 C-3.5(STORM) - - 42.0 0.013 5,024.21 5,023.66 109.8 0.005 16.14 5.99 5,025.44 5,024.79 5,025.88 5,025.35 C-3.6(STORM) 42.0 0.013 5,027.00 5,024.31 300.5 0.009 14.88 7.20 5,028.17 5,026.23 5,028.60 5,026.35 C-3.8(STORM) - - 30.0 0.013 5,031.06 5,030.86 15.2 0.013 14.88 8.49 5,032.36 5,031.95 5,032.88 5,032.77 C-3.9(STORM) - - 24.0 0.013 5,038.86 5,038.80 17.5 0.003 3.03 3.42 5,039.51 5,039.41 5,039.69 5,039.63 C-4.1(STORM) 48.0 0.013 5,004.62 5,001.00 120.7 0.030 23.59 12.46 5,006.05 5,001.84 5,006.58 5,004.19 C-4.2(STORM) - - 48.0 0.013 5,015.23 5,011.62 120.2 0.030 23.59 12.47 5,016.66 5,012.46 5,017.19 5,014.81 C-4.3(STORM) 48.0 0.013 5,027.61 5,022.23 179.6 0.030 23.59 12.46 5,029.04 5,023.06 5,029.57 5,025A7 C-4.4(STORM) 48.0 0.013 5,036.13 5,031.11 200.8 0.025 23.59 11.69 5,037.56 5,031.98 5,038.09 5,034.10 C-4.5(STORM) - - 48.0 0.013 5,039.40 5,037.13 99.3 0.023 23.59 11.32 5,040.83 5,038.04 5,041.36 5,039.90 C-4.6(STORM) 48.0 0.013 5,041.58 5,039.50 203.7 0.010 23.59 8.50 5,043.01 5,041.15 5,043.54 5,041.51 C-4.7(STORM) - - 48.0 0.013 5,046.50 5,041.68 446.2 0.011 23.59 8.67 5,047.93 5,043.28 5,048.46 5,043.67 C-4.8(STORM) 2.8 4.4 0.013 5,050.67 5,050.07 60.3 0.010 23.59 8.09 5,051.93 5,051.06 5,052.41 5,051.99 C-4.9(STORM) - 42.0 0.013 5,051.91 5,050.77 45.6 0,025 24.08 11.92 5,053.42 5,052.57 5,053.99 5,052.93 C-5.1(STORM) - - 24.0 0.013 5,033.79 5,032.98 54.3 0.015 4.86 6.62 5,034.57 5,034.50 5,034.86 5,034.56 C-5.2(STORM) 18.0 0.013 5,034.72 5,033.89 15.8 0.053 0.55 5.60 5,034.99 5,035.01 5,035.09 5,035.01 C-6.1(STORM) - 18.0 0.013 5,028.35 5,028.89 28.0 -0,019 0.42 3.65 5,029.13 5,029.09 5,029.21 5,029.10 C-7.1(STORM) - - 18.0 0.013 5,025.81 5,032.50 72.5 -0.092 1.26 8.78 5,032.92 5,026.01 5,033.07 5,027.21 C-8.1(STORM) - - 24.0 0.013 5,033.89 5,034.23 45.2 -0.008 4.38 5.03 5,034.97 5,035.01 5,035.24 5,035.10 C-8.2(STORM) - 24.0 0.013 5,034.33 5,034.54 16.4 -0.013 4.38 6.09 5,035.27 5,035.32 5,035.55 5,035.44 C-8.3(STORM) - - 24.0 0.013 5,035.87 5,034.64 30.7 0.040 2.17 7.42 5,036.38 5,035.63 5,036.56 5,035.66 C-9.1(STORM) - - 24.0 0.013 5,020.50 5,019.83 50.4 0.013 3.52 5.79 5,021.16 5,020.33 5,021.40 5,020.85 C-9.2(STORM) 18.0 0.013 5,023.60 5,021.50 65.6 0.032 0.39 4.25 5,023.83 5,021.65 5,023.91 5,021.93 C-10.1(STORM) - - 18.0 0.013 5,022.10 5,021.50 27.0 0.022 1.78 5.88 5,022.60 5,021.86 5,022.79 5,022.36 C-11.1(STORM) 36.0 0.013 5,012.54 5,013.55 40.5 -0.025 3.46 6.85 5,014.13 5.013.93 5,014.33 5,013.95 C-11.2(STORM) - 36.0 0.013 5,013.65 5,014.01 72.5 -0.005 3.46 3.88 5,014.59 5,014.40 5,014.79 5,014.50 C-11.3(STORM) - - 30.0 0.013 5,014.51 5,014.75 35.6 -0.007 3.46 4.42 5,015.36 5,015.05 5,015.58 5,015.35 C-11.4(STORM) 1.2 1.9 0.013 5,016.84 5,016.98 27.8 -0.005 1.38 3.02 5,017.35 5.017.20 5,017.48 5,017.34 C-11.5(STORM) - 12.0 0.013 5,017.08 5,018.80 81.8 -0.021 0.46 4.06 5,019.08 5,017.28 5,019.18 5,017.54 C-11.6(STORM) 12.0 0.013 5,018.80 5,025.00 212.6 -0.029 0.46 4.57 5,025.28 5,019.09 5,025.38 5,019.18 C-12.1(STORM) 30.0 0.013 5,001.90 5,001.76 27.2 0,005 12.70 5.77 5,003.10 5,002.91 5,003.56 5,003.43 C-12.2(STORM) - 30.0 0.013 5,018.07 5,012.04 225.0 0.027 12.70 10.51 5,019.27 5,012.78 5,019.73 5,014.49 C-12.3(STORM) 30.0 0.013 5,011.94 5,002.00 350.8 0.028 12.70 10.72 5,013.14 5,003.28 5,013.60 5,003.67 C-12.4(STORM) - 30.0 0.013 5,018.50 5,018.17 66.4 0.005 12.70 5.70 5,019.70 5,019.56 5,020.16 5,019.88 C-13.1(STORM) - - 24.0 0.013 5,024.00 5,023.00 27.7 0.036 2.81 7.72 5,024.58 5,023.60 5,024.79 5,023.80 C-15.1(STORM) - - 24.0 0.013 5,027.38 5,026.79 25.1 0.024 1.65 5.67 5,027.83 5,027.70 5,027.98 5,027.72 C-16.1(STORM) 18.0 0.013 5,034.76 5,034.50 17.3 0,015 0.87 4,16 5,035.11 5,035.10 5,035.23 5,035.13 C-17.1(STORM) - - 18.0 0.013 5,036.75 5,036.00 49.8 0.015 0.28 2.97 5,036.95 5,036.42 5,037.01 5,036.42 C-18.1(STORM) 18.0 0.013 5,033.97 5,034.37 25.2 -0.016 0.78 4.10 5,034.70 5,034.67 5,034.81 5,034.68 C-19.1(STORM) - 24.0 0.013 5,025.72 5,025.35 24.7 0.015 1.69 4.88 5,026.17 5,026.27 5,026.33 5,026.29 C-19.2(STORM) - - 18.0 0.013 5,026.68 5,025.85 25.4 0.033 0.26 3.78 5,026.87 5,026.27 5,026.93 5,026.28 C-20.1(STORM) - - 18.0 0.013 5,026.95 5,026.52 21.6 0.020 0.72 4.34 5,027.27 5,026.74 5,027.38 5,027.04 C-22.1(STORM) - 18.0 0.013 5,036.20 5,035.23 19.4 0.050 3.36 9.43 5,036.90 5,036.24 5,037.17 5,036.35 C-363.1(STORM) - - 48.0 0.013 4,998.87 4,998.45 76.8 0.005 30.36 7.29 5,000.50 5,000.51 5,001.12 5,000.85 C-363.2(STORM) 36.0 0.013 4,998.35 4,996.87 83.4 0.018 30.36 11.38 5,000.14 4.999.03 5,000.88 4,999.51 C-363.3 STORM 36.0 1 0.013 1 4,996.87 1 4,980.90 1 424.9 1 0.038 1 30.36 1 14.95 1 4,998.66 1 4,981.89 1 4,999.40 1 4,985.36 X:\3970000.all\3979303\StormCAD\Model\3979303 StormCAD.stsw file:///C:/Users/WaterR/AppData/Local/TempBentley/StonnCAD/2bzyfgnc.xml 12/9/2024 Page 1 of 2 Scenario: 2 Year Current Time Step: 0.000 h FlexTable: Manhole Table Flow Hydraulic Hydraulic Headloss Elevation Elevation Velocity (Total Grade Grade Headloss Label (Ground) (Invert) (Out) Coefficient (ft) (ft) Out) (ft/s) Line(In) Line Method (Standard) (cfs) (ft) (Out)(ft) 1.10-MH(STORM) 5,034.55 5,029.00 8.17 5.08 5,030.43 5,030.02 Standard 1.020 1.11 -MH(STORM) 5,038.48 5,032.90 5.10 4.38 5,034.09 5,033.70 Standard 1.320 1.12-MH(STORM) 5,038.76 5,034.00 5.10 4.38 5,035.10 5,034.80 Standard 1.020 1.13-MH(STORM) 5,039.56 5,035.13 4.23 4.50 5,036.24 5,035.92 Standard 1.020 1.14-MH(STORM) 5,040.55 5,035.90 1.03 2.94 5,036.42 5,036.28 Standard 1.020 1.15-MH(STORM) 5,041.55 5,036.89 0.75 2.70 5,037.26 5,037.21 Standard 0.400 1.16-INLET(STORM) 5,041.37 5,037.59 0.75 2.70 5,037.92 5,037.91 Standard 0.100 1.2-MH(STORM) 5,008.28 5,000.24 25.10 6.15 5,002.02 5,001.78 Standard 0.400 1.3-MH(STORM) 5,016.96 5,002.18 25.10 6.15 5,003.75 5,003.72 Standard 0.050 1.4-MH(STORM) 5,022.38 5,008.21 25.10 6.15 5,010.53 5,009.75 Standard 1.320 1.5-MH(STORM) 5,022.11 5,006.50 25:10 6.15 5,013.93 5,013.04 Standard 1.520 1.6-INLET(STORM) 5,021.66 5,015.41 22.43 5.94 5,016.92 5,016.86 Standard 0.100 1.7-INLET(STORM) 5,028.62 5,017.92 20.70 5.79 5,019.34 5,019.31 Standard 0.050 1.8-MH(STORM) 5,029.55 5,021.50 19.23 5.66 5,023.60 5,022.84 Standard 1.520 1.9-MH(STORM) 5,032.75 5,026.29 9.30 4.96 5,027.70 5,027.31 Standard 1.020 2.1 -MH(STORM) 5,030.48 5,024.85 8.44 4.62 5,026.27 5,025.77 Standard 1.520 2.3-MH(STORM) 5,033.43 5,027.76 6.76 4.51 5,029.09 5,028.61 Standard 1.520 2.4-MH(STORM) 5,034.10 5,028.47 6.54 4.46 5,029.33 5,029.32 Standard 0.050 2.5-MH(STORM) 5,038.29 5,032.98 6.54 4.73 5,034.50 5,033.89 Standard 1.770 2.6-MH(STORM) 5,039.35 5,033.87 1.91 2.90 5,034.67 5,034.47 Standard 1.520 2.7-INLET(STORM) 5,038.74 5,034.23 1.15 3.03 5,034.64 5,034.63 Standard 0.050 3.2-INLET(STORM) 5,031.54 5,021.97 18.15 5.40 5,023.45 5,023.22 Standard 0.500 3.3-MH(STORM) 5,031.52 5,022.17 17.65 5.36 5,023.67 5,023.40 Standard 0.600 3.4-MH(STORM) 5,034.36 5,023.25 16.82 5.28 5,024.80 5,024.45 Standard 0.800 3.5-INLET(STORM) 5,029.60 5,023.56 16.82 5A4 5,024.83 5,024.81 Standard 0.050 3.6-MH(STORM) 5,030.11 5,024.21 16.14 5.38 5,026.23 5,025.44 Standard 1.770 3.7-MH(STORM) 5,040.55 5,027.00 14.88 5.25 5,028.20 5,028.17 Standard 0.050 3.8-EX INLET(STORM) 5,042.40 5,031.06 14.88 5.77 5,033.04 5,032.36 Standard 1.320 3.9-INLET(STORM) 5,043.12 5,038.80 3.03 3.44 5,039.52 5,039.51 Standard 0.050 4.10-MH(STORM) 5,058.44 5,051.91 24.08 6.07 5,053.45 5,053.42 Standard 0.050 4.2-MH(STORM) 5,020.01 5,004.62 23.59 5.83 5,006.32 5,006.05 Standard 0.500 4.3-MH(STORM) 5,030.53 5,015.23 23.59 5.83 5,016.93 5,016.66 Standard 0.500 4.4-MH(STORM) 5,039.61 5,027.61 23.59 5.83 5,029.31 5,029.04 Standard 0.500 4.5-MH(STORM) 5,046.82 5,036.13 23.59 5.83 5,037.83 5,037.56 Standard 0.500 4.6-MH(STORM) 5,049.48 5,039.40 23.59 5.83 5,041.15 5,040.83 Standard 0.600 4.7-MH(STORM) 5,050.45 5,041.58 23.59 5.83 5,043.28 5,043.01 Standard 0.500 4.8-MH(STORM) 5,054.58 5,046.50 23.59 5.83 5,048.25 5,047.93 Standard 0.600 4.9-MH(STORM) 5,057.56 5,050.67 23.59 5.57 5,052.57 5,051.93 Standard 1.320 5.1 -MH(STORM) 5,038.38 5,033.79 4.86 4.31 5,035.01 5,034.57 Standard 1.520 5.2-INLET(STORM) 5,038.48 5,034.72 0.55 2.47 5,035.00 5,034.99 Standard 0.050 6.1 -INLET(STORM) 5,032.93 5,028.89 0.42 2.31 5,029.13 5,029.13 Standard 0.050 7.1 -INLET(STORM) 5,038.19 5,032.50 1,26 3.11 5,032.93 5,032.92 Standard 0.050 8.1 -MH(STORM) 5,039.76 5,034.23 4.38 4.18 5,035.32 5,034.97 Standard 1.300 8.2-INLET(STORM) 5,040.09 5,034.54 4.38 4.18 5,035.63 5,035.27 Standard 1.320 8.3-INLET(STORM) 5,040.56 5,035.87 2.17 3.42 5,036.50 5,036.38 Standard 0.640 9.2-MH(STORM) 5,025.83 5,020.50 3.52 3.92 5,021.43 5,021.16 Standard 1.160 9.3-INLET(STORM) 5,028.36 5,023.60 0.39 2.26 5,023.84 5,023.83 Standard 0.100 10.1 -INLET(STORM) 5,026.74 5,022.10 1.78 3.44 5,022.62 5,022.60 Standard 0.100 11.1 -MH(STORM) 5,021.30 5,013.55 3.46 3.61 5,014.40 5,014.13 Standard 1.320 11.2-MH(STORM) 5,019.57 5,014.01 3.46 3.61 5,014.86 5,014.59 Standard 1.320 11.3-INLET(STORM) 5,019.03 5,014.75 3.46 3.73 5,015.37 5,015.36 Standard 0.050 11.4-INLET(STORM) 5,019.38 5,016.98 1.38 2.92 5,017.35 5,017.35 Standard 0.050 11.5-INLET(STORM) 5,021.68 5,018.80 0,46 2.54 5,019.09 5,019.08 Standard 0.050 11.6-INLET(STORM) 5,027.32 5,025.00 0.46 2.54 5,025.29 5,025.28 Standard 0.050 12.1-OULET STRUCTURE(STORM) 5,022.80 5,018.50 12.70 5.47 5,019.72 5,019.70 Standard 0.050 12.2-MH(STORM) 5,024.37 5,018.07 12.70 5.47 5,019.56 5,019.27 Standard 0.640 12.3-MH(STORM) 5,018.55 5,011.94 12.70 5A7 5,013.16 5,013.14 Standard 0.050 12.4-MH(STORM) 5,007.26 5,001.90 12.70 5.47 5,003.28 5,003.10 Standard 0.400 13.1 -INLET(STORM) 5,028.62 5,024.00 2.81 3.68 5,024.60 5,024.58 Standard 0.050 14.1 -VALLEY INLET(STORM) 5,034.29 5,030.12 3.22 4.11 5,030.82 5,030.80 Standard 0.050 15.1 -INLET(STORM) 5,032.19 5,027.39 1.65 3.17 5,027.83 5,027.83 Standard 0.050 16.1 -INLET(STORM) 5,038.33 5,034.76 0.87 2.81 5,035.11 5,035.11 Standard 0.050 17.1 -VALLEY INLET(STORM) 5,040.40 5,036.75 0.28 2.08 5,036.95 5,036.95 Standard 0.050 18.1 -INLET(STORM) 5,038.74 5,034.37 0.78 2.73 5,034.70 5,034.70 Standard 0.050 19.1 -INLET(STORM) 5,029.78 5,025.72 1.69 3.19 5,026.18 5,026.17 Standard 0.050 19.2-INLET(STORM) 5,029.78 5,026.68 0.26 2.03 5,026.87 5,026.87 Standard 0.050 20.1 -INLET(STORM) 5,031.50 5,026.95 0.72 2.67 5,027.27 5,027.27 Standard 0.050 file:///C:/Users/WaterR/AppData/Local/TempBentley/StonnCAD/bkmOld3f xml 12/9/2024 Page 2 of 2 22.1 -INLET(STORM) 5039.80 5,036.20 3.36 4.16 5:036.91 5,036.90 Standard 0.050 P363.1 FES(STORM) 5:003.29 4,998.87 30.36 6.29 5000.81 5,000.50 Standard 0.500 P363.2-MH(STORM) 5,008.06 4,998.45 30.36 6.92 5,000.51 5,000.14 Standard 0.500 P363.3-MH(STORM) 5,008.33 4,996.87 30.36 6.92 4,999.03 4,998.66 Standard 0.500 X:\3970000.all\3979303\StormCAD\Model\3979303 StormCAD.stsw file:///C:/Users/WaterR/AppData/Local/Temp/Bentley/StormCAD/bkmOld3£xml 12/9/2024 Page l of 1 Scenario: 100 Year Current Time Step: 0.000 h FlexTable: Conduit Table Invert Invert Length Energy Energy Label Rise Span Diameter Manning's (User Slope Flow Velocity HGL(In) HGL Grade Grade A (ft) (in) n (Start) (Stop) Defined) (ft/ft) (C%) (ft/s) (ft) (Out)(ft) Line(In) Line (ft) (ft) (ft) (ft) (Out)(ft) C-14.1(STORM) 18.0 0.013 5,029.50 5,030.12 51.8 -0.012 3.95 5.90 5,031.38 5,031.33 5,031.48 5,031.40 C-1.1(STORM) 42.0 0.013 5000.24 5000.19 9.8 0.005 106.50 11.07 5,005.71 5,005.60 5,007.61 5,007.50 C-1.10(STORM) 24.0 0.013 5:032.90 5:029.00 230.2 0.017 14.95 9.41 5,034.29 5,031.33 5,034.93 5,031.68 C-1.11(STORM) 24.0 0.013 5,034.00 5,033.00 60.0 0.017 14.95 9.35 5,035.39 5,035.13 5,036.03 5,035.48 C-1.12(STORM) 18.0 0.013 5,035.13 5,034.50 31.5 0.020 11.96 9.35 5,036.44 5,036.04 5,037.27 5,036.75 C-1.13(STORM) - - 18.0 0.013 5,035.90 5,035.23 28.8. 0.023 2.30 6.45 5,037.30 5,037.29 5,037.33 5,037.31 C-1.14(STORM) - - 18.0 0.013 5,036.89 5,036.00 34.6 0.026 1.17 5.48 5,037.29 5,037.33 5,037.44 5,037.33 C-1.15(STORM) 18.0 0.013 5,037.59 5,037.00 47.4 0.012 1.17 4.24 5,037.99 5,037.32 5,038.14 5,037.60 C-1.2(STORM) - - 42.0 0.013 5,002.18 5,001.02 62.1 0.019 106.50 11.07 5,007.17 5,006.47 5,009.07 5,008.38 C-1.3(STORM) - - 42.0 0.013 5,008.21 5,006.27 79.6 0.024 106.50 17.54 5,011.35 5,008.63 5,013.48 5,012.32 C-1.4(STORM) - - 42.0 0.013 5,011.50 5,010.57 38.9 0.024 106.50 17.41 5,014.64 5,014.16 5,016.77 5,016.07 C-1.5(STORM) - - 42.0 0.013 5,015.41 5,014.85 29.1 0.019 91.70 15.48 5,018.38 5,017.88 5,020.10 5,019.55 C-1.6(STORM) - - 42.0 0.013 5,021.50 5,020.92 27.7 0,021 80.45 15.51 5,024.30 5,023.18 5,025.78 5,025.51 C-1.7(STORM) - - 42.0 0.013 5,017.92 5,015.50 85.5 0.028 87.02 17.71 5,020.82 5,018.55 5,022.44 5,020.04 C-1.8(STORM) - - 30.0 0.013 5,026.29 5,022.50 251.9 0.015 31.65 10.83 5,028.21 5,026.54 5,029.16 5,027.19 C-1.9(STORM) - - 24.0 0.013 5,029.00 5,026.79 90.1 0,025 18.28 11.37 5,030.54 5,029.18 5,031.31 5,029.71 C-2.1(STORM) 36.0 0.013 5,024.85 5,022.50 313.2 0.008 34.13 8.51 5,027.20 5,026.54 5,027.71 5,026.91 C-2.2(STORM) 30.0 0.013 5,027.75 5,025.35 195.2 0.012 22.36 9.22 5,029.36 5,027.98 5,030.06 5,028.30 C-2.3(STORM) 30.0 0.013 5,028.47 5,027.85 32.5 0,019 21.63 10.76 5,030.34 5,030.42 5,030.81 5,030.72 C-2.4(STORM) - - 24.0 0.013 5,032.98 5,028.97 209.5 0.019 21.63 10.75 5,034.64 5,030.19 5,035.58 5,031.99 C-2.5(STORM) - - 18.0 0.013 5,033.87 5,033.48 52.4 0.007 7.97 4.51 5,036.60 5,036.29 5,036.91 5,036.61 C-2.6(STORM) - - 18.0 0.013 5,034.23 5,033.97 26.3 0.010 4.59 2.60 5,037.13 5,037.08 5,037.23 5,037.18 C-3.1(STORM) - - 48.0 0.013 5,021.97 5,021.39 91.0 0.006 76.86 9.78 5,024.62 5,024.64 5,025.80 5,025.41 C-3.2(STORM) - - 48.0 0.013 5,022.17 5,022.07 20.6 0.005 74.08 8.71 5,025.23 5,025.21 5,026.03 5,025.97 C-3.3(STORM) - - 48.0 0.013 5,023.26 5,022.27 142.6 0.007 69.50 9.84 5,025.77 5,025.71 5,026.85 5,026.28 C-3.4(STORM) - - 42.0 0.013 5,023.56 5,023.35 52.2 0.004 69.50 7.22 5,026.85 5,026.63 5,027.70 5,027.49 C-3.5(STORM) - - 42.0 0.013 5,024.21 5,023.66 109.8 0.005 66.52 8.41 5,027.24 5,026.89 5,028.12 5,027.69 C-3.6(STORM) - - 42.0 0.013 5,027.00 5,024.31 300.5 0.009 60.25 10.47 5,029.43 5,028.79 5,030.54 5,029.40 C-3.8(STORM) - - 30.0 0.013 5,031.06 5,030.86 15.2 0.013 60.25 12.27 5,033.64 5,033.25 5,035.98 5,035.67 C-3.9(STORM) - - 24.0 0.013 5,038.86 5,038.80 17.5 0.003 22.01 7.01 5,040.80 5,040.48 5,041.57 5,041.43 C-4.1(STORM) 48.0 0.013 5,004.62 5,001.00 120.7 0.030 102.63 18.84 5,007.69 5,005.60 5,009.22 5,006.64 C-4.2(STORM) - - 48.0 0.013 5,015.23 5,011.62 120.2 0.030 102.63 18.85 5,018.30 5,013.58 5,019.83 5,017.94 C-4.3(STORM) - - 48.0 0.013 5,027.61 5,022.23 179.6 0.030 102.63 18.84 5,030.68 5,024.11 5,032.21 5,028.95 C-4.4(STORM) - - 48.0 0.013 5,036.13 5,031.11 200.8 0.025 102.63 17.62 5,039.20 5,033.07 5,040.73 5,037.44 C-4.5(STORM) - - 48.0 0.013 5,039.40 5,037.13 99.3 0.023 102.63 17.04 5,042.47 5,039.27 5,044.00 5,042.77 C-4.6(STORM) 48.0 0.013 5,041.58 5,039.50 203.7 0,010 102.63 12.52 5,044.65 5,043.39 5,046.18 5,044.44 C-4.7(STORM) - - 48.0 0.013 5,046.50 5,041.68 446.2 0.011 102.63 12.80 5,049.57 5,045.41 5,051.10 5,046.51 C-4.8(STORM) 2.8 4.4 - 0.013 5,050.67 5,050.07 60.3 0.010 102.63 12.06 5,053.25 5,052.45 5,055.10 5,054.56 C-4.9(STORM) - - 42.0 0.013 5,051.91 5,050.77 45.6 0.025 124.57 12.95 5,056.40 5,055.70 5,059.00 5,058.30 C-5.1(STORM) - - 24.0 0.013 5,033.79 5,032.98. 54.3 0.015 15.84 5.04 5,036.56 5,036.29 5,036.96 5,036.69 C-5.2(STORM) - - 18.0 0.013 5,034.72 5,033.89. 15.8 0.053 2.05 1.16 5,037.17 5,037.16 5,037.19 5,037.18 C-6.1(STORM) - - 18.0 0.013 5,028.35 5,028.89 28.0 -0.019 1.33 0.75 5,030.42 5,030.42 5,030.43 5,030.43 C-7.1(STORM) - - 18.0 0.013 5,025.81 5,032.50 72.5 -0.092 6.27 14.02 5,033.47 5,028.79 5,033.89 5,028.99 C-8.1(STORM) - - 24.0 0.013 5,033.89 5,034.23 45.2 -0.008 14.01 4.46 5,037.33 5,037.16 5,037.64 5,037.47 C-8.2(STORM) - - 24.0 0.013 5,034.33 5,034.54 16.4 -0.013 14.01 4.46 5,037.80 5,037.74 5,038.11 5,038.04 C-8.3(STORM) - - 24.0 0.013 5,035.87 5,034.64 30.7 0.040 2.97 0.95 5,038.21 5,038.21 5,038.23 5,038.22 C-9.1(STORM) - - 24.0 0.013 5,020.50 5,019.83 50.4 0.013 18.46 5.88 5,024.98 5,024.64 5,025.51 5,025.18 C-9.2(STORM) - - 18.0 0.013 5,023.60 5,021.50 65.6 0.032 1.95 1.10 5,025.62 5,025.60 5,025.64 5,025.62 C-10.1(STORM) - - 18.0 0.013 5,022.10 5,021.50 27.0 0.022 7.89 4.47 5,025.75 5,025.60 5,026.06 5,025.91 C-11.1(STORM) 36.0 0.013 5,012.54 5,013.55 40.5 -0,025 22.18 3.14 5,017.92 5,017.88 5,018.08 5,018.03 C-11.2(STORM) - - 36.0 0.013 5,013.65 5,014.01 72.5 -0.005 22.18 3.14 5,018.20 5,018.12 5,018.36 5,018.28 C-11.3(STORM) - - 30.0 0.013 5,014.51 5,014.75 35.6 -0.007 22.18 4.52 5,018.51 5,018.41 5,018.83 5,018.72 C-11.4(STORM) 1.2 1.9 0.013 5,016.84 5,016.98 27.8 -0,005 6.03 3.41 5,018.62 5,018.53 5,018.80 5,018.71 C-11.5(STORM) - - 12.0 0.013 5,017.08 5,018.80 81.8 -0.021 2.01 6.17 5,019.40 5,018.63 5,019.66 5,018.73 C-11.6(STORM) - - 12.0 0.013 5,018.80 5,025.00 212.6 -0.029 2.01 6.95 5,025.60 5,019.42 5.025.86 5,019.66 C-12.1(STORM) - - 30.0 0.013 5,001.90 5,001.76 27.2 0.005 51.59 10.51 5,006.03 5,005.60 5,007.75 5,007.32 C-12.2(STORM) - - 30.0 0.013 5,018.07 5,012.04 225.0 0.027 51.59 15.08 5,020.39 5,013.69 5,022.22 5,017.20 C-12.3(STORM) 30.0 0.013 5,011.94 5,002.00 350.8 0.028 51.59 15.43 5,014.26 5,006.72 5,016.09 5,008.43 C-12.4(STORM) - - 30.0 0.013 5,018.50 5,018.17 66.4 0.005 51.59 10.51 5,022.61 5,021.56 5,024.33 5,023.28 C-13.1(STORM) - - 24.0 0.013 5,024.00 5,023.00 27.7 0.036 20.02 6.37 5,026.76 5,026.54 5,027.39 5,027.18 C-15.1(STORM) - - 24.0 0.013 5,027.38 5,026.79 25.1 0.024 23.46 7.47 5,029.45 5,029.18 5,030.32 5,030.05 C-16.1(STORM) 18.0 0.013 5,034.76 5,034.50 17.3 0.015 3.01 5.95 5,036.05 5,036.04 5,036.10 5,036.09 C-17.1(STORM) - - 18.0 0.013 5,036.75 5,036.00 49.8. 0.015 1.17 4.54 5,037.29 5,037.33 5,037.35 5,037.33 C-18.1(STORM) 18.0 0.013 5,033.97 5,034.37 25.2 -0.016 3.60 2.04 5,037.11 5,037.08 5,037.17 5,037.14 C-19.1(STORM) - - 24.0 0.013 5,025.72 5,025.35 24.7 0.015 11.70 3.72 5,028.05 5,027.98 5,028.26 5,028.20 C-19.2(STORM) - - 18.0 0.013 5,026.68 5,025.85 25.4 0.033 0.94 5.57 5,027.98 5,027.98 5,027.99 5,027.98 C-20.1(STORM) - - 18.0 0.013 5,026.95 5,026.52 21.6 0.020 4.40 7.32 5,027.75 5,027.12 5,028.08 5,027.82 C-22.1(STORM) - - 18.0 0.013 5,036.20 5,035.23 19.4 0.050 10.02 12.77 5,037.42 5,037.29 5,038.08 5,037.79 C-363.1(STORM) - - 48.0 0.013 4.,998.87 4,998.45 76.8 0.005 55.00 8.53 5,001.34 5,001.39 5,002.05 5,001.87 C-363.2(STORM) 36.0 0.013 4,998.35 4,996.87 83.4 0,018 55.00 13.24 5,000.76 4,999.91 5,002.03 5,000.85 C-363.3 STORM 36.0 1 0.013 1 4,996.87 1 4,980.90 1 424.9 1 0.038 1 55.00 1 17.55 1 4,999.28 1 4,982.27 1 5,000.55 1 4,987.05 X:\3970000.all\3979303\StormCAD\Model\3979303 StormCAD.stsw file:///C:[Users/WaterR/AppData/Local/TempBentley/StonnCAD/lsc 1 wkgc.xml 12/9/2024 Page 1 of 2 Scenario: 100 Year Current Time Step: 0.000 h FlexTable: Manhole Table Elevation ElevationFlow Velocity Hydraulic Hydraulic Headloss (Total Grade Grade Headloss Label (Ground) (Invert) (Out) Coefficient (ft) (ft) Out) (ft/s) Line(In) Line Method (Standard) (cfs) (ft) (Out)(ft) 1.10-MH(STORM) 5,034.55 5,029.00 18.28 7.04 5,031.33 5,030.54 Standard 1.020 1.11 -MH(STORM) 5,038.48 5,032.90 14.95 6.40 5,035.13 5,034.29 Standard 1.320 1.12-MH(STORM) 5,038.76 5,034.00 14.95 6.40 5,036.04 5,035.39 Standard 1.020 1.13-MH(STORM) 5,039.56 5,035.13 11.96 7.29 5,037.29 5,036.44 Standard 1.020 1.14-MH(STORM) 5,040.55 5,035.90 2.30 1.34 5,037.33 5,037.30 Standard 1.020 1.15-MH(STORM) 5,041.55 5,036.89 1.17 3.05 5,037.35 5,037.29 Standard 0.400 1.16-INLET(STORM) 5,041.37 5,037.59 1.17 3.05 5,038.01 5,037.99 Standard 0.100 1.2-MH(STORM) 5,008.28 5,000.24 106.50 11.07 5,006.47 5,005.71 Standard 0.400 1.3-MH(STORM) 5,016.96 5,002.18 106.50 11.07 5,007.26 5,007.17 Standard 0.050 1.4-MH(STORM) 5,022.38 5,008.21 106.50 11.71 5,014.16 5,011.35 Standard 1.320 1.5-MH(STORM) 5,022.11 5,006.50 106.50 11.71 5,017.88 5,014.64 Standard 1.520 1.6-INLET(STORM) 5,021.66 5,015.41 91.70 10.55 5,018.55 5,018.38 Standard 0.100 1.7-INLET(STORM) 5,028.62 5,017.92 87.02 10.20 5,020.90 5,020.82 Standard 0.050 1.8-MH(STORM) 5,029.55 5,021.50 80.45 9.74 5,026.54 5,024.30 Standard 1.520 1.9-MH(STORM) 5,032.75 5,026.29 31.65 7.84 5,029.18 5,028.21 Standard 1.020 2.1 -MH(STORM) 5,030.48 5,024.85 34.13 5.75 5,027.98 5,027.20 Standard 1.520 2.3-MH(STORM) 5,033.43 5,027.76 22.36 6.70 5,030.42 5,029.36 Standard 1.520 2.4-MH(STORM) 5,034.10 5,028.47 21.63 5.50 5,030.36 5,030.34 Standard 0.050 2.5-MH(STORM) 5,038.29 5,032.98 21.63 7.75 5,036.29 5,034.64 Standard 1.770 2.6-MH(STORM) 5,039.35 5,033.87 7.97 4.51 5,037.08 5,036.60 Standard 1.520 2.7-INLET(STORM) 5,038.74 5,034.23 4.59 2.60 5,037.13 5,037.13 Standard 0.050 3.2-INLET(STORM) 5,031.54 5,021.97 76.86 8.68 5,025.21 5,024.62 Standard 0.500 3.3-MH(STORM) 5,031.52 5,022.17 74.08 7.17 5,025.71 5,025.23 Standard 0.600 3.4-MH(STORM) 5,034.36 5,023.25 69.50 8.33 5,026.63 5,025.77 Standard 0.800 3.5-INLET(STORM) 5,029.60 5,023.56 69.50 7.40 5,026.89 5,026.85 Standard 0.050 3.6-MH(STORM) 5,030.11 5,024.21 66.52 7.52 5,028.79 5,027.24 Standard 1.770 3.7-MH(STORM) 5,040.55 5,027.00 60.25 8.44 5,029.49 5,029.43 Standard 0.050 3.8-EX INLET(STORM) 5,042.40 5,031.06 60.25 12.27 5,036.73 5,033.64 Standard 1.320 3.9-INLET(STORM) 5,043.12 5,038.80 22.01 7.07 5,040.84 5,040.80 Standard 0.050 4.10-MH(STORM) 5,058.44 5,051.91 124.57 12.95 5,056.53 5,056.40 Standard 0.050 4.2-MH(STORM) 5,020.01 5,004.62 102.63 9.92 5,008.45 5,007.69 Standard 0.500 4.3-MH(STORM) 5,030.53 5,015.23 102.63 9.92 5,019.06 5,018.30 Standard 0.500 4.4-MH(STORM) 5,039.61 5,027.61 102.63 9.92 5,031.44 5,030.68 Standard 0.500 4.5-MH(STORM) 5,046.82 5,036.13 102.63 9.92 5,039.96 5,039.20 Standard 0.500 4.6-MH(STORM) 5,049.48 5,039.40 102.63 9.92 5,043.39 5,042.47 Standard 0.600 4.7-MH(STORM) 5,050.45 5,041.58 102.63 9.92 5,045.41 5,044.65 Standard 0.500 4.8-MH(STORM) 5,054.58 5,046.50 102.63 9.92 5,050.49 5,049.57 Standard 0.600 4.9-MH(STORM) 5,057.56 5,050.67 102.63 10.93 5,055.70 5,053.25 Standard 1.320 5.1 -MH(STORM) 5,038.38 5,033.79 15.84 5.04 5,037.16 5,036.56 Standard 1.520 5.2-INLET(STORM) 5,038.48 5,034.72 2.05 1.16 5,037.17 5,037.17 Standard 0.050 6.1 -INLET(STORM) 5,032.93 5,028.89 1.33 0.75 5,030.42 5,030.42 Standard 0.050 7.1 -INLET(STORM) 5,038.19 5,032.50 6.27 5.20 5,033.49 5,033.47 Standard 0.050 8.1 -MH(STORM) 5,039.76 5,034.23 14.01 4.46 5,037.74 5,037.33 Standard 1.300 8.2-INLET(STORM) 5,040.09 5,034.54 14.01 4.46 5,038.21 5,037.80 Standard 1.320 8.3-INLET(STORM) 5,040.56 5,035.87 2.97 0.95 5,038.22 5,038.21 Standard 0.640 9.2-MH(STORM) 5,025.83 5,020.50 18.46 5.88 5,025.60 5,024.98 Standard 1.160 9.3-INLET(STORM) 5,028.36 5,023.60 1.95 1.10 5,025.62 5,025.62 Standard 0.100 10.1 -INLET(STORM) 5,026.74 5,022.10 7.89 4.47 5,025.78 5,025.75 Standard 0.100 11.1 -MH(STORM) 5,021.30 5,013.55 22.18 3.14 5,018.12 5,017.92 Standard 1.320 11.2-MH(STORM) 5,019.57 5,014.01 22.18 3.14 5,018.41 5,018.20 Standard 1.320 11.3-INLET(STORM) 5,019.03 5,014.75 22.18 4.52 5,018.53 5,018.51 Standard 0.050 11.4-INLET(STORM) 5,019.38 5,016.98 6.03 3.41 5,018.63 5,018.62 Standard 0.050 11.5-INLET(STORM) 5,021.68 5,018.80 2.01 4.05 5,019.42 5,019.40 Standard 0.050 11.6-INLET(STORM) 5,027.32 5,025.00 2.01 4.05 5,025.62 5,025.60 Standard 0.050 12.1-OULET STRUCTURE(STORM) 5,022.80 5,018.50 51.59 10.51 5,022.70 5,022.61 Standard 0.050 12.2-MH(STORM) 5,024.37 5,018.07 51.59 10.86 5,021.56 5,020.39 Standard 0.640 12.3-MH(STORM) 5,018.55 5,011.94 51.59 10.86 5,014.35 5,014.26 Standard 0.050 12.4-MH(STORM) 5,007.26 5,001.90 51.59 10.51 5,006.72 5,006.03 Standard 0.400 13.1 -INLET(STORM) 5,028.62 5,024.00 20.02 6.37 5,026.79 5,026.76 Standard 0.050 14.1 -VALLEY INLET(STORM) 5,034.29 5,030.12 3.95 2.50 5,031.38 5,031.38 Standard 0.050 15.1 -INLET(STORM) 5,032.19 5,027.39 23.46 7.47 5,029.49 5,029.45 Standard 0.050 16.1 -INLET(STORM) 5,038.33 5,034.76 3.01 1.87 5,036.05 5,036.05 Standard 0.050 17.1 -VALLEY INLET(STORM) 5,040.40 5,036.75 1.17 2.05 5,037.29 5,037.29 Standard 0.050 18.1 -INLET(STORM) 5,038.74 5,034.37 3.60 2.04 5,037.11 5,037.11 Standard 0.050 19.1 -INLET(STORM) 5,029.78 5,025.72 11.70 3.72 5,028.06 5,028.05 Standard 0.050 19.2-INLET(STORM) 5,029.78 5,026.68 0.94 0.57 5,027.98 5,027.98 Standard 0.050 20.1 -INLET(STORM) 5,031.50 5,026.95 4.40 4.56 5,027.77 5,027.75 Standard 0.050 file:///C:/Users/WaterR/AppData/Local/TempBentley/StortnCAD/ul12lpig.xml 12/9/2024 Page 2 of 2 22.1 -INLET(STORM) 5039.80 5,036.20 10.02 6.51 5:037.45 5,037.42 Standard 0.050 P363.1 FES(STORM) 5:003.29 4,998.87 55.00 6.75 5001.70 5,001.34 Standard 0.500 P363.2-MH(STORM) 5,008.06 4,998.45 55.00 9.05 5,001.39 5,000.76 Standard 0.500 P363.3-MH(STORM) 5,008.33 4,996.87 55.00 9.05 4,999.91 4,999.28 Standard 0.500 X:\3970000.all\3979303\StormCAD\Model\3979303 StormCAD.stsw file:///C:[Users/WaterR/AppData/Local/Temp/Bentley/StormCAD/ull21 pig.xml 12/9/2024 College & Trilby Multi-Family Community Final Drainage Report APPENDIX D - WATER QUALITY CALCULATIONS WQ Pond Tributary Areas Subdivision: College and Trilby Project Name: College and Trilby Location: Fort Collins Project No.: 39823.00 Calculated By: ARJ Checked By: Date: 4 23 24 POND 366 Area Basin (ac) %Imp. B1 0.63 77.5% B2 1.17 9.1% D1 0.29 81.4% D2 0.50 67.2% E1 0.42 81.3% E2 0.73 78.1% E3 0.23 78.1% E4 0.17 62.6% E5 0.38 36.2% E6 0.86 6.3% OS1 0.74 82.0% OFFSITE AREA TREATED OS2 2.03 48.3% OS3 0.32 71.5% B770A 0.36 100.0% B770B 1.52 89.0% B900A 0.48 95.0% B900B 0.56 100.0% B910C 1.30 90.0% B920C 1.71 66.0% B910D 0.46 90.0% B920A 3.82 20.0% B920B 0.99 63.0% Total 19.66 57.0% WQCV Drain Time (hr): 40 Coefficient, a (Figure 3.2): 1.0 WQCV(in): 0.23 WQCV(ac-ft): 0.445 X:\3970000.all\3979303\Excel\Drainage\3979303 Drainage_Calcs_Template_Q.07.xlsm Page 1 of 3 4/24/2024 WQ Pond Tributary Areas Subdivision: College and Trilby Project Name: College and Trilby Location: Fort Collins Project No.: 39823.00 Calculated By: ARJ Checked By: Date: 4 23 24 ADS Isolator Rows Area 2-YearC- Basin (ac) Value %Imp. Al 1.90 0.16 15.6% A2 1.76 0.12 51.6% A3 0.31 0.07 72.3% A4 1.65 0.13 47.4% A5 0.42 0.10 59.3% A6 0.75 0.07 68.6% A7 0.47 0.09 71.2% A8 1.23 0.09 62.0% A9 0.30 0.09 65.6% C1.1 3.84 0.13 47.0% C1.2 0.72 0.19 37.8% C1.3 0.18 0.07 68.1% C2 1.12 0.11 55.2% C3 1.91 0.05 76.1% C4 2.55 0.10 58.0% C5 1.34 0.09 63.6% G1 1.49 0.05 72.2% G2 0.62 0.02 83.0% G3 1.06 0.08 52.4% G4 0.82 0.03 80.7% Total 24.46 0.10 56.0% WQCV Drain Time (hr): 12 Coefficient, a (Figure 3.2): 0.8 WQCV(in): 0.18 WQCV(ac-ft): 0.44 X:\3970000.all\3979303\Excel\Drainage\3979303 Drainage_Calcs_Template_Q.07.xlsm Page 2 of 3 4/24/2024 Tattle 5.4-1.Drain Time Coefficients for WQCV Calculations Drain Time(hrs) Coefficient(a) 12 0A 40 1.0 Reference: The UD-SNIP excel-based spreadsheet, RG and RDB tabs may be used to aid it calculating WQCV. Figure 5.4-1 WQCV Based on BMP Drain Time 0.500 4 h ur drain time 0.450 r 0.400 24 hour drain time r c 0.350 KWV=a(0.9V-1.19J2+d.78i) eI 0.300 12-hr drain time a=0.8 r r Qy 0.250 24-h r drain time a=0.9 40-hr drain time a=1.0 0.200 0.150 �.� 12 hour drain time o0.100 + 0.050 r 0.000 Lei —I 1 1 1 1 0 01 02 03 04 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i=Ia1100) Once the WQCV in watershed inches is found from Figure 3.2-12 or using Equation 3.2-1,the required BMP volume in acre-feet can be calculated as follows: Once the WQCV in watershed inches is found from Figure 3.2-12 or using Equation 3.2-1,the required BMP volume in acre-feet can be calculated as follows: V= (—'1a v)Ax1.2 Equation 7-2 Where:V=required volume,acre-ft A=tributary catchment area upstream,acres WQCV=Water Quality Capture Volume,watershed inches 1.2=to account for the additional 20%of required storage for sedimentation accumulation X:\3970000.all\3979303\Excel\Drainage\3979303 Drainage_Calcs_Template_v2.07.xlsm Page 3 of 3 4/24/2024 STAGE-STORAGEDETENTION BASIN MHFD-Detention,Version 4.06(July 2022) Project.College and Trilby WQ Pond 366.WQ by faRor of 1.2 Basin 10:Pond 366 J F10E5 onmce Depth Increment= 1.00 R Optional optional POOL Example Zone Configuration(Retention Pond) Stage-Storage Stage Override Length Width Area Override Area Volume volume Descri Hon ft stage ft ft ft (ft Area R� acre R' ac-R Watershed Information Top of Mloropool - 0.00 - - - 0 0.000 Selected BMP Type= EDB 5020 - 0.75 - - - 3,204 0.074 1,201 0.028 Watershed Area= 19.66 acres 5021 - 1.75 - - - 918C 0.226 7,724 0.177 Watershed Length= 1,677 R 5022 - 2.75 - - - 13,392 0.307 19,340 0.444 Watershed Length to.Centroid= 1,006 R 5023 - 3.75 - - - 15,949 0.366 34,010 0.781 Watershed Slope= 0.029 ft/R 5024 - 4.75 - - - 18,716 D.430 51,343 1.179 Watershed Imperviousness= 56.90% percent 5025 - 5.75 - - - 22,031 0.506 71,716 1.646 Percentage Hydrologic Sall Group A= 0.0% percent 5026 - 6.75 - - - 25,665 0.589 95,%4 2.194 percentage Hydrologic Soil Group B= 0.0% percent - - - -- Percentage Hydrologic Sall Groups C/D= 100.0% percent - - - - TargetWQCVDrainTime= 40.0 hours - - - - Locatlon for 1-hr Rainfall Depths=User Input -- - - -- After providing required inputs above including 1-hour rainfall delift,dick'Run CUHP'to generate runoff hydrographe using - - -the embedded Colorado Urban Hydrograph Procedure. Optional User Overrides - - - - Water Quality Capture Volume(WQCV)= 0.444acre-feet 0.444 cre-feet -- - - - Excess Urban Runoff Volume(EURV)= 1.069acre-feet acre-feet -- - - -- 2-yr Ruroff Volume(P1=0.82 In.)= 0.699 acre-feet 0.82 inches - - - - 5-yr Ruroff Volume(PI=1.09 in.)= 1.033acre-feet inches - - - - 10-yr Runoff Volume(P1=1.4In.)= 1.508 acre-feet i.40 inches -- -- - -- 25-yr Ruroff Volume(Pi.=1.69 in.)= 2.050acre-feet inches - - - - 5&yr Ruroff Volume(PI=1.99 in.)= 2.552acre-feet inches - - - - IOD-yr RuroR Volume(P1=2.86 in.)= 4.103 acre-feet 2.86 inches - - - - 500-yr Runoff Volume(P1=3.14 in.)= 4.589 acrefeet inches - - - - ApproAmate 2-yr Detention Volume= 0.655 acre-feet - - - - Approximate 5-yr Detention Volume= 1.003 acre-feet - - -Approximatel0-yr Detention Volume= 1.259acre-feet - - -Approximate 25-yr Detention Volume= 1.428 acre-feet - - - - Approximate 5D-yr Detention Volume= 1.544acre-feet - - - - Appmxlmate100-yr Detention Volume= 2.209acre-feet - - - - Define Zones and Basin Geometry - - - - Zone 1 Volume(WQCV)= 0.444 acre-feet - - - - Zone,2 Volume(User Defined-Zone 1)= O.WD acre-feet Total Detention - - - - -one 3 Volume(User Defined-Zones 1&2)= O.ODD ac-feet volume is less than - - - - Total Detention Basin Volume= 0.444acre-feet 100-year volume. Initial Surcharge Volume(ISV)= user ft' - - - - Initial Surcharge Depth(ISD)= ft - - - - Total Available Detemion Depth(1-6�i)= user ft - - - - Depth of Trickle Channel(Hrc)= user R - - - - Slope of Trickle Clwnrel(ITIC=F5�r ft/ft - - - - Slopes of Main Basin SIdeS(S�iR)= H:V - - - - Basin Length-to-Width Ratio(R�)= - - - - Initial Surcharge Area(Azv)= user R' - - - - Surcharge Volume Length(LgV)= User ft - - - - Surcharge Volume Width(Wsv)= user it Depth or Basin Floor MFLOOR)= user ft - - - - Length of Basin Floor(L,_,)= user ft -- -- - -- Width of Basin Floor(WFrmR)= user it - - -Area of Basin Floor(A-R)= user ft' - - - - Volume of Basin Floor(y-R)= user ft' -- -- - -- Depth of Main Basin(Hmnw)= user ft - - - - Length of Main Basin Lmst, User it - - - - Width of Main Basin(Wmm = user R - - - - Area of Main Basin(Amnm)= user ft' - - - - Volume of Main Basin(VM,n = user ft' - - - - Calculated Total Basin Volume(V[opi)= unit acre-feet - - - - Pond!356 MIFD-Detention v4-08.dsm Basin 12J6/2024,tt:13 AM STAGE-STORAGEDETENTION BASIN MHFD-Detention,Version 4.06(July 2022) 20 zwoo 15 195o0 d? $$$3,10 lwoo �4 5 fiwq 0 0 0.00 2.00 4.p0 &A0 Uo 5bge(R) —Length(ft) —Width(ft) —A-(50.k) O.600 2.2w 0.4w 1.6w C yM 0.300 1.100 v d 0.1w 0.5. 0.0. o.000 0.00 2.00 4.00 6.o0 8.00 Sdge(R,) —Area lac.es� —Volume lac-k� Pond 366 MHFD-Detention V9-M.&m Basin 12J6(2024,tt:13 AM DETENT10N BASIN OUTLET STRUCTURE DESIGN —.mr, ersron a.os(Illy 2022) P.area:Tana9a aae nllbr wQ Pane ass.wn br raa t�N,p n maretl 6d9ea(ft) �meWM ¢�P�yPe giw2(Nmr) o:�g NaNPa,R�R�, .�. °-� IDne3(lker) 2:]6 O.WO WtlipPlce lR 4l¢) Pammle mn.Camgu.ananMmrnirn Ponel igml(all moss, Q.4a4 meatomtn= it(msmna bemw be 6Arabon meals sumacel lnoNNceA�=caicd NIA ra k w umemraMl C—olamem,= N/A uaaw UlNraamm onrrca uRpda= w r N pul C. Ia of bwert re=�Rl gaawmbasin bomm a[smge=g R) WQ ON l perRow- promatmpmunevngppmcePiam= Rpmaaaambaam bdmm at wage=oR) a,10 npam l Nar-wham= oaeaa vtlaml spaNNg= rely 6wpaml spr caao-ae= WA rae piece Plate.Orttlw Area per Ro = 1.N6 sq.Irvhes(tliamemr=l5/16lmnes) 6hpa iSbt Ar N/A R' u.�rm ut. ei dlA�a f[ inml Rw Z(ophamp Rw3faWrewl Rwsrmgwrel 1 Rw N( smxmamre rsmwe(rt) R Oalteorea(p.Maas) Smgeapmre reams(R) Pmx Rpx is anixervea(m.mass, No[9deciM Selamai No[ lecma No[selv.[eaaPr A Na[N/A R(relatlrembasM Eaaan at sm9e=9R) VeMml pilKe Area-� gram a[mp wzane irsllg vemcalamm= NIA. N/A R(relaavembaeln botmm at singe=are) veMal ormce unpile= WA mnr�rem WA verpcei Doors olam = N A WA e 3 WeLwe ovcRow Welr I—tI ffl:mge Z (rebate mbasn hdmmarsmge=bRl H h ram H NPpe Ftl warfmN[Fm rqm s met praa we opa usgm= Mow Wdr 40 - Area= 9g H LeM1gm a! 6, ivn Area./ oeeNea't ram Open / - QebrlsClpgglrry = OM cepmminvM of Outlet Pipe= Rltllsance beMr basin brown aesmge=oR) Resb¢mr flare NNght Abom I invert=is Nalf-Cenpal gngie o!Remlcmr Pmte on Pipe- HE �lR Gloeami PamrtemrsiwSolllwav plllkwayinvert Rage=U ptlMlvem basin bdmma[smge=g R) Baan Vdu ma[T�apgoffref Nmm=�aoeR ia�gm= rraebpam=ssvlwwav firm smpm= orrreemara= wa wamrs mac bon ae aNwmnraa mrmvn - ner�, all Deed pnl= WA emep�Rl= g.4a4 �aPn vowmefeoe-Rl= Peet¢fCsl= 0.82 Peak¢fchl= NIA Neueaebpnem un�F Flfwii,n tcKevel= NIA W wQ( i= umw Q(ch)= 9]9 Rana Peak msi Q= NIA A NIA = 6reaAgwZWwr1 OveMpw9Welr1 eloRi4Mmgcowmorg lks)=W tl�ry mrcagh6remZ(fps)= une(murs)= 39 ]ImeioQ ume fnwz)= 3ng Naam(R)= 37,6 maximum volurrestona fone•nl= g.]95 `�s 0196 ro i n� � owx„xs.wi m saom st —ice in•a v gym.xsi a�nrenrsi .a000 —Oo1"P«imi mE m. P�nsaxxxvo-o.m _ x.,.m.ow�swwa ,wzm.;.+.,.un DETENTION BASIN OUTLET STRUCTURE DESIGN 2022) hsn on i eie M 1,114 "1 7. 2.. 14,6% 441 4A 17,1. �2- 4.11 ,- 4.. 1,71 1- 116 71,917 11.2� 22,9. 1.121 1— �.26 Project REVO College_Trilby(S442099)12-06-24 ®mdme veameoer srone m calawanons Chamber Model- MC-7200 units- Imperial StormTech oam;ro,stayenreaoara. Number of Chambers- 82 Number of End Caps- 14 Voids In the atone(porosity)- 40 % ❑a'��k ro 1�verc sta9a area Dora Base of Stone Elevation- 0.00 it Amount of Stone Above Chambers- 12 in Click Here for Metric Amount of Stone Below Chambers- 9 In Area of system- 5651 sf Min.Am- 5384 sf min.area Stormleofi°MC-7200"Cumulative Stora eVolumes eg ncremena in9e me ncren System Chamber Single End Cap Chambers nEntl Cap a ncStonen a EC andnStone System a Elevation (inches) (cable fief) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic leer) (cubic feel) (feet) 81 0.00 "1 0.00 0.00 188.3] 188.37 24244.25 675 80 0.00 0.00 0.00 0.00 188.37 188.37 24055.88 6.67 79 &00 0.00 0.00 0.00 188.37 188.37 23867.52 6.58 78 0.00 0.00 0.00 0.00 i8B.37 188.37 23679.15 6.50 77 0.00 0.00 0.00 0.00 188.37 188.37 23490.78 6.42 76 0.00 0.00 0.00 0.00 18837 188.37 23302.42 633 75 0.00 0.00 0.00 0.00 188.37 18837 23114A5 6.25 74 0.00 0.00 0.00 0.00 188.37 188.37 22925.68 6.17 73 0.00 0.00 0.00 0.00 188.37 188.37 22737.32 6.08 72 0.00 0.00 0.00 0.00 188.37 188.37 22548.95 6.00 71 0.00 0.00 0.00 0.00 188.37 188.37 22360.58 5.92 70 0.00 0.00 0.00 100 188.37 188.37 22172.22 5.83 69 0.06 0.01 4.87 0.18 186.35 191.40 21983.85 5.75 68 0.19 0.03 15.59 0.47 781.94 198.01 21792.45 5.67 67 0.28 0.05 22.56 0.72 179.05 202.34 21594.44 5.58 66 0.36 0.07 29.29 0.92 1762 206.50 21392.10 5.50 65 0.46 0.08 37.59 1.16 172.87 211.62 21185.61 5.42 64 0.74 0.11 60.81 1.47 163.45 225.74 20973.99. 5.33 63 1.10 0.13 89.90 1.85 151.66 243.42 20748.25 5.25 62 1.32 0.16 108.12 2.25 144.22 254.59 205D4.83 5.17 61 1.50 0.19 122.86 2.64 138.17 263.66 20250.24 5.08 60 1.65 0.22 135.67 3.06 132.88 271.60 19986.57 5.00 59 1.79 0.25 147.11 3.46 128.14 278.70 19714.97 4.92 58 1.92 0.28 157.41 3.85 123.86 285A3 19436.27 4.83 57 2.04 0.30 167.07 4.23 119.85 291.14 19151.14 4.75 56 2.15 0.33 175.92 4.59 116.17 29667 18860.00 4.67 55 2.25 0.35 184.31 4.96 112.66 301.93 18563.33 4.58 54 2.34 a 38 192.74 5.37 109.36 30687 18261.40 4.50 53 2.43 0.41 199.54 5.73 106.26 311.53 17954.53 4.42 52 2.52 0.44 206.56 6.17 703.27 31fi.01 17643.00 4.33 51 2.60 0.47 213.25 6.56 100.44 320.25 17326.99 4.25 50 2.68 0.50 219.63 6.93 97.74 324.31 17006.74 4.17 49 2.75 0.52 225.71 7.29 95.17 328.17 16682.43 4.08 4B 2.82 0.54 231.52 7.62 92.71 331.85 16354.26 4.00 47 2.89 0.57 237.10 7.93 90.35 335.38 16022.41 3.92 46 2.96 0.59 242.42 8.24 88.10 338.76 15687.03 3.93 45 3.02 0.61 247.54 8.54 85.93 342.01 15346.26 3.75 44 3.08 0.63 252.45 8.85 83.85 345.15 15006.25 3.67 43 3.14 0.64 257.17 9.00 81.90 348.07 14661.10 3.58 42 3.19 0.68 281.73 9.48 79.88 351.09 14313.03 3.50 41 3.25 0.70 2616 09 9.80 78.01 353.90 13961.94 3.42 40 3.30 0.72 270.30 10.11 76.20 356 61 13608.04 3.33 39 3.35 0.74 274.34 10.41 74 a7 359.22 13251.42 3.25 38 3.39 0.76 278.24 10.70 72.79 361.73 12892.21 3.17 37 3.44 0.79 281.99 11.00 71.17 364.16 12530.48 3.08 36 3.48 0.80 285.60 11.24 69.63 366A7 12166.32 3.00 35 3.53 0.82 289.08 11.48 68.14 368.70 11799.85 2.92 34 3.57 0.84 292.43 11.74 66.70 370.87 11431.15 2.83 33 3.61 0.85 295.66 11.92 65.34 372.917 11060.29 2.75 32 3.64 0.8fi 298.77 1203. 64.05 374.85 10687.37 2.67 31 3.68 0.89 301.76 12.45 62.68 376:89 10312.53 2.58 30 3.71 0.90 304.63 12.66 61.45 378.74 9935.84 2.50 29 3.75 0.92 307.39 12.84 60.27 380.51 9556.90 2.42 28 3.78 0.92 3t 0.04 12.88 59.21 3112.12 9176.39 2.33 27 3.81 0.94 312.59 13.21 58:05 383.84 8794.27 2.25 26 3.84 0.96 315.02 13.39 57.00 385.41 8410.43 2.17 25 3.87 0.97 317.35 13.56 56.00 38fi.92 8025.02 2.08. 24 3.90 0.98 319.59 13.74 55.04 388.36 7638.10 2.00 23 3.92 0.97 321.72 13.60 54.24 389.56 7249,74 1.92 22 3.95 1.11 323.76 14.05 53.25 391.05 6860.18 1.83 21 3.97 1.01 325.70 14.16 62.42 392.28 6469.13 1.75 20 3.99 1.02 327.55 14.29 51.63 393.47 6076.85 1.67 19 4.02 1.03 329.31 14.42 50.87 394.61 5683.38 1.58 18 4.04 1.04 330.97 14.54 50.16 394567 5288.78 1.50 17 4.06 1.05 332.54 14.65 49.49 396.68 4693.10 1.42 16 4.07 1.05 334.03 14.76 48.85 39764 4496.42 1.33 15 4.09 1.05 335.42 14.71 48.32 398.44 4098.78 1.25 14 4.11 1.06 336.75 14.79 47.75 399.29 3700.34 1.17 13 4.12 1.08 338.01 15.06 47.14 400.21 3301,05 1.08 12 4-14 1.08 339.20 15.16 46.62 400.98 2900.84 1.00 11 4.15 1.09 340.30 15.23 46.15 401.69 2499.86 0.92 10 4.17 1.11 342.02 15.49 45.36 402.87 2098.17 0.83 9 0.00 0.00 D.00 0.00 188.37 188.37 1695.30 0.75 8 0.00 0.00 0.00 0.00 188.37 188.37 7506.93 0.67 7 0.00 0.00 0.00 0.00 188.37 188.37 1318.57 0.58 6 0.00 0.00 0.00 100 188.37 188.37 1130.20 0.50 5 0.00 0.00 0.00 0.00 188.37 188.37 941.83 0.42 4 0.00 0.00 0.00 0.00 188.37 188.37 753.47 0.33 3 0.00 0.00 0.00 0.00 188.37 188.37 565.10 0.25 2 0.00 0.00 0.00 0.00 188.37 188.37 376.73 0.17 1 0.00 0.00 0.00 0.00 188.37 188.37 188.37 0.08 A B C D E F G H I 1 K L M N STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONS TOTAL CHAMBER RELEASE RATE REQUIRED VOLUME RELEASE TOTAL TOTAL REQUIRED RELEASE RATE/ CHAMBER VOLUME+ WQCV STORAGE NUMBEROF (CHAMBERS RATEFAA NUMBER OF SYSTEM VAULT WQCV WQ FLOW CHAMBER VOLUME AGGREGATE NUMBEROF METHOD VOLUME CHAMBERS ONLY) METHOD CHAMBERS VOLUME ID (CF) (CFS) CHAMBER TYPE (CFS) (CF) (CF) CHAMBERS (CFS) (CF) (FAA) (CF) (CFS) REQUIRED (CF) WQA 15,651.83 12.35 MC-7200 0.043 175.9 267.3 59 2.53 14,325 82 14,424 3.51 82.00 21,918.60 CONFIRM CONFIRM A MHFD Extended Detention Basin Spreadsheet WQCV B 1/2 of the 2-year developed flow rate for the basin being sized C Chamber type based on site constraints D Flow rate thru the bottom of the isolator row chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area(see calculations below) E Volume within chamber only,not accounting for void spaces in surrounding aggregate(standard spec) F Volume includes chamber and void space(40%)in surrounding aggregate,per chamber unit.(standard spec) G Number ofchambers required to provide full WQCV within total installed system,include aggregate=A/F H Release rate per chamber times number of chambers=D-G I FAA calc based on Flow,WQ and Total Release Rate 1 Number of chambers required to provide required FAA staorage volume stored within the chamber only(no aggregate stone)=I/E K Volume provided in chambers only(no aggregate storage).This must meet or exceed the required FAA storage volume.Greater of G or J'E L Release rate per chamber times number of chambers=D'J M Total number of chambers(Greater ofJ or G) N Total system volume.Includes number of chambers plus aggregate.This must meet or exceed required WQCV STORMTECH CHAMBER DATA CHAMBER DIMENSIONS MC-7200 MC-45DO MC-3500 SC-740 SC-310 SC-160LP MC-7200 HEIGHT(IN) 60.0 60.0 45.0 30.0 16.0 12.0 HEIGHT IN 5 WIDTH(IN) 100.0 100.0 77.0 51.0 34.0 25.0 WIDTH(IN) 8.3333333 INSTALLED LENGTH 79.1 48.3 86.0 85.4 85.4 85.4 INSTALLED LENGTH(IN) 6.5916667 FLOOR AREA(SF) 54.9 33.5 46.0 30.2 20.2 14.8 FLOOR AREA SF 54.9 CHAMBER VOLUME(CF) 175.9 106.5 109.9 45.9 14.7 6.9 CHAMBER VOLUME(CF) 175.9 CHAMBER/AGGREGATE VOLUME(Cl267.3 1 162.6 1 175.0 1 74.9 1 31.0 1 15.0 CHAMBER/AGGREGATE VOLUME(CF) 267,3 CHAMBER FLOW RATE CONVERSION(GPM/SF TO CFS) FLOW RATE' 0.35 GPM/SF 1 CF = 7.48052 GAL 1 GALL = 0.133681 CF 1 GPM = 0.002228 CFS -FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORT CHAMBER FLOW RATE 1 MC-7200 MC-4500 MC-3500 SC-740 SC-310 5C-160LP FLOW RATE/CHAMBER(CFS) 0.043 0.026 0.036 0.024 0.016 1 0.012 (COLUMN D) WQ Pond Tributary Areas Subdivision: College and Trilby Project Name: College and Trilby Location: Fort Collins Project No.: 39823.00 Calculated By: ARJ Checked By: Date: 11/5/24 WQ Storm Required detention Composite'C' 0.64 ft3 acre-ft. Area 24.68 Modified Modified 14325.0 0.329 Release Rate 2.53 M.FATER D.JUDISH C.Li May-95 Apr-98 Nov-98 DETENTION POND SIZING TIME TIME INTENSITY Q2 Runoff Release Required Required cum 1/2 of 2 year Volume Cum total Detention Detention (mins) (secs) (in/hr) (cfs) (ft"3) (ft^3) (ft^3) (ac-ft) 0 0 0 0.00 0 0.0 0.0 0.0000 5 300 1.425 22.51 6752.448 759.0 5993.4 0.1376 10 600 1.105 17.45 10472.22 1518.0 8954.2 0.2056 15 900 0.935 14.77 13291.66 2277.0 11014.7 0.2529 20 1200 0.805 12.72 15258.16 3036.0 12222.2 0.2806 25 1500 0.715 11.29 16940.35 3795.0 13145.4 0.3018 30 1800 0.650 10.27 18480.38 4554.0 13926.4 0.3197 35 2100 0.585 9.24 19404.4 5313.0 14091.4 0.3235 40 2400 0.535 8.45 20281.04 6072.0 14209.0 0.3262 45 2700 0.495 7.82 21110.28 6831.0 14279.3 0.3278 50 3000 0.460 7.27 21797.38 7590.0 14207.4 0.3262 55 3300 0.435 6.87 22674.01 8349.0 14325.0 0.3289 60 3600 0.410 6.48 23313.72 9108.0 14205.7 0.3261 65 3900 0.385 6.08 23716.49 9867.0 13849.5 0.3179 70 4200 0.365 5.77 24214.04 10626.0 13588.0 0.3119 75 4500 0.345 5.45 24522.05 11385.0 13137.0 0.3016 80 4800 0.330 5.21 25019.6 12144.0 12875.6 0.2956 85 5100 0.315 4.98 25374.99 12903.0 12472.0 0.2863 90 5400 0.305 4.82 26014.69 13662.0 12352.7 0.2836 95 5700 0.290 4.58 26109.47 14421.0 11688.5 0.2683 100 6000 0.280 4.42 26535.94 15180.0 11355.9 0.2607 105 6300 0.270 4.26 26867.64 15939.0 10928.6 0.2509 110 6600 0.260 4.11 27104.56 16698.0 10406.6 0.2389 115 6900 0.255 4.03 27791.65 17457.0 10334.7 0.2373 120 7200 0.245 3.87 27862.73 18216.0 9646.7 0.2215 Width Length Height Floor Area Flow Rate* Flow Rate Flow Rate per Chamber Chamber Type in m m Chamber Volume(cf) Chamber&Aggregate Volume(cf) m/s cfs/s cfs ( ) ( ) ( ) (SO (gP f) ( fl ( ) SC-160 25 84.4 12 14.65 6.9 15 0.35 0.0007798 0.011 SC-310 34 85.4 16 20.16 14.7 31 0.35 0.0007798 0.016 SC-740 51 85.4 30 30.25 45.9 74 0.35 0.0007798 0.024 DC-780 51 85.4 30 30.25 46.2 78.4 0.35 0.0007798 0.024 MC-3500 77 90 45 48.13 109.9 46.9 0.35 0.0007798 0.038 MC-4500 100 48.3 60 33.54 106.5 162.6 0.35 0.0007798 0.026 *Flow Rate given by City of Fort Collins based on UNH Testing Report Using Highlighted row This document was created by an application that isn't licensed to use novaPDF. Purchase a license to generate PDF files without this notice. College & Trilby Multi-Family Community Final Drainage Report APPENDIX E - REFERENCES 4�h. Y i � t •� � ( 1R, � - @-- - _ Ik Am n ' R L aaa ii °+1 t n i w s., J. Mr i y s E _ I .; � r I W 1 r �F� J362 J361 1 _ k rn_Y'a 31 Ed L363 P 1 Yi N 11-it .x 1 i a,.A'R L828 SF r : /il ri' y n o a a • �. - L366 SF _ - 1 J828 _ 3 — F �, F A - 4, I y - _ B830 46 Pod LEGEND A L834 SF Jug EFFECT VE SWMM J 1! � BASIN DIVIDE DE LINE DRAINAGE B840 - L366 SF3 I a - J840 Ls66 s Ar P366 FZ - �y� __ - CONVEYANCE ELEMENT B 0 DIRECTION OF FLOW - it 1� — B9Q0 SUBBASIN �I e �• '� J 91� 7 - I J908 J900 .�. L914 P • L900 P _ L9io P M ' ❑ CONVEYANCE ELEMENT PIPE ' w lk' ' 4 L900 sF CONVEYANCE ELEMENT-SURFACE FLOW `PP— � :. � L9ze sF � i P9oo 01 CONVEYANCE ELEMENT-ORIFICE c , a 7 �1 �iio B900 �� 90 DETENTION POND P930 02 ' - �"'�, m "" . ■ 'II �� ,-II • �� J900 NODE J918 41 L930 SF - - I i_ ° �� II•., L932 SF J913 - RW J932 J920 J925 -. - 96 _ L932 P L920 SF T. _ J`�iby ___ J�CJJ' 'i: L94-0 SF � - - - YRY-' L - �� n B920 Q L940 P 950 �Yi= L9so F a [P94C]) = - q`o - e -- - -- �oft - P-,�� F�.�� ,� x � r B770 �� - - q o s , 1 u — y T r.• - m r a B790 �f V" 1 �"• nil_ - i .. 1 Y_:'b E I 40 - °car ^ �b• - �. 780 S ` II� - �' J770 II Y � L P 171 IL IMF 1 w _ L b " rYR sk' i I - - {rl gy�q e - �:Ib n F 'R ■ IF �I �yR, V4 Y n° yam:_.q` ■ ' c 'g EL 01 K - PORTION OF THE STONE CREEK EFFECTIVE SWMM SCHEMATIC & COMPANY 3=25=22 8 0A 4 4G a 4 i $. Y - it - F sir . _ I a:7 -- a do or _ Ap n ` ^ I , 1 3 I iY ,..- -L � ,ter' ■ . _ , 8820 36 f =pl a_ 13830 Now Ar B810 I m �d a _ L — Y ---- 1 —___lip TF p AL I F , I�I Y _ • ' sae s LEGEND IL . fl- - - ` 5 � •- - � a ' - - - EFFECTIVE SWMM DRAINAGE 1 Ifl BASIN DIVIDE LINE a I � -fir X � II .q�-•�F � e � e ill ■ 1 F ,. 1i' l (WITH DIRECTION OF FLOW) CONVEYANCE ELEMENT ( ) � W W '' 3 :yam r _iE•t�IIL _I. p, ' � 41 19- ... •_a. - ri P930. f. i ar �•' F [ k w� BASIN DIVIDE LINE EFFECTIVE SWMM DRAINAGE CORRECTED „ or 04+1�I �. � i + _d• � OrifceRewi _....-p. I 'y + -:: i ,i £,: � I .•- , CORRECTED CONVEYANCE ELEMENT 'JI ._ �___ . -.• _ .- I (WITH DIRECTION OF FLOW) it _ esssr _ R J ;1 B900 SUBBASIN ICI .s. r P970 ,,- _ y - - `, Q !' ' �,'i + 7 B900 CORRECTED EFFECTIVE SUBBASIN e ` � � _ � n R I . i go CONVEYANCE ELEMENT-PIPE All T _ " •' '�r� F= �saa P CORRECTED CONVEYANCE ELEMENT-PIPE Ale - p i[q pill iYl r "[ _ a - F _ rT _ * H goo sF CONVEYANCE ELEMENT-SURFACE FLOW Li Ir I ' 9 Y f ` [c; �- CORRECTED CONVEYANCE ELEMENT SURFACE FLOW r = p - I �1' "� „ _ :"� # [ Y �: r H d CONVEYANCE ELEMENT-ORIFICE *' � � � I�' � fir.- I 4 ft 4 m r I ![Y Psoo of CORRECTED CONVEYANCE ELEMENT-ORIFICE �ud _ 9 � DETENTION POND • S Y . P900 t P900 CORRECTED EFFECTIVE DETENTION POND h O NODE Lai i J900 JL Nil II +F CORRECTED EFFECTIVE NODE O PORTION OF STONE CREEK CORRECTED EFFECTIVE SWMM SCHEMATIC 2 =6=24 &COMPAW 10 - q - TPP•�11 y� - s - I . I 1 s Y x•r ° 1 A` IL 1p It ' , "*■ _ L I g" I — ME, II 4M . I I MAL f p • *QVA �I JI Ir r I - r � •a - ., : I may, t " � i I, 1 i' ,� ." `� FICA'• �- 1 � � - � � ��' -� '� .Imo, _� IF z - r —- UL 3143111 Jt— Rt I — - I - ■ _ ..: J^, ;r ..+Y ' i t of o •' _ i� - _ h - I I/ J l I i s s�I 's � 1' 9 ■ � - - Fes. �� , °,s 1:' 'f� ■'1'_ � _ • I■ _ - - — ,i I 't. n � ill r _ q 1 �■ __ 4rlie I�� s ir : ' • .-it' 1 - - - L - �Hil �a' '. ' .i• - • 1 - _ ,mum date__`. J9Ior.` _ _ . - fA �. I � ' � � 1 � 11 - � � - � � L92s- ; �� I•�.. - aa ■ - d_, dr. , w. � _ � F' .. � - am«: I� Jsmc 925o _.�:.` 11 I PJ67 Lstocp LEGEND� c - I _ it (F I I� III k Ar �. h EFFECTIVE SWMM DRAINAGE BASIN DIVIDE LINE w �, _ �I CONVEYANCE ELEMENT ►f� (WITH DIRECTION OF FLOW) �mil w em �>r� II� �1 - N W W 1 40- Ir I � I III - _ • [ PROPOSED SWMM DRAINAGE _I4 ` r `r- BASIN DIVIDE LINE J;- r" - - � s'Lr PROPOSED CONVEYANCE ELEMENT (WITH DIRECTION OF FLOW) . 920A VOOFI.P 1 \ 63 - ♦I /' - s J920 J920C L920C_P - L]ooBsr' - 's` - - 90 SUBBASIN Lx, ml' y - ■ B 0 I 1 v B900 PROPOSED SUBBASIN yy 9 aji T _ W N L900 P CONVEYANCE ELEMENT-PIPE ws'w IN X PROPOSED CONVEYANCE ELEMENT-PIPE u,�—a ..z y .T. � �_ CONVEYANCE ELEMENT-SURFACE FLOW - 4 Or I ��sz Pisa J��o I � 1 - T - Lsoo SF PROPOSED CONVEYANCE ELEMENT-SURFACE FLOW - Y _ IJ! _ Jj I _ I } "r .'�r '' I v 1• -� �,I - � ! " ' _F -" 71 - - P9d0 01 CONVEYANCE ELEMENT-ORIFICE I I s Psoo of PROPOSED CONVEYANCE ELEMENT ORIFICE � ,"9,41� I - a- J,4_� - xl - ■ � I „� - u E 9•t - y i�. DETENTION POND ow AI F PROPOSED DETENTION POND y .F� L■� • f _ -III �, 1; . , _ _ IL - � 1 / � -..' L �I # .~ At afie' Mq NODE 671 - J900 PROPOSED NODE PORTION OF STONE CREEK PROPOSED CONDTIONS SWMM SCHEMATIC 2 =6=24 &COMPZAW 12 i L363 SF2 J364 J362 L363 SF3 L362 P J361 d* P363 L363_P _ _ rSF t lb.91&.-'" B820 L366_SF L366_S J910A� i J886 r, . L366_P IL L90u SF J910 P366— P366— _ WQCV0 ifice OUTLET B910 ; - - - - - P366—EOE P366 J909 L366_SF LEGEND EFFECTIVE SWMM DRAINAGE BASIN DIVIDE LINE L925_SF3 CONVEYANCE ELEMENT I DIRECTION OF FLOW PROPOSED SWMM DRAINAGE BASIN DIVIDE LINE L925B_P L919 P 2 PROPOSED CONVEYANCE ELEMENT L367_SF L900B_P I PROPOSED DIRECTION OF FLOW J919_2 J919_�; , J91 OD J900B -y B900 SUBBASIN L925 SF2 B900 PROPOSED SUBBASIN L908 SF L925_P4 - L900B_S J908 J900 CONVEYANCE ELEMENT-PIPE L367 Orifice J91 OC J925D Lsoo P PROPOSED CONVEYANCE ELEMENT-PIPE I L919_SF , . L910C P �90o SF CONVEYANCE ELEMENT-SURFACE FLOW �soo s PROPOSED CONVEYANCE ELEMENT-SURFACE FLOW — Peoo or CONVEYANCE ELEMENT-ORIFICE ■ — — Psoo of PROPOSED CONVEYANCE ELEMENT-ORIFICE B910C - - P900 DETENTION POND f i (1391 O A i 0� + P900 PROPOSED DETENTION POND / J900 NODE J900 PROPOSED NODE I L925_SF1 L925_P3 I L931_SF _ B90OB J925C L925 P2 J910B L900A_SF Amm" r J925B _ L90OA—P B910B L919_P - - - - L925—P1 J900A .. _ - _ � _ - _ -- - Mal ilk - - _ - - - E3900A L920A_ L920BP J925A L932P L770A_P J92OA J 119_1 L70OB_P L920 S B770A J920B J * L920C_P L919_SFI J920C L700B_SF J770A B920B J770B B920A - 3920C L70OA S I 1 - I b u L790 S I 1 - T B790 EL S + d STONE CREEK J782 L790 P L782 P ; PROPOSED CONDTIONS SWMM SCHEMATIC - - - AREA OF COLLEGE AND TRILBY INTERSECTION ENHANCEMENTS STORM SYSTEMO 11! 2 =6=24 13 0 EXISTING STORM SYSTEM a sw sw sw sw sw sw sw 4 0 I N I I II I � II \ ss 77* ftft%♦ 30 FES-5 W/ RIPR P PAD ♦� ss ♦� N I I 30" HP P-271 I I ss I I I aI SS � I a I I I ss I 5' 0 MH�13 u I � I 0 S� I 0 I I I I I I I I II I I 30" HP P-28 0 I 0 I I STORM E I II it 5' 0 MH-12 I/ /// 530" 0000 P-29 // -INLET TYPE D (SPECIAL) m Q OUTLET STRUCTURE ss — /� C 2' CONCRETE TRICKLE PAN (DP4) / C QUAD CURB INLET— I I � "5 000 FES-2 (N) 30" RCP P-7 // // I FES-3 (S n // // W/ CUTOFF WALL I 2, RCP P-23 000 AND RIPRAP PAD) 42" RCP P-9 // "s //� I // // STORM B MAIN // //�/ I I 10' CDOT TYPE R INLET-9 / —� / STORM MAIN C 30" RCP P-8 / SS / I �- � I /// //� 42" FES-4 8' 0 MH-3 STORM LATERAL B6 // ♦/ I I I / /^ ANDCUTOFF WALL R PRAP PAD // IS // CDOT TYPE D INLET - - - - -/ // i // � — — I — — � � 42" RCP P-10 // // — 7 —42" RCP P— 4— / /00*0 // I 0 MH-11 _ _ _ _ sw sw sw _ w I �/ I I � 42" RCP P-25 — — — I I F STO—RM LATERAL C1 18" CP P-22 18" RCP P-26 I 6' MH-4 EXISTING OUTLET STRUCTURE I I I 0 I REMOVE AND REPLACE EX 18" RCP I (DP3B) 115 CDOT TYPE R INLET-8 _ REUSE EX RESTRICTION PLATE W/ 2" 0 ORIFICE I I I STORM LATERAL B5 I I I I I I o Fo � I � I III I 0 I I I � ICI I I I I I II I N N a 42 RCP P-11 I I I I I I I I I I I I I II I W 14 I �t STORM B MAIN J I I6' 0 MH-5 I II I 42"I RCP P-12 (DP7�rCDOT TYPE RINLET-7 I30" RCP P— I 30 FES-1 / 30' RCP P-19 STORM LATERAL B 4 I I i I W/ CUTOFF WALL AND RIPRAP PAD \ 7' 0 H-6 5' 0 MH—10 I �� (DP 10) 10' CDOT TYPE I F 24" RCP P-20 I I 66=0 MH-2 I R INLET-1 Fo �� Fo t � _ F 30" RCP o ,J f 1 E E P-1.3 'V E — wpm w E G E Fo cM cm c �30" RCP P-2 c c N c c c 5' MH-7 24" RCP P-2 w E E E E E E E w w STORM „ LATERAL Al STORM MAIN B 5S s ss ss 5 = W TRILBYROAD w W w w w ss ws5' CDOT TYPE D INLET-2 w w w c c c l c ss w F. TRIL.BYI OAD c w w w w w w w w w w F S FO FO FOSTORM LATERAL 34 W W CM w w FO 0 61a1 E 0M E E E „ OH OH OH OH OH OH cm 30" HP 30" RCP 30" RCP P-3 6' 0 MH-1 18 RCP P-18 � cm — — — — — RIPRAP PAD 1 RCP P-17 6' H-8 o M _ _ _ P-5 P-4 � / l€ +NEMt — — — — — — (DP6) 15' CDOT TYPE R INLET-6 (DP2) 10' CDOT TYPE RINLET-4 w STORM LATERAL B3 18" RCP P-6 (DP9) 10' CDOT TYPE R INLET-2 STORM LATERAL 32 I I I I CDOT TYPE D INLET 1 18" RCP P-15 STORM A MAIN STORM LATERAL 31 (DP5) 10' CDOT TYPE R INLET-5 i �V STORM B MAIN m I I W I (DP1) 15' CDOT TYPE - I ^ I I R INLET-3 MH-9 I q V 111 L— — — —— — ——— 14"X23" , ERCP P-16 ss ss ss — — — — — — — — — — — — — — — —r w w w I I m I I I I I I I I I I w I N I I I - - - - - - -- 3 - - - - - - I I m 'Q _ 3 3 I J N q�Y 01 JO o STORM D L TYP C INLET RELOCATE TO WEST — — EPLACE W/ 5' 0 MH-14 s ss ss ss s CDOT TYPE C INLET-5 sw RICK DRI VCss ., sw sw sw 24" RCP P-30 EXISTING STORM SYSTEM O sw 0 N U1 V) S V In 60 30 0 60 120 COLLEGE AND TRILBY SCALE: 1 60' INTERSECTION ENHANCEMENTS N STORM SYSTEM LAYOUT 9 =1 =23 15 C34 •_T It 1 - / LEGEND j 497'. EXISTING 1' CONTOUR - -- --49,E--- EXISTING 5' CONTOUR � KO 2 4971 PROPOSED 1' CONTOUR -4970 1 .05 0.54 PROPOSED 5 CONTOUR - M BASIN BOUNDARY �,.� - - 9' �, • >„„-.,_„ SUBBASIN BOUNDARY o / CP Lr a NG _ . -� 'I` �I' / �_ L MINOR BASIN BOUNDARY SKYVIEW SOUTH$ FIR �`�0 �. � A A = BASIN DESIGNATION B = AREA IN ACRES - - - - YR. EVEN ) Ex. 20' urn. sMT. � - C = COMPOSITE RUNOFF - COEFFICIENTS (100 T i 0 D = DESIGN POINT DESIGNATION r t Lr r 3 PROPOSED STORM SEWER 0.17 0.25 FE=73.50 FINISHED FLOOR ELEVATION t 1, s s� , S SILT FENCE _ cn v cr `ro 0 8 `ro 1" ^� `r ement s° o 0 0 0 �' �. o. `ram. s� ' `r \ \ o STRAW BALE DIKES ,� Dr ' age E6� 40 v� �'- i o0 gazeb 1 \ • - `- RUNOFF DIRECTION TOP OF BERM �, oe rA 06 4.46 !"5 4 5o5s.so 4• 1 I Playgrou o I - Ln ~ _ I w LOSVRE � � o Exiat. Church ` Igozebol � ff elev.=5074.02 ED I L of i l SA. E, o ti 3 • -4 � •� •/ ... ,., GRAPHIC SCALE - 0 ,�•�-s�..• .-�' � .� Drainage EoserF�ent o I `, GRAPHIC SCALE60 - v1 / 30 1 inch = 30 it 100-yr high water _ lei Elevat4n 5054.36 ft �^ • j, - etentio Pond ' STORM A - - I �\ ` Ddmtipf_Viand s�otistia - / 19.24LF 15"RCP RIPRAP D50-9" 1 J / � 100-�,ar'AatQ Sufaoe Ek+otim �_3�_ fl - SEE PROFILE ON S 11 ' 2'WIDE do ALONG hry. THREE SIDES 10U Vdome 197 ao-fl - / ST MH FP SEE DETAIL ON �- / toovahn+e rnoicEle 1.82 oc fl RIPRAP DS -9" SHT. 13 "• t' ►= \At / SEE D AIL ON5 - prlro�e rate 1.N cls - SH T. 3 �� _ Q STORM s CDs a WIN it I 0.52 0.58 / VEHICLE TRA PAD oo° STORM B DETENTION POND 32 N�" 0.12 fl " °° ° 25.45LF 15"ADS OUTLET STRUCTURE 51.92 0 SEE PROFILE ON SHT. 11 h o i (INC. FES) E DETAIL ON SHT. 13 i s o*ox rate 0.03 cfs - 01 cv I ,�� I I °°° SEE PROFILE ON SHT. 11 -- - x ( / k ° I f c Nate 0ditr statistics a e ncao xa<rd - w to Dde+tion Statistics �_33 0.58 - �� ° 41 00;0 Runoff Design Point Summor S 4 ° Z Historic Site Breakdown -- 177" L -- - -- ar 1.75FL Design Point Area 02 Q100 - 51.60FL 'T h Sub-basin °6rt8 1.72 7.65 \ I I I I 0 060 L 54.60 °o°0 0 � EX. 15'U ESMT. - Entire Site Entire Site 5.00 1.44 6.38 - �. °o° J 44 Developed Site Breakdown - L__I Areo 02 0100 - EX. 2OC UTiL. ESMT. ® _ I R \ Design Point Sub-basin acres - !50 000000° a A-02 5.51 5.11 22.29 p00000 Bh / / _- / C ob Al-01 0.85 1.11 4.02 - B 0.67 1.11 4.60 - 1 000 00o i ost 051 0.33 0.34 1.55 - boo - �! EX. 36" CMP os2 OS2 1.05 1.11 4.86 °°°°° °, 0.67 0.79 s� so as3 os3 0.17 0.07 0.31 s - - - �, so o sos s0 s°s� s. p- Cityof Fort Collins, Colorado �; pa; . °�. moo. �. �. s o� oa, rn� as p.. UTILITY PLAN APPROVAL spy g �, s � EX. 15" CCP (TO REMAIN) �o�o / i og o • APPROVED: � - - --- // CITE' NGINEFRA DAi ` EX. 15 RCP (TO REMAIIlf) j�O CHECKED BY• West ..'Trilby _ _ - - - - = �� _= A / \ WATER A[ WOSTEWATER UTILITY DATE - �0 CHECKED BY� DATE - _ _ \ CHECKED BY PARKS AND RECREATION DATE X. CHECKED BY FFIC G DATE RIDGEWOOD HILL .11: - / -- -- -- \ \ CHECKED BY• �- -- - NATURAL RESOUR';FS DATE '- These plans have been reviewed by the City of Fort COMM for concept only. The review does not imply responsibility by the NOTE DETENTION •'OND WILL ACT AS A �;FD!VEN' revi"In` department, the City of Fort Collins Engineer. or the TRAP DURI�;G CONSTRUCTION AND w L nr City of Fort Collins for accuracy end correctness of the calculations. OVER E X C A`,A T E G AT t S' `,T A G F Or Futhermore, the review does not imply that quantities of items O CONSTRUCT'ON on the plans are the final quantities required. The review shall not be canetrned in any reason as acceptance of ttnancial re- NOTE: ALL DISTURBED AREAS ARE TO m ^r^rr^r^ •A r1 !t" rurr r nr sponsibtlity, by the City of Fort Collins for additional quantities of items shown that may be required during the construction = phase. o N I TITLE DRAINAGE AND EROSION CONTROL PLAN PROJECT No. SHEET N0. SHEETS SHEAR ENGINEERING CORPORATION REVISIONS Date Drawn D.M.C. CLIENT FIRST FREE WILL BAPTIST CHURCH P.D.P. 1785-01 -00 12 15 Dote Field Book Checked B•N►•S• FIRST FREE WILL BAPTIST CHURCH 4836 SO. COLLEGE AVE, SUITE 12, FORT COLLINS, COLORADO 80525 Dote Dexrivcion 1"= 30' v 9.W.S. PHONE: (970) 226-5334 (970) 226-4451 FAX: (970) 282-0311 FORT COLLINS, COLORADO M-oRAIN.owc Date By Description Salt Appro ed � , , W `� `♦ , � � , 1969 ►-I I I `\ , '�F'; DEVELOPED SIZE HYDROLOGY GOOD SAMARITAN � <1 LEGEND CLASS 6 RIPRAP ELDERLY CARE FACILITY SKYV" ACRES ` ,` DESIGN BASIN AREA "C" Q: QNoo I I 8'L x 8'W x 12" ( � I SUBDIVISION 15' CURB INLET J+ a'.yq POINT (cc) (cfa) (cfs) o , THK w/ 12 TYPE II CONCRETE , , I , 3E5 EXISTING CONTOUR T-'•I41 _ ' " i ' BEDDING SIDEWALK 15 CURB ;,�� 1 A 100 3.01 0.38 2.41 8.73 MH ST 5 INLET #2H �., �, 0.25AC ag----� PROPOSED CONTOUR 1B 102,10fi 4.81 0.62 6.74 26.11 CULVERTu: i --- ----•r,, -I--- J I a_ --- _ - > ,> FLOWLINE 88 SY,,♦, V '`: Vt` . 1 ,1 + ," ,'2' •G + n ._. --__.-f•^ -- -� -- .. O y •O , ,�014 ++ _ - t T_�•�..�.r err .. r . �. _. l\ - '• 1 6 • 11 13.93 1D 0.62 l _ is•cM .... e.r , •1N i DIRECTION OF FLOW 10 106 1 7 7 4828.21 - 1" , - -- .r. _. - � - , __ _' .. 1 F 2,105, 2.84 0.50 3.99 15.57 Yltf �V �•l/1•y1 .. M 1 - - :-- - - ---- - _-- a--• DESIGN POINT 3,108 3.78 14.24 -- -� - - - _ - ffi 7-L7 > ,:r H 0 1. 7 3 8.55 C.� - t n • IN BOUNDARY � \ " _V _ _ _ �- -�.• - _ - • DRAINAGE BASIN ._ N • • ' , - .: : '- ... _. .._ - -. _ ..: __ �, - 1. ••it .._!� 100,102,106,107 8.67 • - -MH ST 4 BASIN NUMBER !" 1K 103,108,110 3.48 1.7 1.7 1' c OQ I I II I ,r �, 1 �1 I ` _Y 1 I 3� �� 11 0.91 0.48 1.22 4.70 15 RCP. ._.•m e ,� 110(OM .co � �' I I^ � 91 AC ` Ili l r 5 _� ! I r Y :V ' ? L i t' A 2 3AC BASIN AREA 2A 200,201 2.45 0.59 3.14 11.75 3. AC L N LE E e 28 201 1.17 0.79 2.53 9.98 / _ - POND ..14 ,>, - • 12 " INLET' 2Grr _'�I' H.P. HIGH POINT 2C 202,203,204,205,206 7.51 0.56 9.50 37.85 1 Oa -� := � � wee �. 203,204,205,206 5.47 0.55 6.98 27.93 . - � r- 1t � Or I 4 RCP. ,�vTUA� �G�MMFSTj�'.IA ,•r 2D 1.08AC . ' e2 l eo f 00 • ! to ( 6 ,-Jrrrts, �,� _ ,< . , I L.P. LOW POINT 2E 203,205,206 4.41 0.57 6.06 24.11 1 1` . �. ��- ' CU � {\ 4 ' ' `� ' %�' +--- • - 2t� 2F 205,206 3.28 0.54 4.39 17.62 CLASS 6 RIPRAP \ 1 4 �"""I k + I `� _ - AVERAGE STREET SLOPE 2G 206 0.74 0.69 1.48 5.73 12'L x 6'W x i2"', 2H 202-206,211 8.65 0.59 11.02 4fi.09 *TYPE' Ilr. • / - " / ! \ 1.11AC t 1 • 21 202-206 211 212 9.28 0.61 12.23 50.78 THK w/ 12" � • '� t, -- �- o ! / �- 2. PROPOSED CROSSPAN , BEDDING e' ; - / I 2.14A -- / SWALE/DITCH w/ FLOW ARROW 2J 200,201 2.45 2.6 2.6 3A 202-206,211,212,300-302 17.24 0.62 21.70 85.26 Q 12AC . `,11 e4 se 1s ' •04AC / - O GRAVEL INLET FILTER 3B 301 2.14 0.75 4.3.3 17.30 -30 3C 302 1.91 0.47 1.97 7.28 ' '' • C STRAW BALE CHECK DAM.�. � / `2° " ALL UTILITY NOTIFICATION 836 t -�� =t x � 23 �� + 1,91AC CENTER OF COLORADO 3E 304 0.48 0.82 1.17 4.32 ♦ !: / IN E 1 G 28 i2� / 3F 305 0.25 0.84 0.68 3.18 67 . 1-800-922=1987 PROPOSED STORM DRAIN PIPE 202,203,204,205, 15' CURB 07 / tiA - 204 208,211, 3G 17.73 4.3 4.3 + _ - r T b 212,300,301,302 534-6700 INLET .*1Q, ��; � 0.85AC "" ! r .. � 32 1.08AC "• w `� l w �f 1 � %�� + - a I � DIENM100 YR. INUNDATION AREA 4A 400-404,412 9.48 0.58 14.63 53.24 1 s8 \ »a .- �+1 �'L_� se IJ$� CALL 2 �I4ESS DAYS IN ADVANCE 48 401,402,403,412 7.07 0.54 10.19 36.95 s �t ae 27 -lJ 8"ORE YOU DIG, GRAM, OR EXCAVATE e 5e'• ! s1 4C 402 2.13 0.50 3.02 11.54 30 • ♦ Tv0 FOR TM MAWI Q OF U1CCIRMOUdD .•�\, 4 f • ��y��/ \ 2'�2 \� � �• � �� MIFS►AE�R UTIUT�8. SILT FENCE 2Q _ _ _ _ + / \ a ,i 1.23AC 4D 403 _ 1.31 0.71 2.54 10.38 37 `\ 1:•13A6 0.63AC \\ 4E 404 1.10 0.70 2.29 8.71 - //7 -. 4F 405,409 5.98 0.58 7.28 27.85 f �, ♦k // _._,r, �. \ ,� � a - - _ �� 4G 405 2.62 0_55 3.03 11.53 EROSION CONTROL NOTES a // ! - ►? r tst AFTER THE OVERLOT GRADING HAS BEEN COMPLETED, ALL AREAS NOT IN A ROADWAY, 4H 408 0.78 0.38 0.66 2.58 i '" - =;, _ `"'tea = // �. ao I I � 4t I r I ' +- � �,�'�► `, 152 , 1 � SHALL HAVE A TEMPORARY VEGETATION SEED APPLIED PER THE CITY OF FORT COLLINS 405,406,408,409 9.39 0.55 9.86 37.13 41 4'3 44`\' � \ 1!5 3 1b4 1515 I -to SPECIFICATION, AFTER SEEDING, A HAY OR STRAW MULCH SHALL BE APPLIED OVER THE 4J 407 0.38 0.60 0.67 2.57 j sa SEED AT A RATE OF 2 TONS/ACRE MINIMUM AND THE MULCH SHALL BE ADEQUATELY 4K 400-412 25.40 0.49 22.40 82.74 r ' _ I I + - _ \ \ I }' 2O5 I I I /- -� ,•�. _ _ - _ - -� ANCHORED TACKED OR CRIMPED INTO THE SOIL PER THE METHODS SHOWN ON THE -I I 1 1 I / �►: r - t82 & O L 40c. 401 402 403 404 405 DRAINAGE EROSION CONTROL PLAN. AFTER THE UTILITIES HAVE BEEN INSTALLED, 4L 24.6 4.5 4.5 - 15',�CURt tie I `---- st+a ` } 1 _ _ I - ( -' a,kun DRIVE _ _--_ �7 THE ROADWAY SURFACES SHOULD RECEIVE THE PAVEMENT STRUCTURE. AFTER ,407,408,409,410,411,41 INLET' �19j ' I ► I `- `• � •' +�► - / 1 INSTALLATION OF THE CURB INLETS, THE INLETS SHALL BE FILTERED WITH A COMBINATION 4M 400-410 5.30 0.25 2.39 8.77 •c-: \ OF CONCRETE BLOCK 2 INCH WIRE SCREEN, AND A 4 INCH COARSE GRAVEL. • i I , - � , 1\4,� '�\ 'so -- - - - - - � - - - tes- � 1/ 3/ 4N 412 0.57 0.69 1.25 4.41 •- I 0.38AC S N 15' CURB, TO " t2t • I aQ ? e , 14ts 144,' � IN ADDITION ANY DISTURBED AREA LEFT EXPOSED FOR 4 WEEKS SHALL BE TEMPORARILY /\ .o ,.. ,s *�•. 1» \ �.' Ir<. '�e POND 14 INLET #1C ; 103 { I t� . a 4e /' 3.06AC I I STABILIZED WITH EROSION CONTROL MEASURES SUCH AS SEEDING, MULCHING, SOIL DRAINED AREA = 3.5 ACRES \ ' _ - ! +} I r • I DISKING OR OTHER APPROVED METHODS. IF LEFT EXPOSED AFTER 8 WEEKS 100 YR. WSEL 90.4 ' . � r :• .BOAC / \ , -- � 7 '� 1e�• SEALANT, _ 1 I is \ - THEN TA MUST B PROVIDED. _ AC- FT . � --- � 20 �----_ � '\+ � � E VEGETATIVE COVER M S - E 0 VOL. REQUIRED - 0.5 AC FT t2o 102 - ,,. ,i �.� � � _ _ / t24 � - � -- - 0.74AC 3 - - ♦�4 - - VOL. PROVIDED = 0.62 AC-FT\ I i . :• -•+ } - - - - • , , .13AC � -Q• TOP OF BERM 92.00 ' ` 2 a�ck -- i �� AR v L � SWALE. #407'. 2 YR. HISTORICAL RELEASE RATE _ .7/ cfs SEE,SHEET 8 . - - ACTUAL RELEASE RATE - 1.5 cfs �, 1 119 ,� / 128 129 >c a dai F 133; .4 ► �! i 4 SURFACE AREA = 0.21 AC POND 19 / T I DRAINED AREA = 8.6 ACRES CLASS 6 `RIPRAP , a13s. 40►,3 4 4'L 8'W x 2" _ ,{{ "�•� r I t � I 1 x � 1 100 YR WSEL 90.2 '� • "�►,a t1s / /� _ - -1 11 `�� • 5, - 1 3tiAC 7 ° THK w/ 12" TYPE II VOL. REQUIRED = 1.3 AC-FT BEDDING VOL. PROVIDED 1.60 AC-FT I >na / 1D9 1 �` rlr* I aee 4 ' TOP OF BERM 92.00 • } , �5 1 Ito 1aR „ �A� ,� ►�6 � ,• YR. HISTORICAL RELEASE RATE 1.73 cfs / �•' 6 AC ACTUAL RELEASE RATE = 1.7 cfs L - SURFACE AREA 0.43 AC I.• � / E E - , foo 1 POND 25 DRAINED AREA 2.5 ACRES /' 1 I - - \� ,, / tilt / / ` � .a�lm,�a-s-,I�-�o''�'�'�� i 7 t s .. k � I I • _ I • 100 YR WSEL 81.0 / 102 _ - 108 40A - - "r *.�' VOL. REQUIRE �►C-FT ,. _ 1 ' \ D 0.3 1°7 ., "'wMa"' I• � 3u:, I I VOL. PROVIDED = 0.8 AC-FT i • .- �, .,• , . TOP OF BERM 84.00 +fie sae I I i6s i 1 •, ' ! �'' ; + Y 2 YR. HISTORICAL RELEASE RATE 0.65 cfs ' I I - 1 SWAL- #41 1 ,► ACTUAL RELEASE RATE _ .6 cfs I I 4 �I ---u i 1 1 , 1 O _ _ -_ L E 2 ti -- A + SEE S';1ET 8 11 I - -- - - - - - - - - T - r" - I SURFACE AREA 0.21 AC - \ \ a4 I -os _ - - _ - 4 \ t , , .,. ..I -- --F•l - -' � -•�,--}� r tit,. ,_-- ---...-._.• '� - - - -- - '- --- --- - - ' POND 28 - i f i °5.5 DRAINED AREA 17.3 ACRES I "T• 1 f 7e a +!► rD 78AC 100 YR. WSEL 73.00 - !.-,;,:� I �,; _ �: r VOL. REQUIRED - 3.2 AC-FT - - , ''tl^ ,L- '- 1 I wry 1 • • r • MH ST- HST VOL. PROVIDED 3.2 AC-FT Bo ' \ 11 , , i 1 F i M -8 1 TOP OF BERM 74.00 * r I ;`\ ;'• �I ;, , ' �, , ,I i 1 , _ _ � ACTUAL HISTORICAL RELE SE RATE RELEASE 4.3 cfs 4.3 cfs • , ,• / // - \`•, ' ' ,' ' 'I ', _�,--1-� � ._---- .. . . .,URFACE AREA = 0.57 AC \ / // » dd \ i \ , 1. , I'• tl� , > \ , _ ,-� +r I '+,' , ';`� ` , 1 ,-�"`_' � i s CONSTRUC70N SEQUENCE a''�a �E� ► a 1 t POND 39 ?. , ' �', , ' ' ' �_- i+ *M,' ._ YEAR 1995 DRAINED AREA = 24.6 ACRES ,� - j �► H 1 NOTE: r OR DETAILS ON ORIFICE 1 , oo t , 100 YR. WSEL 56.2 �IAll AC _.k * a� h - t a , MONn, M I A I M I I I A I s I o I N I PLATES f,ND OVERFLGW SPILLWAYS _ , ' ' + OVERLOT GRADING VOL. REQUIRED 3 6 AC FT e4 88 '� ,y ++e�'! " ;' 11. ! I ! SEE SHEE t 8. VOL. PROVIDED = 4.3 AC-FT t WIND EROSION CONTROL i i I i j i TOP OF HISTORICAL = 58.00 - W I �l I RIPRAP AT POND OUTLETS 2 YR. S 0 CAL RELEASE RATE 4.7 cfs ,' r ,� I ,• \ \' , I 1• 1 r , '' , �, ' + , Perimeter Barrier ! ACTUAL RELEASE RATE 4.3 cfs r 1 Additional Barriers I i l I I ! POND 14 11 Vegetative Methods ! i NQT£: SURFACE AREA = 0.94 AC i 1 I 1i T' n I f 1 ' ' ' * •"' ' ,', Soil sealant i CLASS 6 RIPRAP, 8 FT. LONG, 4 FT. WIDE ,/ I 1 ,, ,1 -j_,ttIk + other i I I 12 THICK ON TYPE II BEDDING C P` IITE TOPO INFORMATION FROM ' v T___ CITY JF FORT COLLINS CONTOUR MAP t I--__ _ i , r1� ' I ' t ' ' '', y �.. -'-1-' ,+, , -RAINFALL EROSION CONTROL{ PROPERTY LINE ' ' 1 1 '" 1 I ! j I POND 19 City of Fort Collins Colorado STRUCTURAL: j - CLASS 6 RIPRAP, 8 FT. LONG, 4 FT. WIDE APP OVAL W ,' ' 1 i , , _-� '' ' ' ' '1 1~' ' t Sediment Trop/Bosin ! „ 1 ,` �. , i I I I 12 THICK ON TYPE II BEDDING Inlet Filters I i ,' L.. `r' li ' t+I `.,! -F "i I, Straw Barriers I I I i ; APPR01/M W ,, ` , __r r _1- ...._ ._.< _.-. 1. ..-1 I�' t I Silt Fence Borriers ! U ,�', ` ` �, ; + ° Sand Bags ' i I I POND 25 - Director of ineeri� ate CI ASS 6 R1FkA' H 8 FT. LONG 4 FT. WIDE FORT COLLINS LOVELAND WATER DISTRICT ,1 Bore Soil Preparation I i i I I SOUTH FORT COLLINS SANITATION DISTRICT CHECKED BY: ! „ Contour Furrows I 12 THICK ON TYPE II BEDDING , ._ _• � � I ; I (rater do astewster Ut'lity Date Terracing Asphalt/Concrete Paving ,rr ,^ ,,' ,,-'•l ; ; v 1 , !, Other-Grovel Mulch ; ; I I POND 28 UTILITY PLAN APPROVAL C'1ECKE0 BY: � •Storn water unlit Date CLASS 6 RIPRAP, 6 FT. LONG, 4 FT. WIDE VEGETATIVE: j , N ,r 12" THICK ON TYPE II BEDDING APPROVED CHECKED BY: ' 3. y+ 5 MANAGER parka �C Recreation Date t , + ' +, Permanent Seed Planting g 4 Mul chin gr sealant DATE CHECKED BY: WIRE MESH 2 MIN. p � � Temporary Seed Plgntin I - I POND 39 SCALE 1'=100' 0.5 CLEAR BETWEEN Sod Installation g ' I CLASS 6 RIPRAP, 17.5 rT. LONG, 6 FT. WIDE _ W FENCE RESTRICTION DETAIL FLOWLINE OF SWALE AND Nettings/Mats/Blankets 12" THICK ON TYPE II BEDDING APPROVED Data r a• BOTTOM OF FENCE Other I I I I I / SYSTEMS ENG EER. a i� CHECKED BY: Z DATE 3-L'f- t.� (FOR SWALES #406,#407 (SIM.)) Date � -- N.T.S. 0 JBB�PM TJB SHEL I S �H�E: I DRAWN DESIGNED CHECKED Engineering Consultants RIDGEWOOD HILLS P.U.D. FIRST FILING DRAINAGE AND EROSION CONTROL - r� � 209 South Meldrum Street 2460 W. 26th Ave., Bldg. C. Suite 46C PLAN 54 7 FEB. 1995 014-047 �- ry I n C . Fort Collins, Colorado 80521 Denver, Colorado 80211 FORT COLLINS, C O L O R A D O NO. BY DATE REVISION DESCRIPTION APPROVED DATE PROJECT NO, 303 / 482-5922 303 / 458--5526 � 1476 Ga ,,owayno 5265 Ronald Reagan Blvd.,Suite 210 Johnstown,CO 80534 970.800.3300 AzGallowayUS.com 0 15 30 J SCALE:1"=30' '-- ------- \�C� LOT 1 - SOUTH COLLEGE ` �_ I----=--------------------- -_ / y - ---- � \O� �G'� STORAGE SUBDIVISION ------ - ------- - - - - - - - - - - - - (COMMERCIAL) 1---==__ ---------_-- - - - - - - - - - - - - - ------------------- -_ ,- f` LEGEND: - - - - - - - + - -_\ - - - - - -_ - '-' PROPOSED MAJOR CONTOUR 4835 p.` PROPOSED MINOR CONTOUR 7;-- / - ---, EXISTING MAJOR CONTOUR -------4535 ------- 77 _ EXISTING MINOR CONTOUR 36 EXISTING STORM SEWER COPYRIGHT THESE PLANS ARE AN INSTRUMENT OF SERVICE EXISTING MANHOLE O AND ARE THE PROPERTY OF GALLOWAY,AND MAY MARS ORI VE -- ' ------ __- NOT BE DUPLICATED,DISCLOSED,OR REPRODUCED \ r' 76' RIGHT OF WAY - - - - '- PROPOSED STORM SEWER WITHOUT THE WRITTEN CONSENT OF GALLOWAY. \ ' Z (ASPHALT) _ PROPOSED STORM INLET COPYRIGHTS AND INFRINGEMENTS WILL BE PROPERTY BOUNDARY ENFORCED AND PROSECUTED. PROPOSED LOTLINE - - -- --- ---_ -- EASEMENT LINE --- --------- 61 -- - -- -- 3J - ------- --- ------- --------- \' - _ _ - - - - - - - - - - - - - - - \ , \ B3 B3 - DRAINAGE SYMBOLS: \ / 39 - - ---- - - 9 61 _ ------ G _------ - - -- -------------- -- ---- --- -------- - - - _ _ -----__-` _.. \ / / - 0�68 aces \ 0.37 o.1a 5040 _ _ --- 040 - ----- - - - 5040 - \ 41 _ -5040- 4 BASIN ID 41 -------- Al \+ i Al ' � I i i ,/ / / /� 0.23 1.00 o n I / / / APARTMENT BUILDING --- / `� \ \ /' / r ( YEAR) o _ / i / / FFE=5041.75 A8 /`/_ A7 ip r ¢ MINOR 2 COEFFICIENT 0.45 acres BASIN AREA MAJOR(100YEAR) RUNOFF (ACRES) 1 \ \ Al -_- COEFFICIENT clo / - - \ 90 ages OUTLOT A '-- SOUTH COLLEGE STORAGE SUBDIVISION LLJ n '/, _ , DESIGN POINT �° REC. NO. 20170067828 ;'�.',', APARTMENT BUILDING------- - -,-' Q Al / � FEE=Se�z.�3-' - - - --- z - - - - ' V � qg / I I / / / � � �� ,____ �_ -_-;;___ _ _ __� �� _ MAJOR BASIN BOUNDARY(i.e.,C STORE) SUB-BASIN BOUNDARY(i.e.,RATIONAL METHOD) AlOVERLAND FLOW DIRECTION(I.E.,LANDSCAPING) i r DIRECT FLOW DIRECTION I.E.,PAVEMENT,CURB AND GUTTER) S A6 I I d \ I � / 0.81 � I / 1.0o acres o.n oas acres r 5040 71 0 0.89 / a ^ I 7 I 41 / TLU „ 41 I / r ' /ter _ A2 - Q;x l ? i/ ' / / ///r/ ,'tl 42 / � 0 CLUBHOUSE,- h �' r 1 r�� /�' LU FFE-5039.63 = T= - - - - - - - - f / V \ U CD / - - C„ \ A3 ' ''/7 - / - 505o w 46 A3 �� /- ' // ' 4 / CAUTION - NOTICE TO CONTRACTOR LL 1. ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS UNPLATTED-(VACANT) OS1 -- PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD # Date Issue I Description Init. LOCATION OF ALL UTILITIES,PUBLIC OR PRIVATE,WHETHER nn SHOWN ON THE PLANS OR NOT,PRIOR TO CONSTRUCTION. }0 �LJ REPORT ANY DISCREPANCIES TO THE ENGINEERED PRIOR TO 0 CONSTRUCTION. 2. WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, Know .what's below. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH Call before you dig. EXISTING UTILITY,EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. 3. CONTRACTOR RESPONSIBLE FOR AS-BUILT DRAWINGS, TESTS,REPORTS AND/OR ANY OTHER CERTIFICATES OR BASIN SUMMARY TABLE INFORMATION AS REQUIRED FORACCEPTANCEOFWORK FROM CITY,UTILITY DISTRICTS OR ANY OTHER GOVERNING AGENCY. 4. CONTRACTOR SHALL PROTECT ALL EXISTING SURVEY 2 10o Tributary Area tc 12-Year tc 1100-Year Q2 Q1oo MONUMENTATION.CONTRACTOR SHALL HAVE LICENSED SURVEYOR REPLACE ANY DAMAGED OR DISTURBED Sub-basin (acres) (min) (min) (cfs) (cfs) MONUMENTATIONAT THEIR COST. A 1 0.09 0.83 1.00 5.0 5.0 0.2 0.9 A2 0.39 0.71 0.89 5.0 5.0 0.8 3.4 A3 0.52 0.29 0.37 5.0 5.0 0.4 1.9 City of Fort Collins, Colorado ° A4 0.24 0.81 1.00 5.0 5.0 0.5 2.3 UTILITY PLAN APPROVAL A5 0.48 0.86 1.00 5.0 5.0 1.2 4.8 Project No: GNK000008 o A6 0.86 0.64 0.80 5.0 5.0 1.6 6.8 APPROVED: Drawn By: DBC A7 0.18 0.83 1.00 5.0 5.0 0.4 1.8 City Engineer Date ° A8 0.34 0.95 1.00 5.0 5.0 0.9 3.4 Checked By: JEP U A9 0.34 0.95 1 1.00 5.0 5.0 0.9 3.4 CHECKED BY: Date: 09.09.2020 - B1 0.14 0.37 0.46 5.0 5.0 0.2 0.7 Water & Wastewater Utility l t 132 0.20 0.30 0.38 5.0 5.0 0.2 0.7 DRAINAGE PLAN B3 0.01 0.62 0.78 5.0 5.0 0.0 0.1 CHECKED BY: Stormwater Utility Date A BASINS TO DETENTION 3.44 0.71 0.89 - - 7.0 28.8 CHECKED BY: parks & Recreation TO LID 2.84 0.79 0.98 - - 3.7 25.4 T�<<I E' B BASINS 0.35 0.34 0.43 - - 0.00 1.48 o TOTAL 3.79 0.68 0.85 - - 0.00 30.31 CHECKED BY: Traffic Engineer Date U E CHECKED BY: 3 Environmental Planner Date C800 8 LEGEND rJ IM 'r � - • , " 3 ' ` `'= r.if`�' r tr ` 0 300 600 ' - Cl:PROPOSED STORM `F4f ,i __ 4 - F �Y �f SCALE:,"=300 _ • s." SEWER SYSTEM BASIN BOUNDARY SKYWAY DRIVEAA � � - •� - � }f .-- � - - - w Lu Z { Q NORTH TRIBUTARY ST°�F # - yet w ° - F 131: FLOODPLAIN ' `I, DEVELOPMENT REGULATIONS _ - ° FFk �'�•., 132: INCREASED CAPACITY UNDER COLLEGE AVE M\OO�E TRIBUTARY all . • .tl Al:FLOODPLAIN DEVELOPMENT N REGULATIONS - r A _! : D �� LEMAY AVENUE DO z A2:OVERFLOW CHANNEL TO POND ! •may a CROSSING 363(RIPRAP LINED CHANNEL) r TRILBY ROAD TRILBY ROAD 08, Ilk{ D1: FLOODPLAIN REGULATIONS D2:CROWN RIDGE LANE PROVINCETOWNE E1:Ditch Crossing Structure w r, . �5 CULVERT IMPROVEMENTS DEVELOPMENT PROBLEM IDENTIFICATION W RICK DRIVE (1o"W X 3'H BOX CULVERT) D AREA LOCATIONS IMPROVEMENTS Q SOUTH TRIBUTARY E a A COLLEGE AVENUE APPROXIMATELY o " ` 600-FEET NORTH OF TRILBY ROA OPEN CHANNEL D ��r�rc IMPROVEMENT CROWN RIDGE LANE f a OCOLLEGE AVENUE 1,500-FEET NORTH OF TRILBY ROAD �, PIPE OUTEALL 0 COLLEGE AVENUE AT SKYWAY DRIVE -I SPILL FLOW TO PROVINCETOWNE DETENTION POND ODIMPROVEMENT ` LOUDEN DITCH CROSSING CULVERT r IMPROVEMENT PREPARED FOR: PREPARED BY: VERIFY SCALE � City p{ STONE CREEK BASIN DATE c. BAR IS ONE INCH s SELECTED PLAN IMPROVEMENTS SEPT 2018 ON ORIGINAL F DRAWINGS art Collins ][�C�O/ a IN FIGURE 0', Know .what's below. o No. DATE REVISIONS APPR. Call before you dig. ENGINEERING, INC. PROJECT NO:17-049-SCB 1-1 POND 363 I ` ' i' Location A; Co ege Avenue 600 ft North of Tri by Road . I i ADD OVERFLOW CHANNEL TO NORTH, ELIMINATE COLLEGE AVE OVERTOPPING o z 1 a Ile- RIPRAP LINED �NNEL, TYP. EXISTING GRADE ' 61 B"'o', PROPOSED COLLEGE AVE CORRIDOR PR SANITARY LINE I I a 1 .3' Ja'PROFOSFO L DRAINAGE tASFMENr ,J;, GRADE CONTROL STRUCTURE, TYP. t re I 0:8 27.0 II^Row OVERFLOW CHANNEL 26.5 01 oo=T8 CFS GII� 1 0' e, RIPRAP LINED ,- OVERFLOW EXISTING CHANNEL 24" RCP e EISINc oTTPOND 366 OUTLET ,All- INI 5025.19 FT NV-4925.19 Q 100 = 78—cfs S=5.0%, 600—LF a 3 Grade Control Structures, typ. N a + s E a 4 E Q E w w x N LL NORTH NOT FOR CONSTRUCTION 3 PREPARED FOR: PREPARED BY: STONE CREEK BASIN DATE m VERIFY SCALE City of '? BAR IS ONE INCH i^, J Collins `/�� 1 LOCATION A:OVERFLOW CHANNEL FROM POND 366 TO POND 363 SEPT 2018 ONO Fort Chins I I �CDRAWINGS /+Y�, SHEET e=1„ Know .what's below. \_�+ ENGINEERING INC. PROJECT NO:17-049-SCB 1 OF 1 _° No. DATE REVISIONS APPR. Call before youdlg. E - 0 o O I< T V 0 PROPOSED MH L INLET —(5.00' DIA) EX STA. 1+02_00 • STA. 2+18.00 FES-48" STA. 5+25.00 o+ C I_ RCP 0+00 2+00' 2,,o z.eo o s,ao 40To - 4u. NORTH 669-12-013 o 00 zoo = w 4° s o , o � X ss ' a+oo El \ ``, Know what's odOWL e you CC1 before you dig. 5045 5045 - W NOTES: 5040 5040 zcq m 1. UTILITY DEPTHS ARE ESTIMATED. POTHOLES 5035 m 5035 FINAL DESIGN.NEED BE OBTAINED PRIOR TO �a 5030 5030 5025 5025 �?0 0 5020 K m Z Z m 5020 5015 0 5015 a o oo� w N 5010 _+ 5010 — _ EXISTING a Z i — GROUND W o 5005 __ N co EE 5005 l 5000 u Uof as=Rc ® .are _ y 5000 4995 — 4995 - 4990 0 4r% _—__ 4990 4985 STORM SEWER WITH 4985 a PROPOSE 48' RCP z 4980 4980 o --- — 0 4975 — 4975 T 4970 4970 LL 4965 4965 0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+508+74 3 0 PREPARE PREPARED BY: m VERIFY SCALE City __ _ STONE CREEK BASIN DATE �? BAR IS ONE INCH r( (( SEPT 2018 ON ORIGINAL Fort Collins 11 c it LOCATION B: INCREASED CAPACITY UNDER COLLEGE AVENUE 3 DRAWINGS - -- - O�r. Knowwhafsbelow. PLAN AND PROFILE _ 8 No. DATE REVISIONS APPR. Call before you dig. ENGINEERING, INC. PROJECT NO:17-049-SCB 1 OF 1 CTLITIHOMPSON Founded April 24, 2024 Zocalo Community Development 455 Sherman Street, Suite 205 Denver, Colorado 80203 Attention: Kolby O'Herron Subject: Supplementary Groundwater Monitoring Core Spaces Fort Collins, Colorado CTLIT Project Number: FC10864-112 CTLIThompson, Inc. is performing a groundwater monitoring study at the above referenced project. This letter presents the most recent groundwater measurements from piezometers at the site. On June 19th through 26th, 2023, twelve borings were drilled at the locations shown on Figure 1 (TH-1 through TH-12) using solid-stem augers and a truck-mounted drill rig. The monitoring holes were fitted with temporary PVC piezometers to facilitate monthly groundwater measurements. Groundwater was measured relative to the existing ground surface by a representative from our firm. The table below summarizes our groundwater measurements to date. We appreciate the opportunity to work with you on this project. If you have any additional questions or concerns, please contact the undersigned. Sincerely, CTLITHOMPSON, INC. L)� r r ` 24.202A, Jesus Martinez R.B. "Chip" Leadbetter, III, PE Staff Geotechnical Technician Senior Engineer 400 North Link Lane I Fort Collins, Colorado 80524 Telephone: 970-206-9455 Fax: 970-206-9441 IM _ Nora �. 'EM�iijMr ,� �I Ads I rI� I IMF � �r�'I •�, ifs�j� ,■. �^ 1. Is o"/Ll II All .- c'M NCl) (O 4� X X Z XCi N CO N X X p X r c� N 't 00 rn N W W x ao N = N 0 N X r' r' N Cl) N W p M LO M 7 W X O O W O _ _ N O N N N N X pCV N N le N O rn OR W W W X to t— W 00 _ Z _ _ N ~ N 0 0 X N — 0 (N T C) N p rt rn LO M W X rn W Oo N c O M cr'i Z X p Z N N N N 0 X N 0 N CD T L M N rn 1- rn � Cl) W W x M p W R itO O N 0 0 X O N p� N C T Q� M m Lo r— m W W X O M W Oo N O 6j 4 06 = O O Cl) C� N Cl) N LO W N W W X v p N O OO 0 N 0 0 X - — — N M c0 r- W m X O coO � N W N N _ N aD ~ r 0 N 0 N X — — O— N N O LO W W W X LO Oo r*-� N r,� N T r-� Z Z Z X C6 O O cn N rn 6) W W W W W W (4 V i 0 o p Z Z Z Z Z Z N O rn Q)a O cn N LlJ W W W W W W W W O H N Z 1* Cl) Z Z Z Z Z Z Z N Z p Z 0 0 0 0 0 0 0 0 a= w N 0 CV oM I U2 cO 1r T T TO C ww z o LL F} O Z Z � H U �w- OQO aw a aw~ 00U College & Trilby Multi-Family Community Final Drainage Report APPENDIX F - MAPS 1 \ wz 1 1 \ l 1\ \ \ \ \ \ \ \ \ \ \ zw o � � � w � � � < < LL] zij Know what's below. J ,1, 00 � 0 `` 00 � w � � z � �- _ = mmLjm _JU � Call before you dig. Z = m m 0 m Z W D LU7- T 77mfi7'=mmm'(`Ar o � wC)LU Q 0 ~ o � � O cn = w CD ww LL 00 U I w o0 o L Uz0 -1 o oQ � � oao M16 I ' 1l l ' l I l l / / / / 5020 LLB Q Ln ory v o WEST TRILBY ROAD VICINITY MAP N SCALE: NITS LEGEND 8 1.33% J J I l l J / j / / / / /l /l /l r/l / ,/ // /i 1 / P) Q —6100— — EXISTING MAJOR CONTOUR c� O ' EXISTING INTERMEDIATE CONTOUR = o �100 PROPOSED MAJOR CONTOUR c 5005 �- i I PROPOSED INTERMEDIATE CONTOUR •' f + I I I 1 J - - I I I EXISTING STORM SEWER/RCP 04 LEGEND U / EFFECTIVE SWMM DRAINAGE T Q I I BASIN DIVIDE LINE o f CONVEYANCE ELEMENT Qr �. 1 • W I I I I -'\ - EX 48" RCP (WITH DIRECTION OF FLOW) LLI 1 I Z o I J I o ti W , PROPOSED SWMM DRAINAGE BASIN DIVIDE LINE TYPE R /NLET L363 S � CIP PROPOSED CONVEYANCE ELEMENT m O I I I I j I (WITH DIRECTION OF FLOW) \ 1 I I I I I 1 \ 4 I I I I I 6900 SUBBASIN I TYPE R /NLET L363 SF 1 1 1 I I I I I 1 1 I I Bsoo CIP SUBBASIN — I I I 1 I 1 I 1 1 1 1 1 I 1 1 L900 P CONVEYANCE ELEMENT-PIPE OWNER. - /y x 5058.14 FOOTHILLS GA TEWA Y INC I I 1 1 \ + 1 1 1 1 11 \ 1 ` \ 11 \ !s CIP PROPOSED CONVEYANCE ELEMENT-PIPE 1I 1 \ I I I I I 1 1 \ C� l/NPLA TIED r— —� \ 1 1 \ o o Ep 6 3 :,,. L363 P IL900 CONVEYANCE ELEMENT-SURFACE FLOW o 1 1 1 1 \ \ 5 1\ ` I I ` 11 1 1 \ o \ Lsoa s CIP PROPOSED CONVEYANCE ELEMENT-SURFACE FLOW z O \ \ \ \ \ \ \ P9oo Ot CONVEYANCE ELEMENT-ORIFICE > 1 \ ` \ \ \ \ \\\\ \\\\ \ \\ \ \ \ \ \ SDOS I I I• \ Psao of CIP PROPOSED CONVEYANCE ELEMENT-ORIFICE Z DETENTION POND O Ln \ x CIP PROPOSED DETENTION POND LO I I LO x x Q l \ \ \ \ \ \ \ \ \ \ \ \ \ J900 NODE 5010 I w W m pip m \ \ \` \ \\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ CIP PROPOSED NODE J J w 0 \ l \ \ \ \ \ \ \ \ \ Q Q �! I� \ \ \ \ \ \\ \ \ \ \ \\ \ \ \ \ 0 0 ~ w Y \ o�'i I 1 \ 1 \ \ \ \ \\ \ \ \ \ \ \ \ ! \ \ \ I a z I c� Q w r v \ \ \ o v \ FROM WILSON AND COMPANY CIP PROPOSED SWMM MODEL I \ \ \ \ \\ \ \ \ \ \ \ \ \ \\ \\ \ \ \ I\ U po W L366 SF4 ` L 66 L830 SF I \ \ \ ` '� \\ \ �\ \ \ \\ \\ \\ \\ \ \\ \\ \� \� \ \�\� �\ �� \� � ` J \ m z 50 25 0 50 100 � � Q ORIGINAL SCALE: 1" = 50' 830 I I \ \ \ \ \ \ \ \\ \ \ \ I I ~ p LLJ ENGINEER'S STATEMENT Q v I _\ \ \ \ \ \ I p REP ISI oQD F OF JR O \ \ NIP 0�1- I \ \ \ \ \ p 'mo o' p N I \ • \ �\ \ \ �= 37953 �. SHEET 14 OF 25 SEE SHEET 14 C OIJVn 11 Fssj'" FOR G, L ANAL JOB No. 39823.00 SEE SHEET 15 c� z Zm Nw s w o QQ 1 s, ~ Z Lv � =, = m0 � m � - � �I I \ \ \ �IQ oa d w0 �� 0LQ � O � z � }- CQ CD i \ 1� I I �` * � 1 \ \ \ I • I I o zCD II ►� I \\ New HE LLJ LJ ,O� II I _ - . z,• __ . ` j / i� , i J II /' \\ \\\\ � I I I I I g w ULZ o, n oJ910 I � >owQ co what's below. Uj o000o o � 0m00JCall before you dig. o w U -JNU cr Know�1 /\��--' \/-�.II-I.\_►�_��` �fI I 1I Y I\I-i I/�I_1`��Y*II\•1/iI J\� �!�,I I-��jIIII ,(1�)'��•QI\I I t 0`51 5 � •�h//„'S�—r��I /—II I"—I-�_.�-!-P -�_�\�. III II 1 '�I I II\I(1I 1I I.I I IIII I I II I-IIII II 1II I IIIII III I I II r(YII.i I cFRO MGO�aP661JPsa9sy999oWoo09oo0o000ou0G I000s0o0L�PF l f S OQN A�ND COOM P LJA VN� Y CIP �PR OP O SE D MM M O PD EL 0w JJ QCZTLLJz� �UU NU��ooz -rn � o Uj' w cn Ln 50 NJ- WEST TRILBY ROAD P36&51 •OCVOrif�e OUTLET VICINITY MA URANUS ST SCALE: NTS j 4U 366-EOS I 8 F J009 L366 SF2 LEGEND 40' IRRIGATION EASEMENT q —6100— EXISTING MAJOR CONTOUR Q REC. N0. 20180040080 91 25 0 9—SF�SKY/EW SOUTH, F/RST F/L/NG REC. NO 20180040079 EXISTING INTERMEDIATE CONTOUR BK 1680, PG 5726100 PROPOSED MAJOR CONTOUR I EX- 24 04 5� PROPOSED INTERMEDIATE CONTOUR R EXISTING STORM SEWER/RCP � B91 OD 0 919 P L9258 P �UL919 P2 LEGEND J919 2 919 \ EFFECTIVE SWMM DRAINAGE 9D J900B BASIN DIVIDE LINE CONVEYANCE ELEMENT (WITH DIRECTION OF FLOW) Ld L925D F2 L 5 P4 PROPOSED SWMM DRAINAGE L900B SF BASIN DIVIDE LINE L CIP PROPOSED CONVEYANCE ELEMENT J91OC J925D (WITH DIRECTION OF FLOW) 7 L 0C P SUBBASIN LOT 2, CIP SUBBASIN C.O.L. COLLEGE AND TRILLSY SUBDIVISION REC NO. 20050025365 N I CONVEYANCE ELEMENT-PIPE 20, DITCH AX3CORP CIP PROPOSED CONVEYANCE ELEMENT-PIPE CROSSING EASEMENT BOOK 2246, PAGE 1038 Jill 2246, PAGE 732 CONVEYANCE ELEMENT-SURFACE FLOW B91 CIP PROPOSED CONVEYANCE ELEMENT-SURFACE FLOW Z0 B910A CONVEYANCE ELEMENT-ORIFICE >� CIP PROPOSED CONVEYANCE ELEMENT ORIFICE OWNER. FOOTHILLS GA If Y INC "U DETENTION POND LOWNER CIP PROPOSED DETENTION POND I a x x II x xSOUTHGATE CHURCH INC FH zxxL925 NODE 92 CSF FIRST FREE WILL BAPTIST CIP PROPOSED NODE mUU0 �l� ' LLI 0 9006 w z wCHURCH P.D.P. A + I o0UREC NO 200JO08JO24 I Q v) Q C.O.L. COLLEGE AND TRILLBYSUSDIVISION 0o v REC NO. 20050025365 SF po Ld � Ld J925C 0P930 01 L925 P UQ 191 925B r L925 P1 50 25 0 50 100 llll� 0 ORIGINAL SCALE. 1 50, 925A O X L932 P 920C P w ENGINEER'S STATEMENT Q L932 P 020A L920 S PREP ISI F OF JR U E 0 920B � OO� N J920CT ♦ OOB P 37953 V O w o � � \ \ B920C - - \ �� J7%05 ••. SHEET 15 OF 25 1 .61111111111111m. I B920B _ C 0�� Fss/• F•� o... *. B920A I I I \ FOR G, L NA` JOB No. 39823.00 • ■ ` ` �, •_ ill, ; ` ,, • .• , r .. ` O �� " ®®®® . . . ■ ■ ■ — \ 7r , .u.iiY■ itlR III ■It■ // �� lis `� , • ■ ■ ■■ VA Ill . 111 -�I �•, . • - ■ in !_ ! I . Ir iai•ilull �� r ®� �� 1r arrig ,nrueu.Y! 1 E ''��` . i` \ ` ` ` • • • — — in 0 ` - � � � it jlllllllli'�i � \�;_� . ��11`� •' _N I, ,• '; � =;._*1� � 'r'IIIIIIIILl11 ��'° `��e��`\� 1 1 1 ��®� � � �� ■ ►III ��a., �1•� 1 r 1 . •. • .: • : . .. ,. � :�.Illlllllllr�, = I � ��!�• '.:IIII- � �' r - ��®® •II i ... , . : � Via- .'rimllll•nY111 I II •. • I.� i lw — _•an 1�1-.el ll11111•r■ - _ G) �� „ �� , , • e■ 1 mum Imiffil"1 � I �® r+llll �111111111111� � �� Irdi�Illllllu ��► ��® • �i�, . • ►�... ail Irl=l.illlllllll�� !- •�► o.•�,1�►��IIII I �® ` i ' � _ = �lC�lll .d � •�Illllllll:: i � IIIIIII • ��` ! LIB—. Y�_ r • 111��o I � �`�■u■oi r�ll.■■► , ` � • , E 11 �� — IIIIIII '• . • ' � —a= ii•'iioe r1 ( -. \.. \..\.\f � � r. ", i _ . � 1 1 ��IIIIIIIL_- I��.�1 I i •_�►I 1YjI 1 •�� Chum..1, rL'Z`'..r -, • ' I ' I 1 O . WI 1111I1iw ' ' ,/ • 1 : • •►�mi � ►nl ►I IIII � _ ,u i �I. ►�t�IIIIIIIA _ �_ - 1 1 _ • `�.� ii,rl, - - ■.--� I �1�'illllll!I�I Ir�..� - - ■, h p■ 11 Illy I��II� � ■■ 111 ■lu T ■'■ - — `•" � ._\� \ - !• - _ _ " � �iu ia!!n ! ��llll `I MII■11 ••! .ri.a � ■._r_ I l ' Ili, �r� I► • ::,IIIIIIIIIIn t� V 1 ®•.:..■..: r _ • 1 N��IIIIIIIlIi� �1�1�u11 � _.,, ..� _�.. 1�\\� ■1 I .. , � �► [��' ■ �.�Illl .- III 1 v4 i',e, . •. Iil��l�l'! '© illy■ !. _�i�� -- beau 11� II I�a1 III �il�im� �ii �► -`; ►� • .: 1 1 login Ifll=rru■ ■ ^ e e .nr! L _1—�1'� ��■� I Irma .I. ® '' ®® • �ti �` ��11��.►v u! 1111!:.�1 �I�� New1 � Ii► w1 �1�\_:a I i -�`�i1.1i F"M I. •I .II a1M'111 l� 1 • 1 • �� I y l;{j�j'! ��'�uliiiiullll� - �w�ri I .I �I�II .IA.I� 11 • I, I ® ®® _ �4 0..: I '!'i111111111141 11�i III y� �1►11►�a� I i IV rim I1111t,i � I �� Ili IIl.- ► - 1�11�„ �� _ir _ ill I • �� ■ -II 1 r !; / / ' • ®i 1'. 1 .. , _ ` •11'''1111111111I� 1 �^} I r �.� �111�� I I � !• Pup �.•. i�.1111111111!II Y�1 �I!. '��ilisp,FBI I'm � • -� n :_ic I • ` • �I■ !e n!leel,l. III_�_i • m Ir • � II�\ �� - -I 1 _ i� I ®� 1 • • 1,, ® ,® , I , • III�III� i �l ePi .- �a■. 1 "fir ■'• • • ®� • .■IIIIIIIIIIII; I v, �� : .. ► _' , • II - -.*. , i °� : ,1l;rlEl� �� • - • 1 ' IIIIIII I _. 1 _�� .• ®� ll�i�tLEI - I le:� . o I�Lt�' 1 :: 1 • 11'. : : I��I!!IOii�►I - �1 .11111111 �i - ,M . !. I,ti.•�, - �� . .: • 11' �� ,`i' �I � I� .� 1 II '�i•euu■o '1 I ��II �,�� " 111\'- =-u�r.il F _�_ ■i , I iiirllllllllh ��►�I .�h®=�I ��!� :: 1► •• 11', 11 : - 1 1 1 • ' i �1:' II IIII �,� `I — III I , III �� :. . �� , , 1 ® 1 11'. ®� I •. 1 1 I-I ♦ .1 � . I ' I /l rll lll�lllll�_. _-� i I r.. n� ■ � �� ` : II • ICI` i ,!! lii2i:!•:11 R f,�' ■ ® �\\ i :: 1 1 11• , • •rr .Art •► y�! II illlll:_+ -, � •. . ICI �a��l�� I . : :. , . : - �, / �� - - — . . I I R 11111' �1I I vJllllll_o /I�! �1 �� n i1► If1 _ �` PAN y� -- � �� ! COI �/ . ►�� .--.�\� .,�� -�� - ' -11 _ All r � �� '� ��r� ,G Co � — _—_ ,r Ind _ • 1 1 • p , �� 1 �/�®! 1.AI, • Sri 1. I� II • 1: :i •1 • '( IS 011r/I - l �� O� I Ir- 'IIII• � � - . • . •: � — ` \, ` ,�I\p;;� •�� 1 , �' '/1 m _ - ., � ,\ • '., .. ., . I I ' III I : : 1: - • — { .,\ • ',r• , ent I / ;- it ��, I�► ,,. I �a G_ Qi --- _ _ <—Qi i s. 91�I rtr�h�. �l ,v • NOW 1 _ a- ` �;--�-' � ::'ti Ali►riles .• f I il� i.,. .- .. . . .- : . ��!�!_ 'ice .■ -r ni!■4■nll �� - �I � ��'1�\I\/I—. --fir i 1� ■• I 1 i � I � • - R-' • 1 � \1\ �?',��clilis,i:�� I �� 'll�l�`: : ii ■ J�11 � A '��I�i � . 1 — �'/i2 ce. MOP ter, 2 N W-A j ``�= •' � liJic�irT1P ;aL+'aWltilhe • s��G�� .� _ ■ :• - - _ _ ,�I ./ �® 0 ma - � 1'JI_G -; li■ ► = ►`_ _ _`_- a � : • •_. _�_- ��I..� • • ♦ • • •• • _ 1� tlllu' - Vr - ' �� • � �i, l'l:oa err •t•■• •JI � ' C►7L::L:.'a , „ 1 . . ��LlLa_.l - �r�— - . _ \ 'ZQQFJ MINES! • _ — —_ 1 --■■ — �_,r , . �� - 1 _ -- _--- - - r��lll ��I� �Ir � -IT�. .. rr ,.� :� • ► • 1 • • : • �: , . 5+ 11 ram• ; , - ,- , _ • _ _�� _ - ,,, - ,- �,� - . �,,� ,,,;.. , �ll��► , . • F � R ; ._ - ', • ' - / - ' ' INFORMATIOO N ', , ' ; `� �� ®® IIII • - S' I• ■ r r III III =MAU IN - ••' � �3�� _� ! .-� � III = 1^-�i�/1♦r �� . LIM, LMILA:W_ MEN E o'00 SAENO MEMO[ I FA • WEWill . - i • • 001 _ mIST. � 1III/ ,,; Ili, ,<<, � � �! - � � ` � � � • � _ — _ • • — •• 1 FrA OEM � ,i mow': ■ -, � � � � ��,�..: ..� � � - = � • 1 1 � I I • �, w •. I I _ lipIlilr■�� . - � I ■�I�Illillll � , �� FM WE �. ■_III I■IIn11/11i , :� �.5� IWO, ,1� 1 , Sao.. .. MINION INN - Illll�llilrll� • �,• � ,- � m �' ' �I�a�l[� --r_ ►!. ��illl�alllll�l�_ �`�I ,�,:- ,� - - � 111„111 •III � � IrI+■�L1 I �� _1 r ► �; I i ., i�llllC_. � �11111111111� ,•��••�_._ _ iL WIN . • .. -�=1f = — _ ow,;II�IIII__._ ; �NI tI ■r �1111�Sa , I,IIIIII _ - II � 1 y��!l��r1� I �® lu,�i■11■•■dl� �II� ' �. ��■■■JJ � Itisms rllll►L. �i� ...■I.■I lit LbIIIII�� c � ■\■.,.1 � � , ■ ' �� Irllllu� '• 1► � 1ll',■.I, ' � I -- .�� .. , �� ' '� ■►�■®l1\■■�1\■\�■■1 1( - h � �' ,�C 1 II. ,I�J III!11 I■IU�CI �I�� f��1��1► � •,\.■■■,�,■■,��"1 1 �II►I�►_�._ Wjr onai 1'I� / 11 Jim Iwo . / ,�• 'II- II� rillllil�� lye -•• ® ' • �• . s, ,III► � ■� ��, �..IIU illiliiili✓r■ 1� I•-- � I '�• I� , �'�'��s��l3C� m 'i � ,ate '� �• - �l�f,�l[, 1 1111\IIII� -II` `�I■I►�► •Ilr�l�� `I . I vl■w NOW- MEW Mons IIInow 0 , ►�� II I —�� I I� �; � ,,i I� ■I�C�Illlllrr�� _. �� I 111..�,1. � ,. � �: � . �� _ �� . ,.. , . ■� yak ��I��_.__ � . - I_. III • • • •• AN / I 111..;-1.:.�■� I • ��11■�► I �►��, • I f, �� •I � �!�I I - 11 � I I • {I / .. I ■1�1 Will Elm!! • �I I�, . , ., ► - ,n, I __J _.� n _ _._ICI � '� all► I�1��`• . �, � _� � .. �. � � .. SW01111111tv �!� 1■I■I■ � _� � �` 1 �� .-�V • �;�=a i��I , . -- �I .i i !11 �>w•�� , CIS � � i � - . VIA, , .��lip '1� '� �I�� i� .r hUL �� INFORMATION ONLY ■ • / . III 1 �� • �'J� • ,r ,I,�_�1'•NIY■■ , 1 Wd •._,1�, n p � Pall ►1a ■ ��rllll 1 ail _ ■ �► --�� I 1 _ � fi�ll�lllll��►.� � I I� . ��. _ Iti�l� �1 � _ _ IS • �■.V � 1 I! �, r •■I II ;_��1-� 1 ' Wit= � - , I GPI � ' • • • • II —D ■► • � ,■Iiill �, ►J ____ _ ■._ 1�� • Ili = _ I'. G t � I llii!IIIi!IG!� Il��,�� • I1� � \ �� , I1��_� II ' I � -/� 1 � i � - ' � ' / , �i��, 1 r r�r` • ■II � ,�� _, � II�IIIIIII_��7 Ili, � = I' Iw■ ,, 1.1■ • : ..'. �IL�, � -_ �- i-►�� '��,� • ' �I.�. Ili � = � 1 1'•II� � � ��1� \ I, � Ili - - �. _ 11 " ` i� ''_ I � Q , � r I �i1►.� �� III 1 ��1..1 � = � = = _ = e w mom_ _ • • �iiiiiiiiiii�l� i I (�+ ,. i ��►i�\�N �: _ - � � i � I ' 1 � __ � __ __ __ _ � .. • I 1` - - - -• - - - %�� I • � �_ �_ _ _ - - - • • .. • � I • , . V.1 I■ � I■.►. �'■� 1� Ionic �1—I � ilili.■.. I . _ _ _ _—y IIIIIIIIw� fir _ � _ . . � _ �1 � _. .it•--+ter.. �1 ■ • I I n,•J rI ■III 11� �� iar •� ._.,�� ■ i�Gl �� . • . ® �— .• II I, :.11� m . -ter , —r n � 1 �• ;,. � Id, .'�� - �� _ - I \ pal inam ESE ■ �► �i`- .� E� 1 is .. _ ZAVW I / • • ION IVA rI • �. - • • • . MINION■■ 1 IS ToOft- IF • .`ill- ��I N • • . I 1 I Illl�i 1 � � �� .nn.n -ni= • '� _ � � _ rj -'��11�11 non=u�u n�,=uu n. Iru=11=11�n- � II - Imo- �., .__.��•J �Fililii�llil.��liiilllllll.■Illilill■. II III �� / �� •�� r■ phi �• •• � �� '1. _ ��.i -� � s-_ q`��©lam �� / - ' • dry 3 i • ••'. r J"•iwi •�ry: �: • Z • ° •' - =c_+ - i�iiii.•room!i/ ��i`��i/�/ss.� �i�ts� �is�iii _ _ _ / 1• E__= ' ' • • •' � ' - - - -�- _�• �_ i 1 ON ►\.- �• 131 • Me m- _ _ _ - - = • • = INFORMATION _ U\.JUIbb%� 6.287zwwotw- 179, 6 3% I / �ii�� i . E6 IIIII-III \ II I IIIII • ` \ L1IIII1II1II1I ® w �»a �w; �E =IACT U - � z ~ w \CT R ' TRA P366 V F- Ld � m��Q 0 m180TTFo T h° < \ IIII ,,� / < 000 81 _ JLi J F- 0 x I I = MM0Mz �zN- T � --/ / � l � o i � I l � , ~ � z RgCTQ I III o / I IIII IIIII I I I I I o zw 4a ,III � � 438q � � s - %y/� I I � III I � I w \ O � �,► 2.319 / III / ' / s°ems 0.38 7% Ly/ �i III I � � = w � -�C� � - - - \ / IW - - I ow U' o mw 2a 3 w w O F--o J uO o 7 TRA J QO c� Q T 1 d 0.29 76% J P , e �►s � I I � � / 77 aw 6.2 - - - - so�o I / v0 I \ w N � � Nr�j / oq � I II i 0 o 1.1 • STELLAR_ DRIVE I / 1� 6910D II S I �II� '� = w U 0 D2 0.46 90% I Ulf \\ L z 2% Co _ - L d 0.50 68% � Ln ^T / —WEST TRILBY ROAD m O I / I 0.75 %/ I �1► ;I } A/C 5040 0 /8 I � 9006� I ) •II KEY MAP 50 25 0 50 100 SCALE: NTS 0.56 00 P367 ORIGINAL SCALE: 1 50, (� rnI � F= / P 19.80% 2 I I OWNER. AX3 CORD � 2LEGEND 7 R T ' LOT 2 o `C.O. CEGE AND T /LBY SUBDIVISION oREC. NO 20050025365 100 EXISTING MAJOR CONTOUR TRACT 0 $;kA EXISTING INTERMEDIATE CONTOUR III 70 I 6100 PROPOSED MAJOR CONTOUR A6 / B1 I I \ / �i� I - IIIII / III II / \ 111 II I 047 / 0.6376% 73 I II \ PROPOSED INTERMEDIATE CO NTOUR CD>9 EXISTING STORM SEWER/RCPI\ 75 91OA I B910C 3 , to _ 1 - - - - I • PROPOSED STORM SEWER/RCP U I I I \ 1 _ _ ti c� PROPOSED SWALE IIII I II I I \ I I L\ \\ \ A BASIN ID } I $3 / TRACT I I I I III I I II I \ � A: BASIN DESIGNATION \ I ,= / I I / \ I L-� \ B C B: AREA (AC) 84 C: % IMPERVIOUS I - - tiQ I III � III I I \ II ►I � 1 1 ILI T IL IIII I \\ IIII I II DRAINAGE II l w( \ ( l � DISCHARGE oTRACT� L DESIGN POINT !ACT N PROPOSED FLOW DIRECTION m'ACT M SOUTHGA TE CHURCH INCOWNER.-� BASIN DRAINAGE AREA I I LOT 1, I I I r 1 1 0 I I C.O.L. COL LEGE AND TRILBY SUBDIVISION \ \ \ I 18.35% I REC. NO. 20050025365 8 5 \I 85 \ 86 87 I \ `- - I --- ,- / NOTE: I REFER TO DRAINAGE REPORT AND SWMM MAP IN APPENDIX F \ / �\ I #,� TRACT I FOR ADDITIONAL INFORMATION ON OFFSITE BASINS \ � / \ \ / � / r -_ osi 0.74 82% 5045.08 - W-02 \ �s� \ O — — — 01 - �- --,- 2.69%T C E 21966\ I \ \\ j -� 1.12% w -� - R. w s" w WEST TRILBY ROAD - - - ,� - - - - - - - - -- -- - - - E --- -� E - - 1.42%- - __ 920C _ - 1-_ W 770A EAST TRILBY ROAD / o - - - - - - - -- ---- - - __ _ _ _ — —�— —— — —— — —— e ----- ----w-----w-- / z y-w— v w 1——w—_ -1--— _ � - --w-----w- -- w----- ----w-7---w-- --w-----w----- 1.71 66% I 0.7 00 w--- w---- w---- _ / molml 9206 I 0. 2 - = _ IA TTED UNPLA TTED - - �5040 -- OWNER. N I C f S OWNER: I m m WINC LL C ' GREG ✓ & TIFFANY B BROWN - I �` w w r >• I Q Q w o m o 770E ao Q y - 00 we , I , "� 11.52 89% ' I I = > 5045 I I V 5045 ,� 0 I v I W '�• I J J Q co J CL ' I I 0 U LLB o � co od Q ift An o z m Q ENGINEER'S STATEMENT / I PREPARED UNDER My DIRECT SUPER ISION AND 0 JR E O� C�•Q� N,��4 LJ\"J W IJVIJ AA ;� PE53399 (�� /J � aTE ..��. G� SHEET 25 OF 83 ' C O IJ�J LJ S/ONAL FOR G, LLC JOB NO. 3979303 z w T I 3 co �E ao ,0 1 lJ l I � I W w �LOT 72, QQL ck o n � KYLEP & TW/LA > wLLJz � L' r - `✓ l) �/ j/ \I I ( ✓ CLAUSE � w = = mo Qm F- a wQ / I ® a cn > a- - > L� Q � l 1 � W � _ / _- I a- LLJQ_ / ) / f / Z � QQQQO �Q I URA NUS S7 N LOT 71 I 1.62 38% I I z EILEEN C & I / I O W IJ DANNYL / I � wLn � o-WALKER r / / z Nm0 w '� N w� -w o w� \ II / ` • w LL p - °O � o �° I I _ o < Lnom — CD Q z J a N > I, LOT 70, II I TRACT A = Q p Q O U 00 GREGOR Y L TA YL OR I ' " " ' O tr O DRAINAGE & / `� o N j O LANDSCAPE ESMT / (= wQO / Ln I ` /° a `I I\ J /, l I I / \ _ ` / ( rl LOT 69, _ LA URA / i / /� l WEST TRILBY ROAD m RODRIGUEZ j - I - I / h / / J I \ \ � \ 1 I f I / . I I I► li // ► / / O KEY MAP (� � I I i J 1 (✓� \ \ I I I \ I (/ )��I/�/��/' //� / I A� T SCALE: NTS -^ _1.90 16% / I • �r• r r l/ r \ \ I lliil li�l a, 84 r ��/�l% lll l / l 1 � I II I / N / � -� ( \ 1 > 1.7 45% �/ 1 �R I I IIII � ` s✓, � � / / � � � � � ��'/ �%-I li►►I � i I� 1 / LEGEND o � 1 / LOT 68, � \ I I I I I o ( DUSTIN J & IIIII I I I-rl + 1 , I / SARA A BERRY IIII 111 I I i I I III / / 5 6100 EXISTING MAJOR CONTOUR Q U � i II 1 I � I II \� ) \ \ \ i/ l f J /)�II 1 III TRACT A I I I I I EXISTING INTERMEDIATE CONTOUR I Ql/ ) I_ � �\ \ \ `� \\III 1 ► I L DRAINAGE & I I I I / 9 ,- I 6100- PROPOSED MAJOR CONTOUR \\\ \ ` 611) LANDSCAPE I I I I / i _ - — �- rn /�—� — ter �, �/ �� /��' , f�� J 1 1 \` �� o\ \ \\�\ \\ \ESMT I I I I / / 5 CD C \ PROPOSED INTERMEDIATE CONTOUR ¢ I 1 I I I I ( / 0 EXISTING STORM SEWER/RCP _75 ? / i / 5070/// > 0 i / J / \ 1 \ ` \\\ \\ l I I I I • PROPOSED STORM SEWER RCP U I 5 \ l ( 1 �\ \ C \ I 5 / � � \\ ®\� o T I ' III \ \ \ \�\ \�`�\\\� r1 1\ 1 S ` ) l \ n� \ \\\`cr\� �� I I I I PROPOSED SWALE U LL BASIN ID A: BASIN DESIGNATION 11 III 11 ( ) — l 1 I\1 ) ✓� / I 1 i\\ \ I� I\ \ \ \ I I B C B: AREA Ac C: % IMPERVIOUS \ \ \ 11 IIII I I I Ld -� \ 4\ \I \\\\ \ I I I DRAINAGE DISCHARGE o DESIGN POINT r' I \ \ I I ` I I I I \ PROPOSED FLOW DIRECTION m i BASIN DRAINAGE AREA j l I I .r //,�/„ J III \\ I - 84 \ \ 1 \ 11I / 4.7131% // ' I / \ I J ' C ,� \ 1.7 45% OWNER. ,n, \ I I I I , �_ - /�/ ) 1 \\ ;\I \ i 5�• FOOTHILLS GA TEWA Y INC I � �i" / / /� r✓ IIII \ - lI I . FIRST FREE WILL BAPTIST f 5075 -� I 1 \ / I J /l / CHURCH P.D.P. I III I \ \\ REC. NO. 200JO08JO24 TRACT A \ 11 \ \ � J �/ \ � •� .-� l / / ) � � �J �J �/ �' / / I 1 � l/�/ll If l/ /� l , \/ 10 � � � �, >• � � / I I .� � f / 1 /5010, 0 T P930 50 25 0 50 100 / 1 I I / / J / / / (_ \\�\\\LL \ - - how I�o� ORIGINAL SCALE: 1 = 50' > \ \ ( \ �/ � Ld 5065 ��\\\\so6o I I \ ---- E —E -- -- —17 6 �o ��— I / / --- / / /� — /� �S� i— - - / IR '� �� — — 1 �� —�- � ' -� l _ N x5070.25 \\ ��,\ �� / / � � - _ � �— —3,> - - \ l ( I — 2.03 48% x'5056.00 -` so - L0 Q \ LL fJ�.�Ji/ � J � J („ W ` 3" W �� — �_ \ --S— — --- —S— — S— _w --�3" w---�- ��3 ov—� —� , _ _ 1 V1/ES T TRIG B �' RO% D —_—s—_— —_ s--_--�- __�_—`—�- -- — — __ __ WEST TRILE NOTE. N s" w __ - -- __ —-- _ -- - - --W_. REFER TO DRAINAGE REPORT AND SWMM MAP IN APPENDIX F 3 w ----s-- s-�---s �--s-o--- ---�-s\- - `s- - -ss E 1-S - .. - ----w- -- �w w-_ w-- -W= E A --- _ W-----W----_-w -- t >- m s--- -s -----s ----- s- \ E �_-- -_-�- -w-----w �_�` ----- 7 --✓--- -,;Z �_ l- �J-/�`_ _ _ FOR ADDITIONAL INFORMATION ON OFFSITE BASINS bi w m -- Ld W W----- -W- ---- -----W----f W-- T-W-� -- -- W--�--- �, --- --- - W- / X _T'�I� �- J �1� — �\= �� _^ ��✓ / / - ` Q Q —— OS4 wr W W _ m ----- --� w-----w-----w----- l f ( Y , 5067.66 / / ~ i \ t I Q z Y o EX. ON-GRADE INLET / / f I - W z 0.4091% / x� OS3 s / �� . i C�� \� �� \ �\� I I Q w _J - 5076_45- - - C \ ` ( ( �� UNPLATTED `\\ _ > v> c3, x 5081.26 - o u� \ pro w o = 0.3272% 1 \ � l \ \ \ \ OWNER. o 0 920A � \ \� GREGC�YJ & T/FFANYJBROWN 1� �\ �o �-- ` �_ 1 ^ \ \ \ h W `\ \ \` -� , ^J>\\ z \\ \ \ ` \� \ \ \ _ W Q IIFLI f I L / \ \ \ I 11 \ \ \ \ \ \ \ \ter J I II II I \ � \ \ \ \ \ \ \ \ \ \ \ J I II LI r( � i \�� 1 I I \ ` \ ` \ \ \ \ \ ��- \\ ,.\ \ I \I O a_ LLJI , III \ �,�_\ 111 ,� 11 _ \ I \ � t � Q \ \ ,0 m Q 1-4 �/ \\ ENGINEERS STATEMENT PREPARED ISION AND 0 o00 Jr VA \ 9 PE53399 z. _ 1. •— \ \ \ \� \ �1 I� IIII /� � I \ \ � \ \ \ \ \ \ \ � `� � \ \ \ � � \ � � �LJ\"J L� �W IJVIJ/s,\��O LJ\"J ' �' I \ \ \ \ \ I \ \ \ 1 l \ \ �o ' TE SHEET 26 OF 83 / 11 C / E FOR G, LLC JOB No. 3979303 ONSITE BASIN LENGTHS m SWMM MAP COLLEGE & TRILBY MULTI - FAMILY COMMUNITY I LEGEND I CONVEYANCE ELEMENT (WITH DIRECTION OF FLOW) � I I II II I CIP SWMM DRAINAGE BASIN DIVIDE LINE II IION CIP PROPOSED CONVEYANCE ELEMENT (WITH DIRECTION OF FLOW) I I I D D I I I IIII I I I 1 B900 SUBBASIN CIP SUBBASIN ' I L900 P CONVEYANCE ELEMENT- PIPE I I I II 7T_ I [L�O P CIP PROPOSED CONVEYANCE ELEMENT- PIPE 0 r� I Lsoo s CONVEYANCE ELEMENT-SURFACE FLOW I I I II L9oo sF CIP PROPOSED CONVEYANCE ELEMENT-SURFACE FLOW I I' L— J- il / os6 Psoo 01 CONVEYANCE ELEMENT-ORIFICE CIP PROPOSED CONVEYANCE ELEMENT-ORIFICE I 1' I I BASIN CT-4 1' �• P900 DETENTION POND \ CONCENTRATE FLOW PATH 4353.3 LF CIP PROPOSED DETENTION POND i BASIN CT-1 P363_WEIR Lab SF2 J900 NODE I \ II I C CONCENTRATE FLOW PATH `1 - I"`"°� J364 - 587.8 LF CIP PROPOSED NODE P363 � ►' III 1 I OT-4 I J36 �� I I I II I I L363_P J362 B830 JR MODIFIED BASIN / P363_0 TFALL B I I d L�2 P P366 JR PROPOSED DETENTION/WQ POND F if Ft LTRF JR PROPOSED CONVEYANCE ELEMENT-ORIFICE II J J CT-1 JR PROPOSED NODE I I I I I _ - L828_P I +/ I II "■ ` JR MODIFIED SWMM DRAINAGE II I I I BASIN DIVIDE LINE I \ II ►� JR PROPOSED RATING CURVE J82 L829 JR PROPOSED CONVEYANCE ELEMENT J828 I I a (WITH DIRECTION OF FLOW) I — I BASIN CT-3 I I I II I CONCENTRATE FLOW PATH JR PROPOSED BASIN LENGTH C 338.7 LF 1 1 II + OFF I I II os5 NL OF, I I I I I I II — ' IJF I - P366 OVERFLOW_CHANNEL Q L840_SF L840_SF_OVERFLOW IC 7x f Ln II o 910In I II _ � - - - I I IP366_WOCV_OUTL I I y a It P366_WEI • J840 I I CT-2 / P366 I J909 L366 SF2 L i L925 - r x j o BASIN CT-2 / I J / 13910D CONCENTRATE FLOW PATH 307.4 LF I F P x � J910D J M L P 4 V. _?25TI s= L L906 st I �� ' �� J908 I I P367 I ` L367 SF L919_S 2 B910C II � 1 I D 0 D B9 II, - 6900 — — — L925C-SF I P930 02 I III -900 P P930 Lees s=1 . A I II I OD fir` - 1 L930 SIP II L22: � I �` �-L900A SF _ I - L_TRILBY-FRONTAGE J900A OSl 1- � � �1 WEST TRILBY _ 900 L920A F_ �` — --_ - L932 P L J L820B P _- LJLUI, P - � - L770A P � 1919 1 - 1 I E3 I/ � - J L700B 920C P L700B 51 ' 100 50 0 100 200 920 J7 920 920 / I ' ORIGINAL SCALE: 1" = 100' illillillillillllllllllllllllliiiiiiiiiiiiiios I 1 1 ONSITE BASIN LENGTHS - SWMM MAP COLLEGE & TRILBY MULTI-FAMILY COMMUNITY JOB NO. 39823.00 12-11 -2024 SHEET 1 OF 1 J-R ENGINEERING A Westrian Company Centennial 303-740-9393 • Colorado Springs 719-593-2593 Fort Collins 970-491-9888 • wwwjrengineering.com - i �� * ► 4 Ilk J Aral, low 410 — • 1 410 L • ' AN • a» m , � r • IN ■1 II �I iiin�r - , . � i11■IIII� \ m � -- \ VN Nil ♦ •. �,. - I I 1 �` i I � ■11 \ i�� ■ .�1�� .�I .!� III: y —* �'� _ ■� •,■■■■■■■■■■lam, ■II�_ I I I w1 •,■■■■■■■■■■■■: ' 1110101111 �■■■■■■■■■■■■, Eon If h� I NM li . MOM HOW SM! iWj a, ��n �� ;� , -- ��■--f i��'1''��1 _ Ili • --i1��1 111= ■■1 a� ■- ■ • ■i • i �� ■�� L� _. - �I Lam■ - .,�i `fin � �f� '��i� ��■��1�\�� 1 ■ .— `fir'„ •� >� « .. Jtl ME ...J �► fl ." IN 1zz �. � 1FM Xy _lank 'law AV Afto I � RAW . i :• I NNN MAI �, � _ „�■�i � � it� . - - --.-. . . �I II= IIIIIII I■ � �_■ `` III /r�iii� O � ••• • • ii i ■n 1III II I i I • iy • ► _- - -\mom •.• . • •- LW mw FAM lrr� F 1 NN ZIP ® s f • w y l I� , i i ■ r . . TRILBY / COLLEGE EX- DRAINAGE EXHIBT -, ti x ft I + , DRAINAGE PAN #2 BRINGS RUNOFF CITY SWMM MODEL HAS THIS AREA 'x 'u � L III + DRAINAGE PAN #1 BRINGS RUNOFF _ ��!—�--"--Uo�N�u•—�a�'r'I�UeI �vn"��`n�Co n�H°CA�j.c�zn�''��'��`5/'a t';o��m=��m$5fI Iu,�r�I'S;N''J s,��'.�•.JS.-,�I i�I41,I..�=�1I�II.III I i IIII Iz.IiiI I III�II II IIIII�I IIIII I Il1 III1III Il��IC lIIIy I II I 11i II�I1 III I I IIII I I IIII IC ItII1 I I I II I,II I,►IIIIIII I I�I III I"I I T I�nI0 I�II IU I,}I I I II�IiI�lII lI I I,T wS Q�I.II-L�I�l m�oI-I o i°�_I II�I I'IIII II t I I_Ii I:3_I�O�I';'-II�I I_,�,�III:I f-�I_�1I I_\Ir-I�,I II�—�I I—1kII,—•,�u°�I4m�2,—'——�\_aI ti°o�N°a--�—.M—u,��---am==,��+�——:��p+—--a�WNgmm'"2ro_—i,Loh—s�S�og myti—o'—^—��^—�a2°M��n\o a°——f I_�z^or�IuIi�orvzyn'11l 22—�w_�2��°r 22'--yi,—`tiOe��u�——2o�II I^��n�uu'M3�2�y�i—,—iI—II—II--o—o——�/rzr i--�--r-,gtiroM—c l�—m3ti�a�R—`f�i-�°�°m��`�c�oI`s5'' �\- F C RJ—OrM—�—�O—F/—I FS/I T-n--EsyM. O--qN- T_O\—�—a22��0--mya�g2 SITE ITE O— F)RO—M CIIIIUL—--/DE—--S--�/AL l—_C/—--O—O---/NH°J TO °�—S—I nTE- _—G—f—!—OM_-y�—I—�n NG Ol/F F--/-�/-/S—I(—Tv—�E< '4 JR SWMM MODEL HAS A 11.79 ACRE JR SWMM MODEL HAS A 7.82 ACRE TRIBUTARY AREA IIILI) TRIBUTARY AREA POND OU 50580_ UI , as rO I GOES OFFSITE TO THE NW cO o —M EX SWALE DITCH ———--yyi---- �_--\— /� / �ov o��A�vv�5p— —�—J --yg -0 -Z— — 5056.46 ———— INT bob ————— ———I —j� 050� 5050o 5 64 SOLAR C 5045 6420 SOLAR CT 6404 SOLAR CT 2o��a—�MJ�-•;oS°Ml_�n r Juuw°a°—oczl/i�ib� - 6�}._ 4 2J'11 �I0 Si. O^- _A-- _y- _+ At� R'- _t- 4-f-L-t`COURT OU RT r�o5 ramp 3 L-5040 -77 N 8.45 0. Tpg4p03p _ AC5 A o 40 I h � 501 6404 SOLAR COURT� I � I 2b� /cjUI I I nnnk 1 - - - -I— I 3 ----- 3——— ——— c cz M — — — — — M M � 6400 SOLAR COURT 4.00' - 100 50 0 100 200 Lq ORIGINAL SCALE: 1" 100' Q: 51.52 CFS DEPTH: 1.66 FT __-,— SITE EXHIBIT VELOCITY: 8.09 FT/s SLOPEa0.45% I DEEP CONCRETE COLLEGE AND TRILBY LINED PAN JOB N0. 3979303 EX—CONCRETE PAN AA —CROSS SEC-nON 4/29/2024 DRAINAGEPAN #1 N.T.S - SEE LNK L840_SF IN SWMM SHEET 1 0F 1 DRAINAGE PAN 2 - , , ,n •`. �1:tIp� d J-R ENGWEERENIG A Westrian Company Centennial 303-740-9393 • Colorado Springs 719-593-2593 Fort Collins 970-491-9888 • wwwjrengineering.com College & Trilby Multi-Family Community Final Drainage Report APPENDIX G -LID EXHIBIT I III I 1 1 I I /�� LID Treatment Summary Table wzTre ! I Io = Q z 0, U atment ID Total Drainage area (Ac.) Impervious Area Ac.) Percentage %/�\ � w^I Q - SofE -0 ADS Storm Tech Isolator Rows Chambers 24.68 13.41 w � wN = z _jOWNER. \ � II wHAZEL SELF STORAGE OnSite Water QualitY . . Ofww/I lI III / jI / � ~ mz~oQ Ld 0-1 0O / °OWNER. Onsite Im ery ious Area Graff Buffers ( P363 and Channel) 7.01 0.81 4.76% GOODWIN KNIGHT LLC II\\� I voQo7 � w�LOT 1, West Overflow Swale +Walk 0.65 0.19 1.11/ 0 wO � ot 1M SOUTH COLLEGE STORAGE 7.2 10% Cn > w W >Www NO. 20170067828 On-Site Total Newly Developed Imperious Area Treated LLJ0zz0 AOUTLOT A, ts below. SOUTH COLLEGE STORAGE I Know wha cc _ WWWWWJ (nH REC �O 2017006 828 On-Site Total Newly Developed Impervious Treated by LID -- zQN J J_1i;I W/'//.�JNS�N/`f/I�s J/�,IacE�1I I�/�II II,II•'II I IIR I-II I�I II\I��III_ICI I I`I.I II I`/�II��`\\/I��/U-�/II)JI�I�I IiI Ic1'I I 1 I1I I III I�I IIo�I I I�I I\I fII(/I 1II II I I IIIIII II III I II III I!I1I I)I III III III II I III�II►I��11 I,III I III I�I II I I�I I II I,�II I I I!I I-I�I cI�I IIIIII I�I I I I\I II II�I�I I I II 1II II!�III'►I;I 1I6oIYI II�,I II I IIRIi I II II I�II�II I I I�o I�I�I\I I I,I I II I III II II I�I iI I 5R��t0 II'I II I I II aI I�I E0—-I I I�II��. -_-/`�C�1 .A1T'l E)_N I L '__CI 1-�.�o�—-a_�� 1.1r i��I�4--52m_-I�I 0--�%-_-----_-_---4L\�-1\\\—-\�_3��o\\5�1 0��.-3�\3 16\%\-4C-s�__0-_-�-ue�o`�3 o\�I_-QZ'-I T�I3I•iI.I�I I'I0II--I—_I-�—I—�\I�__l I-_-,F—I�—�—__Vst�I��\%�——I �\\,—�I ,\"o��\�,-I\�L\/a I\`I/��J 1\�,�Cf t�►/N A�/Q`.\-2\\/`�1 0\.\I 1I�\�110\,�%I\'I II\I —/t"II,/I I, - I`I I�I//\�//S/III I�\I//I I\o-/_II��o--�l\'I I�IIo/o III I♦I I�1 rJ\�/i`oN�\�n,1i 1�`/-\\Io\I I\I I I 10 I---_5�\_0 i_./,s__-o—�—o F�//_�N�./�s-�-Co`1�o\.-�n2M/I__0 I F A-31 I�2�/%\II I _I�I 1�II'II I III tIII II I�III III,I 0I IIIl I I/I I I►/II�II/III,III��,I IJ-\I/�I/I�I;I II JI`II h j I ��h1IIIIIIIIII1IIIIII /IIIII1II I1/lIII I,II I II I/III�IIII1 I I I II 11�I I I I�I�III IIIII jI�II1�IIIIj II IIW.II I II II j�III�I IIIII II IIIIq III II I III I'IIII OIII IIII�III I�lI�I I II II I�II1 III I II I I_//S I0 v��I I I6I�I/I�Ii I��//-I►/I I/II,/II II III III 1 I I IIII�II IIII1III�II III 1��)1��-�iIjf iJ-Ii1�i II�II I�I�II�II1�I 11II II 1 1I�IlIIi II1II I1 I11 I II1I 1I I I`III 7III II IIII1�I`IIII IIII 1 I I IIII y\I III�1 �I �III II\1 llt\l \ ( \,- \ �o � II I `I 79.27/ Cal �I before efore you dig. I iI 1-JI I I Q I I� ` � I F o�zc�z�un17 1 MWoo z z =I/a-c�Nao_l c.y�QZ�0 , � _zm z vaQ,aocw�oJwh � rn_ � o HIGH POINT (WILL CONNECT TO MARS DRIVE BY OTHERS) � 1___ Q Q Q Q 0 w Q o Offsite Area treated by Water Quality Pond P366 14.29 8.65 \ s�U/H cuLL�c� s/uKH��,0 C)REC. NO. 20170067828 Lin o w 0.18 66% \ Oz L- CLD 04 w Q 0(D �- 00.7238% OWNER O O � co0cr Dr0,C . v _j 0 JV) O0THILLS tl� of o Ld Q _j EWA Y INC o Q = U zo QO � � o00 o 0- N A I ILL) o � o 0 6 1486 E 740 � Q SMALL PORTION OF WAL � = Ln zo m U °° 5044.00 5041.3 4.069 _WEST TRILBY ROAD 5000.56 KEY MAP SCALE. NTSLEGEND 6100 EXISTING MAJOR CONTOUR o EXISTING INTERMEDIATE CONTOUR LEFT UNTREATED DRAINS CA 1 DIRECTLY INTO DETENTION 1 100 PROPOSED MAJOR CONTOUR 0 FACILITY POND SLOPED AREA E WILL ACT AS A GRASS BUFFER o0.82 6 o iEXISTING STORM SEWER/RCP PROPOSED STORM SEWER/RCPDETENTION POND P363 PROPOSED SWALE C zJ BASIN ID 0 75 A� : BASIN DESIGNATION UB: AREA (AC) C: % IMPERVIOUS M \ DRAINAGE DISCHARGE DESIGN POINT PROPOSED FLOW DIRECTION Uj Z BASIN DRAINAGE AREA 5034.97 o, G,O 1 IIII POND m W> L � EXISTING 10' T YPE INLET GRASS BUFFER o TREATED FOR WQ IN LID ISOLATOR ROW 3.82 45% o L ,0 4 J TREATED FOR WQ IN WQ POND P366 0 % w STORMTECH OOTHILL ISOLATOR 0 GA TEWA Y Rows L — in IIIIUNPLA T N II Q o � ° � .76 52% w w m m oil °Q W� w z w a z � Y o 0Q U) � w 5058.59 5060_ 5755 m SMALL UNTREATED AREA QJ CHANNEL RECEIVES FLOWS LLI g BI BETWEEN THE 25 YEAR AND _50 YEAR EENT. LOT 78, WILL ACT AS A GRASS BUFFER S C MCMIL VETLE IN A WQ E 2 DRAINS DIRECTLY JQDETENTION ACTY. CU 0 LOT 77, JOSHUA D � z Z SHANNON 0 /V TAYLOR & J ENGINEERS STATEMENT Q H9/V/vV/v /v_)/A YiOR I I I C) J I REP ISION AND 0 � oPE N/ \\ o � - U1] ;o PE53399 : A I I ,�, I -- I I :� I � PT05 C NCRE7�- . �I o,•• �•• � SHEET 1 OF 2 C OO n n 11 (fin�1 �v1 �SONAL \� SEE SHEET 2 FOR G, LLC JOB No. 39823.00 SEE SHEET 1 z 1 l\I I II'/\�\(I 1/,G/��-'-�--�/`�1�\�(\\--) �i^\-4�1 f\\\1I\}I/1\111 I\\\/I hI/\\Il�\I I\\l 1 I1\II\r)II\I 1II r1`\IV III\I I II(}I 1 I 1I(I IIl►I I�I S`` \o�/t lI�.�/r�S�{l)S�`V1�\I I h/�-\�II\(l I V`\-\--�--/Z�,��'�''�' �i<\I�I\oI•1�!\�I t�\,\.1 r 11\iI 1`I\y(\I 1lfi i i i1II I i III �iII Ii I iP I I° 'II:III IIII II�IIIIj 0� 53II I 34% I . I � _ J __0.2E3 38% G♦ I6 I'' 8•%I� aOT FTC Ll S\ ; �III II I I III I��VIIIIIIIIIIII I I.II rj`�I�I II�\ \` II�I ✓�nuI\IIII I�I IIIj I►II U ®WI I 1 I I wo Ow�z LLA oo�N�zoow SUE ELLEN ALISHOUSE & Qw o' LLI � wO LES �LES G GOLDEN z3 o I . %o LLJI L� 000: zo FE . wo _j0S5 LOT 75, a 6 6% QQOOQ� - 5070 W C CGENE MEKELBURG & o ESTA TE OF ROBIN 100 ANN MEKELBURG O LCD n0 oCHANNEL RECEIVES FLOWS z WN w BETWEEN THE 25 YEAR AND 50 > oo� II Q Cn w YEAR EVENT. O0 - 00 74, O ooc WILL ACT AS A GRASS BUFFER LOT -1Z I � RANOALL & a DRAINS DIRECTLY INTO o O J pw Q UJ HEA THER A WALLA CE DETENTION FACILITY. U � U z Qc\I a i I I � � Q o Q C__) 00 > o � � o -B IB ..2665% LUNAR COURT o CD 1 CD I-) Rlid LL W�LOT73, Q KYLE J GORSKI K F LT84^ EO KYL1.7 45%J II I - fJ�-J-I1I(1I)\nl\-1�l\_1/�1//=-��\I�I!1I1/Ij-)(�\I\I I{\r—/1 V 1-r�I`-_I\�I I/I1\\I/1 I V\\l/I I/I\\r VI-I1II/z/1 A/1\/l<),/(/1\V l(�S/s I 1�!}�,I/�\I1�\I-//I-/II-�I\I-\�_�\I l�r1 I-(-\/\_\_\\/��1-`/v1�\_1!-/1\-\\-J�1/1 1 I1-\`11'_\v-,\\1\_/I(�/�so\/-r�I\I�,/\�_'`l l/I-Z/�II 1\(\////I1 I��/i-1/��-l\1/I_��\/l)\\I`/I/I I'\\1/}/I/l//t(r l�\�/�//I\\S-/t)s(l lI I-�Il�/)/CI\r�Il Y/L-�/��l��/1/jII}I_rJ 6 ue/�-�s�0\-I S I�\(L'r!L)-I�\i�-��s<J_�(�/Ji w/u„-�/''�_v>,�/=\�_`1-/XsI�J�t:-_-_\�i��J\�-\0 r-r%/I�I/l6 I I�C/\�_\-J-�-,I,_��-;�,_'—�-/_�_s\L P��_r,=\►�/j-'9`—2 I-�.3 0-1�-03,_�//-/4-c-;-s`:8�F_/j o%-"fs/\v-�-ue--�/-��\\y)��'-T\`/'\o�'/C F�\((I/c/'_\L/��I-!\-lT�/-Nh�i0/I/II G/-\lII\`l-\L��'-l rII\,/,,�!-I1�I I1/I,/I-II J)rI�1iI I\►'I\I��Ii'yIIrII�II',I�-II�I\I,I�II�II -�IIII I ID�i�✓I',�IIo�-I IIII¢,I}III l I'I I Ii Il I EIl Iy�III II-I II I TI�e�III II,I,I�I IiII I II!II-III�II II�I I-I A�II,II I n II\I I�`Ij I-I _sI�Ji 3,R-I(I%\--\-I�j 1-I.'6\2 s�33-�_�8 I %pEs p�p-"-(s-s(p_.\_=,,��, �II�I III l�Jo�nI,iII°I II/E2S'.3-1_0;.�T+B- .�, \�' T\• eII�I'`.I-r♦I I0I I.W4A7_��-67-�oI 31-n�o%E\/E�/,/=ITI I/IIjI w'='-I_IA-I I�I-T�E/�I w/_RD—0-/�'.�6I�--Q 1\3I`a\_IIi I�l,Z/0/_3A0_��86'_•6\�\'%`-— -�-i- r-�—�Jy-\-�\4/\l J i-E_�1�I s-�)/I-1\IIIII h•---2\olI IIII(��lI-s J�%//IIIIII.I�I��II�IIII II�_-II�IIII I—III�I/I--_—/— ��-'o��=_P�.._0—--_-\-_-1�,•�� I I W IIl I II-iII I III l I I i6 Ij IIII II I Ii II lI IV�1/IV-I9 1IIIII I1IAI I III�II 1flII IVIIfl I Q V I i I IlII0 p i I \ '1 II(i IIIIIII I 1 II 1I II --- A•1 E S T TRILBY ROAD � I I 0.59% 1 �--: - zI I- z 05028.86 KEY MAP SCALE: NITS OT 72, LU 50 25 0 50 100 ¢ QQ c KYLE P & TW/LA L > -- ---- 0 EX CLAUSE ORIGINAL SCALE: 1 50 cUUallo��<�' 8 YNEWSOUTH, ��t680 5 A �22 5065 � SMALL UNTREATED AR, LEGEND O cc 63% P366 W POND P366 6100 EXISTING MAJOR CONTOURA I EXISTING INTERMEDIATE CONTOURLOT 79 EILEEN C & I > 100 PROPOSED MAJOR CONTOUR WALKER Ij PROPOSED INTERMEDIATE CONTOUR EXISTING STORM SEWER/RCP Vo _ PROPOSED STORM SEWER RCP E 5 5 t PROPOSED SWALE LOT ' II / 0.38 7% GREGORY LTA YLOR II BASIN ID I I A: BASIN DESIGNATION � 11 B: AREA (AC) 76% C: % IMPERVIOUS DRAINAGE DISCHARGE � DESIGN POINT o, �e�- STELLAR DRIVE LOT 69, 6910D PROPOSED FLOW DIRECTION LAURASAL RODRIGUEZ j 0.4690 1 BASIN DRAINAGE AREA m _ / 1.79 52% 5 % IAl 1.90 16% POND A5 � � � IIi� 84 so4 CV 1.7 45% q P367i68, DusN & SARA A BERRY O WNE R. AX3 CORP GRASS BUFFER I M LOT 2 CO.L. COLLEGE AND TRILBY SUBDIVISION REC. NO. 20050025365 IS - - - S TREATED FOR WQ IN LID ISOLATOR ROW v I W _ o o TREATED FOR WQ IN WQ POND P366 Ld E B2 �I B9101.17 7% oW - - - - — W 2.9974% 1.30 90r Q � Qom LL LLI m Qa Zo g3 0 6wS a 4.71 31% Qw W owNER SOU THGA TE CHURCH INCFOOTHILLSGA TEWA Y INClNC mFIRST FREE WILL BAPTIST 00 LOT CHURCH P.D.P. C O.L. COL L BDI VISION J ) IIIj\ REC. NO. 2005002536 z // / REC. NO. 20030083024 � _j\// I ' LID Treatment5ummaryTable Treatment ID ageTotal Drainage area (Ac.) Impervious Area (Ac.) Percent w ADS Storm Tech Isolator Rows Chambers 24.68 13.41 --- _ Onsite Water Quality Pond - P366 5.37 2.51 --- 0 Q W Onsite Impery ious Area Graff Buffers ( P363and Channel) 7.01 0.81 4.76% -I� JDED West OverflowSwale +Walk 0.65 0.19 1.11% --- 9889% U QOn-Site Total Newly Developed Impervious Area Treated / 5065 _ _ On-Site Total Newly Developed Impervious Treated by LID 79.27% Offsite Area treated by WaterQuality Pond P36 14.29 8.650458 TRILBY FRONTAGE INCLUDED IN OFFSI1E7482 DRAINA T0N �If ' - - [ maENGINEER'S STATEMENT <—IfIS2 ___ E9(SEE OFFSITE LID EXHIBIT) .6-�� J -505 REP ISIONAND01 42%_ _ t P 0w ---- Yc� -- w-,----w==�---►v�_-�---- �-:�-7�. �—��—__--_ �--�---Z-w-�----�---�——_�— — �- -,,, -_ _ - ---- RILE �' RO% -- -- ---- --- — - - - - ll •QZE , Eo0 �MoLnnr� ; w- w----- w-- 1.71 66 LF1]w Sp�' _w_r_=N �E � _ - 9 _ w ___ _ o •¢_w-- ---w-----w � - —� — F � 20% -7- � �TE SHEET 2 OF 2 0 0 6 Dc / FIBER O YC�-��t�I.�-U ' A G\� / _ F _ - - UNPLA TTED C IJ S/ONAL E� UNPLATTED \ UNPUTTED JOB�- =�5040 OWNER: FAR G, LLC J� N�. 3'=23.�� O V) z_ zm � z LEGEND QQ w p ~ wwzS � � wcn = wzmm 6700 EXISTING MAJOR CONTOUR � ~ w w w M z H z = m p III EXISTING INTERMEDIATE CONTOUR v Q o Q ~ o ~ u . � Qw � viw �O < _N 6100 PROPOSED MAJOR CONTOUR > m w > w z I w O O U O O C . I o • I cnmmzm � � = I — # F: w m m w m - � � I PROPOSED INTERMEDIATE CONTOUR � I z = mmc� mzw � EXISTING STORM SEWER/RCP PROPOSED STORM SEWER/RCP z o aEco /.25•air ° 1 / I 1 PROPOSED SWALE w / PLAS C CAP/LL'I'M I I _ j / I I I O Q I I I A BASIN ID = o A: BASIN DESIGNATION CD w I I B C B: AREA (AC) Q op w cfl C: % IMPERVIOUS 00 I I o Q m o o DRAINAGE DISCHARGE a� U U 0 N i I 111 1� DESIGN POINT Q Q 00 LLJ / PROPOSED FLOW DIRECTION j o CD I \ 0.46100 = U /5 W Q w X I BASIN DRAINAGE AREA 0 zo mo z - - - - _ j o m I o r OFFSITE AREA TREATED FOR WATER m BMW= QUALITY IN POND P366 rn OFFSITE IMPERVIOUS AREA -14.29 ACRES I J S I r 9006 I PERCENT IMPERVIOUS - 60.5% T . TREATED IMPERVIOUS AREA -8.68 ACRES o \\ a l 0. cc CL 5600 v E a 0 • I i rnI I I i L I � � CD I _ U II A OS1 I 49 ! 0 100 50 0 100 200 (D o 1 1\ 0.74 82% I I U "- \ II I j ORIGINAL SCALE: 1" = 100' OS2 I = B910C 900A —I 1 - - - - - - - - - - 3090 0 0.48 95% .03 48% — 1— — _— — 1. % 71- _ — — — — _ Uj WEST TRILBY ROAD 0 Y — — �� 920C B920B 770A - -- -- = — — — — �- — � — — — — 920A _ _ 0.99 63% 0.36 00 m 1.71 66% OS3 3.82 20% 0.32 72% °J Z B790 4.69 .4 W Q 6770E v o BASIN B790 DOES NOT cn DRAIN TO POND P366 ((� w IN A WQ EVENT i y 6 O X N � I 410, 7� LO w w m m m r J J ri U U Q �Z z Ld Y • £ ' > wp p U t � m J > li �w 01-1 C;d D - O W III O � W O U) Q � U O O Know what's below. N Call before you dig. SHEET 1 OF 1 JOB No. 3979303