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Home My WebLink AboutPOLESTAR VILLAGE - FDP240010 - SUBMITTAL DOCUMENTS - ROUND 1 - Drainage Related DocumentFINAL DRAINAGE REPORT FOR I_l�] ��_I_�:�'ll � �_[�L Prepared For: POLESTAR GARDEN, INC PO BOX 21 I 582 FORT COLLINS, COLORADO 80521 Michael Gornik (808) 443-9956 June 19t" 2024 Project No. 39797.01 Prepared By: JR Engineering, LLC 2900 South College Avenue, Suite I A Fort Collins, CO 80525 W TABLE OF CONTENTS TABLEOF CONTENTS .............................................................................................................................. ii APPENDIX.......................................................................................................................................... iii Engineer's Certification Block ................................................................................................................ iii GENERAL DESCRIPTION AND LOCATION ................................................................................................1 LOCATION...........................................................................................................................................1 DESCRIPTION OF PROPERTY ...............................................................................................................1 MASTER DRAINAGE BASIN DESCRIPTION ...........................................................................................1 FLOODPLAIN SUBMITTAL REQUIREMENTS ........................................................................................2 DRAINAGE BASINS AND SUB-BASINS .....................................................................................................2 MAJOR BASINS AND SUB-BASINS .......................................................................................................2 EXISTING SUB-BASIN DESCRIPTION ....................................................................................................2 EXISTING OFFSITE DRAINAGE BASINS ................................................................................................3 EXISTING OFFSITE DRAINAGE DESCRIPTIONS ....................................................................................3 PROPOSED SUB-BASINS DESCRIPTIONS .............................................................................................4 PROJECT DESCRIPTION ...........................................................................................................................9 PROJECT DESCRIPTION .......................................................................................................................9 PROPOSED DRAINAGE FACILITIES ..........................................................................................................9 GENERAL CONCEPT ............................................................................................................................9 WATER QUALITY/ DETENTION FACILITIES ..........................................................................................9 LOW IMPACT DEVELOPMENT ...........................................................................................................10 DRAINAGE DESIGN CRITERIA ................................................................................................................10 REGULATIONS...................................................................................................................................10 FOUR STEP PROCESS TO PROTECT RECEIVING WATERS ..................................................................10 DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS ..............................................................11 HYDROLOGIC CRITERIA .....................................................................................................................13 HYDRAULIC CRITERIA ........................................................................................................................14 FLOODPLAIN REGULATIONS COMPLIANCE ......................................................................................15 MODIFICATIONS OF CRITERIA ..........................................................................................................15 EROSION CONTROL ..........................................................................................................................15 CONCLUSIONS......................................................................................................................................16 COMPLIANCE WITH STANDARDS .....................................................................................................16 DRAINAGE CONCEPT ........................................................................................................................16 REFERENCES.........................................................................................................................................17 � � 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 Engineer's Certification Block I hereby attest that this report for the final drainage design for the Polestar Village 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 Martin Frank, PE Registered Professional Engineer State of Colorado No. 53399 � 1 GENERAL DESCRIPTION AND LOCATION LOCATION The site is located in The Northwest Quarter of Section I6, Township 7 North, Range 69 West of the 6th P.M. in the City of Fort Collins, Larimer County, Colorado. More specifically, the site is a 20J8-acre property that is currently undeveloped. The site borders Mountaire Subdivision to the east, and to the south, the site borders the bacl< of single-family residential lots facing West Elizabeth Ave. To the west, the site borders the Scenic Views retention pond and the Scenic Views Subdivision. To the north, the site borders single-family residential subdivisions, Locust Grove Filing No. 3, Locust Grove Filing No. 2, and the street Orchard Place. For additional information, refer to the site vicinity map within Appendix A of this report. DESCRIPTION OF PROPERTY The site generally drains west to east at a 2.5% to I% slope. The site is located in the Canal Importation Basin, specifically north of West Elizabeth Street, east of South Overland Trail, and directly East of the Scenic Views Subdivision. The existing streets Orchard Place and West Plum Street dead end within the site. The Natural Resources Conservation Service (NRCS) soil survey shows that the majority are type C soils, which are characterized by a lower infiltration rate and corresponding higher runoff rates. The remaining soil on site are made up of Type B soils, which are characterized by a moderate infiltration rate and lower runoff rates. For additional information, refer to the NRCS soil map within Appendix A of this report. The existing site is currently used for Agricultural purposes and has an existing house, greenhouse, and field purposed for crops and areas with native grass. The existing irrigation ditch; i.e. the Pleasant Valley and Lake Canal is within the site, it borders the western boundary. The existing groundwater depths and boring locations are shown in Appendix E of this report. The depth from the bottom of the proposed pond to groundwater is approximately 6 feet, as shown in the Polestar Groundwater measurements spreadsheet in Appendix E of this report. MASTER DRAINAGE BASIN DESCRIPTION The site is located in the Canal Importation basin. The 2022 Canal Importation Basin — Selected Plan Update by Jacobs Engineering report specifies that the site is to have a regional detention facility. For additional information on the drainage patterns and characteristics of the site, refer to the Drainage Basins and Sub-Basins section of this report. � FLOODPLAIN SUBMITTAL REQUIREMENTS The site is on FEMA FIRM panel 08069C0960F, dated 12/19/2006, as shown in Appendix A. 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 located in the City of Fort Collins Canal Importation floodway and floodplain, as shown in Appendix A in the City of Fort Collins Flood map. JR Engineering has prepared a CLOMR for the Polestar site. Once the grading on the site is completed, a LOMR will be submitted to verify the site is in compliance with the CLOMR. No building permits for the residential structures in the existing effective floodway will be issued until the LOMR is approved. The finished floor elevations near the Sand Filter and Scenic Views Pond are currently 1.5 feet above the base floodplain elevation, while the finished floor elevations for the homes and lots adjacent to the Polestar Detention Facility are I foot above the base floodplain elevation. These elevations comply with Chapter 10 of the City Code, ensuring adherence to floodplain regulations such as flood proofing, floodway regulation, erosion buffer zone regulation, and no-rise certification. Additionally, the Conditional Letter of Map Revision (CLOMR) has been submitted, and the floodplain use permit will be submitted prior to the overlot grading, further securing compliance and safety against potential flood events. DRAINAGE BASINS AND SUB-BASINS MAJOR BASINS AND SUB-BASINS The Polestar Village site is 20.78 Acres; the site will be developed into a single-family, multi-family residential community with a community center and other amenities. The site will include future regional onsite and offsite detention. The site is located in the Canal Importation basin. EXISTING SUB-BASIN DESCRIPTION There are offsite areas that flow across the proposed development site. The existing drainage basins within the site flow from west to east. The existing corrected effective basin map is shown in Appendix E of this report. Basin EP 21.5, acres and 3.1 % impervious. This basin is composed of native grassland and an existing shed and includes a small portion of residential lots from Locust Grove that drains directly onto the site and drains to a swale towards West Plum Street. 3 EXISTING OFFSITE DRAINAGE BASINS Currently, the site collects offsite runoff at two different locations. The site is currently in the overflow path of the Scenic Views retention pond and receives direct runoff from Locust Grove Filing No. 3; which enters the site via curb and gutter from Locust Grove Drive. The Scenic Views retention facility receives overflow runoff from the Pleasant Valley and Lake Canal, runoff from the Scenic Views multi-family Subdivision, the Colorado State Equine Horse Center, and the Center of Disease Control facility. For additional information, refer to the existing drainage basin SWMM map done in the hydrology portion of the CLOMR in Appendix E of this report. EXISTING OFFSITE DRAINAGE DESCRIPTIONS The offsite flows are currently routed through the site. The existing offsite basins have been modeled in the Canal Importation Basin Selected Plan Update Conceptual Design Report —Plum Channel Flow Path by Jacobs Engineering Group; Dated June, 2022 and within the Canal Importation Basin Hydrologic Conversion from MODSWMM to EPA SWMM 5.1; Anderson Consulting Engineers, Inc., December 6, 2013, (Revised July 3�d 2014). JR Engineering has revised some of the basins in section 5.0 of the CLOMR to account for Polestar site. The basin map for the offsite areas is shown within the corrected effective SWMM drainage map within Appendix E for the revised hydrology update within the CLOMR. Basin 13 is 2.9 acres and 10% impervious. This basin is directly tributary to the privately owned Scenic Views retention facility. The Scenic Views Pond was designed by JR Engineering, LTD to be a temporary retention facility in I 998 as shown in Appendix E of this report. The temporary retention facility has not yet been converted into a detention facility. The retention pond is pumped into the Pleasant Valley and Lake Canal via the existing submersible sumps pump, as shown in Appendix E of this report. The main pump has to be manually started, so the pond was modeled as a complete retention pond with no outflow, just an overflow path within the existing SWMM model. From the I 998 Scenic Views report, the manually operated pump system is designed to evacuate the pond within 24 hours after a large rainstorm event. Since this pond is a retention pond, without a gravity outfall the City does not model any volume below the spillway (the gravity outfall). This offsite basin is shown in the existing SWMM map shown within Appendix E of this report. 17W is 10.2 Acres and 45% impervious. This offsite basin is shown in the existing SWMM map, as shown within Appendix F of this report. For SWMM master planning purposes, Anderson used 45% impervious for single-family detached residential homes. This basin drains from Locust Grove Drive onto the Polestar site. :� Basin I 0, 64.4 Acres, and 20% impervious. This basin is tributary to the Colorado State University Equine Reproduction Laboratory, located west of the site directly west of South Overland Trail. Runoff from this basin is released from the Equine Center pond and is then piped to the Scenic Views pond. This offsite basin is shown in the existing SWMM map shown within Appendix F of this report. Basin I I, 23.1 Acres and 70% impervious. This basin is tributary to the Scenic View's subdivision. Runoff from this basin is detained in the Scenic Views pond. This offsite basin is shown in the existing SWMM map shown within Appendix E of this report. PROPOSED SUB-BASINS DESCRIPTIONS To model the proposed runoff going into the on-site detention facility the pond was modeled as a composite 21.5-acre basin in SWMM a with 50% impervious value. The Polestar SWMM model was slightly more conservative than the basin area and impervious values to account for potential site changes and design variations through the CLOMR process, and the basin was delineated over a small portion of the Locust Grove subdivision that accounts for additional area. The proposed net area of the site is 20.78 acres at 47.5% impervious. The following is a description of the individual sub-basins for the onsite composite basin. The drainage sub-basin basins have been broken up and delineated, the onsite runoff is being routed with the rational method. The proposed site and pond drainage was modeled in a composite basin within SWMM, as part of the revised hydrology section of the CLOMR. Basin AI, 1.02 acres and 15.8% impervious this basin is composed of open space a proposed walk and a sand-filer and an overflow structure that treats runoff and water quality from the Polestar Village site. Basin A2, 0.60 acres and 50. I% impervious this basin is composed of multi-family residential units, a 24' wide private alley - Hoku Lane, and onsite parking. The runoff from this basin will be conveyed via a paned alley to the curb and gutter on West Plum Street. Basin A3, 0.78 acres and 25.3% impervious this basin is composed of multi-family residential units, duplex units, a private walk and a swale. The runoff from this basin will be conveyed via a swale and chase to West Plum Street at dp 3a. � Basin A4, I.23 acres and 65.0% impervious this basin is composed of multi-family residential units, paved walk and paved driveways, paved parl<ing spaces, a portion of the mitigated wetland and a 24' wide private alley Ohana Circle . The runoff from this basin goes to design point 4a and drains to W. Plum Street. Basin A5, 0.42 acres and 56.5% impervious this basin is composed of a courtyard, paved wall<s, duplex and multi-family units. The runoff drains to multiple area inlets. The runoff is then piped within the proposed storm sewer system in West Plum Street. Basin Ab, 1.03 acres and 56.5% impervious this basin is composed of a local street West Plum Street, paved walk and front-facing multi-family units. The runoff from this basin goes to a sump inlet at design point 6a. Basin A7, 0.85 acres and 60.5% impervious this basin is composed of a local Street West Plum, paved wall<. The runoff from this basin goes to a sump inlet at design point 7a. Basin A8, 0.58 acres and 83.8% impervious, composed of the mixed-used community building, the northern portion of the temple, community, bed and breakfast building, the wellness center, a duplex, multi-family units, pedestrian wall<s, and a 24' wide private alley Ohana Circle. Runoff from this basin drains to W. Plum Street at dp 5d. Basin A9. I, 0. I 6 acres and 84.4% impervious, this basin is composed of the mixed used community building and a multi-family unit. Runoff from this basin will be captured via a series of on-grade inlets at dp 9a and piped to the proposed storm sewer in W. Plum St. Basin A9.2, 0.03 acres and 54.5% impervious, this basin is composed of open space, pedestrian walks and parts of the multi-family units drain to this basin. This basin drains to an area inlet at dp 9.2a, where runoff is then piped to the storm sewer in W. Plum St. Basin A I 0, 0.09 acres and 84.7% impervious, is composed of the eastern portion of the temple, community, bed and breakfast building. Runoff from this building will drain into an area inlet at dp I Oa, where it will then be piped to the proposed storm sewer system in W. Plum St. C� Basin AI I, 0.13 acres and 68.8% impervious, this basin is composed of pedestrian walks, a portion of a multi-family unit, a gazebo. Runoff from this basin makes its way to an area inlet at dp I I a, where it is then piped to the proposed storm sewer system in W. Plum St. Basin Al2, 0.26 acres and 33.7% impervious this basin is composed of pedestrian walks a portion of the onsite playground and picnic area. Runoff from this basin mal<es its way to an area inlet where it is then piped to the proposed storm sewer system in W. Plum St. Basin A13, 0.40 acres and 61.0% impervious, this basin is made up a portion of the eastern half of the group home/ wellness center and the western portion of the temple, community, bed and breakfast building. Basin A15, 0.49 acres and 23.5% impervious, this basin is made up of pedestrian walks and a portion of the mitigated wetland. Runoff from this basin overtops the wetland and drains to an area inlet a dp I 5a, where it is then piped to the proposed storm sewer system in W. Plum St. Basin A I 6, 0. I 3 acres and 46. I% impervious, this basin is made up of pedestrian wall<s, the pickle ball court, and drains to an area inlet at dp I 6a. The runoff is then piped to the proposed storm sewer system in W. Plum St. Basin A 17, 0.43 acres and 29.6% impervious, is made up of pedestrian walks, the community garden, and multi-family units. Runoff from this basin drains to a series of on-grade area inlets at dp 17a. The runoff from this basin is then piped to the proposed storm sewer system in W. Plum Street. Basin A I 8, 0.70 acres and 46.6% impervious, is made up of pedestrian wall<s, the community garden, the agriculture building, and multi-family units. Runoff from this basin is pipe via a series of on-grade inlets and a pipe with a trench drain at dp I 8a due to the shallow slope of the swale. The runoff from this basin is then piped to the proposed storm system within W. Plum St. Basin A I 9, 0.35 acres and 52.4% impervious is made up of pedestrian walks, the agriculture building, and a portion of the pickleball court. Runoff from this basin drains to a series of on-grade area inlets at dp I 9a where it is then piped to the proposed storm sewer system in W. Plum St, Basin BI, 1.23 acres and 49.8% impervious, is made up of pedestrian walks, multi-family units, duplex units, a rain garden, and a 24' wide private alley - Mele Lane. Runoff of from this basin drains via a chase drain to a rain garden where it is treated for water quality. This the runoff from this basin goes to the onsite Polestar detention pond. Basin B2, 0.33 acres and 74.9% impervious, is made up of pedestrian wall<s, multi-family units, and a 24' wide private alley - Koku Lane. Runoff of from this basin drains via a chase drain to a rain garden where it is treated for water quality. This the runoff from this basin goes to the onsite Polestar detention Pond. Basin CI, 028 acres and 47.5 % impervious this basin is composed of residential multi family units, paved walk, and a rain-garden. The runoff from this basin drains into a rain garden, where it is then released into the Polestar detention facility. Basin C2, 0.32 acres, and 30.5% impervious this basin is composed of paved wall<, grass and the multi- family units. The runoff from this basin drains into an area inlet a design point 2C. Basin D I, 0.35 acres and 64. I% impervious this basin is composed a 24' wide paved private alley — Happy Heart Way, a duplex unit and paved walk. The runoff from this basin drains via the alley to a curb cut at 2d where it confluences with the runoff from Basin D2 and is treated for water quality. Basin D2, 0.22 acres and 62.9% impervious basin, is composed of a 24' wide paved private alley — Happy Heart Way, a duplex unit, and a paved wall<. The runoff from this basin drains via the alley to a curb cut at 2d. Basin D3, 0.16 acres and 69.8% impervious this basin is this basin is composed a 24' wide paved private alley — Happy Heart Way, a duplex unit and paved walk. The runoff from this basin drains via the alley to a curb cut at 3d. From then the runoff is treated for water quality in a rain garden where it is then piped to the Polestar detention facility. Basin D4, 0.25 acres and 60.9% impervious this basin is this basin is composed a 24' wide paved private alley — Happy Heart Way, a duplex unit and paved walk. The runoff from this basin drains via the alley to a curb cut at 4d. From then the runoff is treated for water quality in a rain garden where it is then piped to the Polestar detention facility. � Basin D5, 0.29 acres and 67.3% impervious this basin is this basin is composed W. Plum Street, pedestrian walks and a portion of some multi-family units. The runoff from this basin drains to the rain garden via a chase a 5d. From then the runoff is treated for water quality in a rain garden where it is then piped to the Polestar detention facility. Basin D6, 0.28 acres and 682% impervious this basin is this basin is composed W. Plum Street. Runoff from this basin drain to a rain garden via a chase at dp bd. From there on the runoff is then piped to the onsite Polestar detention pond. Basin D7, 0. I 5 acres and 64.4% impervious this basin is this basin is composed of a 24' wide private alley - Pono Way, and a duplex unit. Runoff from this basin drain to a rain garden via a curb cut at dp 7d. From there on the runoff is then treated within a rain garden and then it is pipe to the onsite Polestar detention pond. Basin D8, 0.18 acres, and 91.8% impervious this basin is composed of a 24' wide private — Pono Way, and pedestrian walks. Runoff from this basins drains via a curb cut at dp 8d. Basin E I is 2.24 acres and 41. I% impervious. This basin consists of West Orchard Place and single-family residential units. The runoff from this basin will drain via a mid-block pan at dp l e. Basin E2, 0.54 acres and 54.2% impervious this basin consists of a local residential road West Orchard Place, single family units and drains via curb and gutter to an on grade a mid block pan at dp 2e. Basin E3, 0.31 acres and 59.0% impervious this basin consists of a local residential road West Orchard Place, single family units and drains via curb and gutter to an on grade inlet a design point 3e. Basin F I, which is 3.9 acres and 31.6% impervious, is composed of the onsite detention facility. OSI, 0.61 acres and 15.2% impervious this basin drains onto West Orchard Place, this basin is part of the back of lots of the Locust Grove subdivision. The runoff from this basin drains in the mid-block pan in West Orchard St and is released into the interim detention facility. OS2, 0.09 acres and 50.8% impervious, part of the Locust Grove Subdivision, this basin drains onto West Orchard Place and drains into the detention facility. 9 PROJECT DESCRIPTION PROJECT DESCRIPTION Polestar Village is a residential multi-family development that will consist of a community center, wellness center, alleys, and local and collector roadways. The Polestar Village site will hold regional detention and water quality for the site. In the future, after the site is fully developed, the Canal Importation basin offsite improvements will be built with additional volume from the Jacobs Canal Importation basin Selected Plan updated June 2022. JR Engineering has designated approximately 3 acres of the site for regional detention. The proposed and future detention facility volume requirements were done by modeling the site in EPA SWMM as part of the revised hydrology portion of the CLOMR, as shown within Appendix E. The future onsite regional detention facility is shown in Appendix F of this report. PROPOSED DRAINAGE FACILITIES GENERAL CONCEPT The proposed improvements to the Polestar Village site will result in the developed condition being treated and detained for water quality. Low-impact development best management practices are proposed to improve the quality of runoff and aid in reducing peal< flows. Specifically, rain gardens are proposed near the central portion of the site to treat and provide water quality for the majority of the development. Runoff from the site is captured in inlets located in the alleys and grate inlet along the curb and gutter. Runoff is conveyed in storm sewers, along curb and gutter, and via surface flow to rain gardens. Secondly, surface overflow paths will be provided, such that the I 00-year storm flows remain at least I.0 to I.5 feet below the finished floor elevation. WATER QUALITY/ DETENTION FACILITIES The majority of the water quality is treated within the onsite rain gardens and sand filter. The remaining water quality within the site will be treated in the water quality and detention facility. A small portion of the site of a type A lot, will be left untreated due to the lot draining to the existing West Orchard R.O.W and pavement adjacent to the lot frontage. Additionally, a portion of the berm and access road to the detention pond will drain off-site and into the Plum Channel drainage way. This is not anticipated to have any negative impact on downstream drainage infrastructure, and the total water quality is being treated for 99% of the Polestar site's modified impervious area. For additional information, the LID water quality treatment exhibit is shown in Appendix G of this report. 10 LOW IMPACT DEVELOPMENT A minimum of 75 percent of 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 of the LID methods 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 I, 2 and 3 were referenced as guidelines for this design. 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 new impervious surface area must be treated by a Low-Impact Development (LID) best management practice (BMP). The site incorporates rain gardens to provide water quality. The rain gardens will need to be 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. 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. Overall, water quality will be improved by the development. The majority of the new impervious area is treated by the proposed raingarden in the northwestern portion of the site as illustrated in the LID/Surface Map is provided in Appendix G. Refer to Appendix G for additional information on water quality treatment methods throughout the site. Step 1— Employ Runoff Reduction Practices All of the developed runoff through the site will be routed through the onsite interim Polestar detention pond. Step 2— Implement BMPS that Provide a Water Quality Capture Volume 11 The Polestar site BMP treatment methods include bioretention basins (rain gardens), a sand filter, and WQCV provided within the interim Polestar detention pond. Step 3 —Stabilize Drainageways The Interim Polestar detention facility provides flood control for the site. The runoff leaving the site will be channelized via a swale reinforced wall and a concrete pan with an energy dissipation forebay. In addition, a headwall is being built for the existing twin 24" RCP conduits to provide further stabilization to the existing drainage way. Step 4— Implement site-specific and other source-control BMPs To further enhance the stormwater management practices at the Polestar site, a dog waste station will be installed near the detention pond. This station will include waste bags and a disposal waste station, encouraging pet owners to clean up after their pets. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The site is part of the Canal Importation - Basin Selected Plan Updates Alternatives Analysis Report, by Jacobs Engineering Group and is currently in the process of conceptual design. The site was previously analyzed in the Canal Importation Basin Hydrologic Conversion from MODSWMM to EPA SWMM 5.1; Anderson Consulting Engineers, Inc, December 6, 2013, (Revised July 3�d 2014). Jacobs Engineering group is currently modifying the Anderson model for the City of Fort Collins Capital Improvement plan for the Canal Importation basin. JR Engineering has evaluated the floodplain for the site, and JR Engineering has prepared a CLOMR to show that the improvements to the site are not within the floodplain. The CLOMR shows to the newly mapped floodway and floodplain, ultimately a LOMR will need to be approved to ensure the site complies with the CLOMR. The improvements for the planned regional Happy Hearts detention facility will take place in the future after the site is developed into Polestar Village. The Polestar Community will not impact the downstream development, and onsite detention will be provided within the site, but the homes downstream of the site will remain within the floodplain until the improvements to the offsite and onsite facilities are put in place as recommended in the Canal Importation - Basin Selected Plan Updates, by Jacobs. The following items are a list of the subject improvements. • Conversion of Scenic Views retention pond to a detention pond. • Addition of a pipe outfall from the Scenic Views detention pond to the Happy Heart Farms, i.e., Polestar detention pond. • The volume of the onsite detention pond should be increased per the proposed outfall. 12 • Construction of the planned outfall from the regional detention facility Currently, in the 100-year event, the Pleasant Valley and Lake Canal overflows and spills into the Scenic Views pond. The Scenic Views pond has a manually operated pumped outfall to the Pleasant Valley and Lake Canal. In the 100-year event, water overtops the Scenic Views pond and goes on the Polestar site, creating a floodplain as shown in the existing drainage map within Appendix F. In the proposed condition, the floodplain will go onto the onsite rain garden, overtop W. Plum Street and then the floodplain will be contained within the proposed detention facility. However, due to the shallow gravity outfall and limited volume the ultimate detention facility, as shown in Appendix E. - cannot be built due to the lack of a deep gravity outfall. The interim condition provides a drainage easement, an energy dissipation structure, and a concrete pan and will convey runoff, as shown in the Drainage Map in Appendix F. The onsite detention requirement for the site is the runoff difference between the 100-year developed inflow rate and the 2-year historic runoff is 4.88 Acre-ft. For additional information on the detention pond volume calculation, please refer to the referenced CLOMR provided hydrology portion provided in Appendix E. Jacobs calculated the ultimate volume (Happy Heart Detention Pond) within the Canal Importation - Basin Selected Plan Updates dated June 2022 as 8.3 Acre-ft. The total ultimate detention volume was calculated by adding the Happy Heart Detention pond of volume 8.3 Acre-ft with the required interim (onsite) detention volume 4.88 Acre-ft for the Polestar site for a total volume of I 3. I 8 Acre-ft. JR Engineering has verified that the proposed pond layout can be graded in the future to detain over I 3. I 8 Acre-ft as shown in the Future regional detention map provided in Appendix F. JR Engineering has prepared three SWMM models for the Polestar site within the City of Fort Collins Canal Importation Basin: the Corrected Effective Model, the Proposed Model, and the Ultimate Model. The City of Fort Collins has requested that JR Engineering incorporate the Polestar Drainage model into the City master Canal Importation Drainage Plan SWMM mode. This was completed within the revised hydrology portion of the CLOMR, as shown within Appendix E. The groundwater for the site is greater than two feet below the Polestar detention pond invert, as noted in the CTL groundwater exhibit in Appendix E. 13 HYDROLOGIC CRITERIA Weighted percent imperviousness were calculated for each basin using the Fort Collins Stormwater Criteria Manual Table 3.2-2 for each basin. EPA SWMM was used to model the runoff for the site and size the Polestar detention facility since the corresponding tributary area of the site is over 20 acres, and there are multiple 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 (FCSCM). Table 4.1-4. IDF 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 inlhr iNhr in/hr in/hr iNhr 5 0.29 D.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 2.61 327 4.12 45 0.71 0.99 121 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.Q6 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 0.18 025 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 1 i0 0.14 0.19 027 0.44 0.56 0.71 115 0.13 0.18 026 0.42 0.54 0.69 120 0.13 0.18 0.25 0.41 0.53 0.67 The rational method was used to size the onsite storm sewer drainage facilities. Runoff coefficients from the FCSCM Table 3.2- I. Zoning Classification - Runoff Coefficients and Table 3.2-2. Surface Type - Runoff Coefficients were utilized to calculate the composite C values. Rainfall intensities for the 2 year minor storm and I 00 year major storm were taken from table 3.4- I. IDF Table for Rational Method. 14 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. A tailwater condition was used in the stormCAD model. The tailwater entered into the StormCAD model for the storm outfalls corresponds to the peak inflow within the pond for the 100-year event. This occurs 40 minutes into the model, and the depth of the pond is at 5105.98. No tail water was used for the 2-year model. For the sand filter, the water WQCV depth was used as the tailwater condition in the 100-year event. This corresponds to an elevation of 5107.55. For the outfall, a 100-year tailwater condition of 5106.23 was used to model the outfall into the floodplain located within the energy dissipation forebay. 5106.23 is the water surface elevation in the CLOMR at section 4673.7 — which is within in the energy dissipation directly downstream of the pipe. There is a mid-blocl< pan that bi-sects West Orchard Place, that accepts runoff from Locust Grove. Runoff from the midblocl< pan drains into a chase drains and is then conveyed via a swale into a type C let. The overflow from the swale in the 100 year event drains directly into the Polestar detention facility. The hydraulics of the mid-block plan and the swale were modeled within Flow Master as shown in Appendix C of this report. The 100-year spillway from the Scenic Views Pond and the Polestar Pond were sized during the CLOMR process in Flow Master. For additional information on the Spillway sizing, refer to the attached variance letter for the CLOMR in Appendix E of this Report. The inlets for the site were sized using parameters from the Fort Collins Stormwater Criteria Manual (FCSCM). The UD Inlet MHFD-Inlet, Version 5.03 (August, 2023) spreadsheet was utilized for the design and sizing of these inlets, as shown in Appendix C of this Report. 15 FLOODPLAIN REGULATIONS COMPLIANCE As previously stated, the site lies within FEMA Zone X, areas which are determined to be outside the 02% 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 located in the City of Fort Collins Floodplain and there is a floodway within the site, as shown in Appendix A in the City of Fort Collins Flood map. All development is within in compliance with Chapter 10 of the City of Fort Collins Code. MODIFICATIONS OF CRITERIA JR Engineering is proposing modifications for the spillway in Scenic Views Pond to increase emergency overflow capacity, decrease the overall breadth of the floodplain, and reduce the emergency overflow depth from I.9 ft to I.75 ft, as shown in the attached variance letter from the CLOMR in Appendix E. The proposed improvement will stop the spillway from overflowing by mal<ing it longer. In addition, the new proposed configuration will provide 6" of freeboard for the Scenic Views Spillway. The proposed Polestar/Happy Heart Farms Spillway is intended to prevent the flow from the emergency spillway from being directed towards existing structures and homes downstream. Both proposed spillways exceed the required depth of six inches, but the variance is necessary to achieve the desired outcomes. For additional information, refer to Appendix E for the variance letter is being review which was done with the CLOMR. EROSION CONTROL The Polestar Utility Plans are in compliance with the Erosion Control Criteria established by the City of Fort Collins. The erosion control measures have been designed to minimize soil erosion and sediment transport off-site, ensuring compliance with local, state, and federal water quality regulations. All control measures will be maintained and inspected regularly to ensure their effectiveness throughout the construction process until final stabilization is achieved. All Erosion Control Materials and measures detailed in the Utility Plans adhere to the standards and specifications set forth by the City of Fort Collins within the Stormwater Criteria Manual. Erosion Control Plans, as referenced in the Polestar Utility Plans, are living documents that can be subject to change under the direction of the Engineer of Record and/or the City of Fort Collins Engineering Department. 16 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 drainage plan and Stormwater management measures proposed within the Polestar site are complaint with all applicable State and Federal regulations governing Stormwater discharge. The drainage design conforms to the Jacobs' Master Canal Importation Basin plan by providing an area designed for detention in the ultimate gravity pond outfall configuration. The site conforms to the revised Hydrology of documented Polestar Floodplain Modeling Report by JR Engineering dated June of 2023. The floodplain compliance requirements for the site have been detailed in the CLOMR (Conditional Letter of Map Revision) for various parameters, including elevation, flood proofing, critical facilities, tie-in of upstream and downstream WSEL (Water Surface Elevation), and structures. DRAINAGE CONCEPT The proposed concept for the Polestar Village Development involves surface flows and piping of developed conditions and offsite flow through the interim detention facility. The site includes LID water quality facilities with rain gardens. Runoff for the site will be treated in an interim detention facility onsite. The proposed development will affect the drainageway termed "Plum Street Flow Path" which is located in the northwestern portion of the Canal Importation Basin. Onsite detention is provided for the Polestar site, but the homes downstream of the site will remain with the floodplain until the improvements to the offsite and onsite facilities are put in place as recommended in the Canal importation — Basin Selected Plan Updates Analysis Report, by Jacobs dated June 2022. 17 REFERENCES Fort Collins Stormwater Criteria Manual; City of Fort Collins, Colorado, December 2018. Urban Storm Drainage Criteria Manual (Volumes I, 2, and 3�; Urban Drainage and Flood Control District, June 2001. Canal Importation Basin Hydrolo�ic Conversion from MODSWMM to EPA SWMM 5.1; Anderson Consulting Engineers, Inc, December 6, 20213, (Revised July 3rd 2014) Canal Importation basin Selected Plan Update, Jacobs Engineering Group, Dated June 2023 Preliminary Geotechnical Investigation Polestar Villa�e; CTL Thompson, Dated November 2021 Floodplain Modeling Report for Polestar Villa�e; JR Engineering, Dated June 2022 F�= APPENDIX A - FIGURES � Hydrologic Soil Group—Larimer County Area, Colorado � _ � N O O 488700 488800 488900 489000 489100 489200 489300 489400 40° 34'S9"N .;i _ I �`' I � ��+3i1�.,'-i.. - S��_ � � �� .___ .��-; li ��p r..-•-�. 40° 34'S9"N ��" .—. � !� �i.. � i t � - �, ' , � '� . � [ �' q�` �o �- �. _� "� +_� , /� �..�.�» �� , �� 'A� .s � �� " ` •- ��R�' _, �� '-�. ° � 1� .+ • �►„ If'k r ��,'_ �'' - . . r , � y . �_�.� � �' FIS�. 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' ,, :�� . qf � t� � � !^ I r _ � "^�� '~j.� ��w �/ �� .l..�µ {.� _ —Q �YS � �_ � r - � '�►' � �� "G� T��' � E 1��.'.. � i`+� � 1 .,.asE�� . �i�'t . � .. r r i`� - d r �'� � wF °' 4� �, � . ..�� j r'. � �, � , r ` �; � .ti. � =s �-- -�=, - . �, " � � �n � � .��I r � �'- *. � {p . � � ��! �— �I�f� � , M 1 ^I. , . t. ; "' �-. � �,.? T��+ r . �.� - -- •� . + � _ � n � Soi�Map,iai'ay�i��ot be valid at this scale. . ,� . _ � � � ,�.. ,�� , � �, fi-'_ ao� sa� zs„ N � I, �� ,Y � �- , + � '* � '�. .i .�'l�r, �b... .-_ � _ _ ls.-a'_ i �ii . ..i t ' � 1"'� � �o �, 23„ N 1 I I I i I I I 488700 488800 488.900 489000 489100 489200 489300 489A00 3 3 iV Map Scale: 1:5,390 if printed on A porhait (8.5" x 11") sheet. � � N Meters ° 0 50 100 200 300 � � � 0 250 500 1000 1500 Map projectlon: Web Mercator Comer coordinates: WGS84 Edge dcs: UTM Zone 13N WGS84 USDn Natural Resources Web Soil Survey 5/17/2022 � Conservation Service National Cooperative Soil Survey Page 1 of 4 Hydrologic Soil Group—Larimer County Area, Colorado MAPLEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons � A � A/D 0 B � B/D 0 C 0 C/D � D � Not rated or not available Soil Rating Lines :;t A � C � C/D . D � Not rated or not available Water Features Streams and Canals Transportation ,_._. Rails � Interstate Highways US Routes Major Roads Local Roads Background � Aerial Photography sy A/D r� B ,,.y� B/D . . C .y C/D ,.s,y D .. Not rated or not available Soil Rating Points � A o �o ■ B � si� MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) Iisted below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 16, Sep 2, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDn Natural Resources Web Soil Survey 5/17/2022 � 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 3 Altvan-Satanta loams, 0 B to 3 percent slopes 4 Altvan-Satanta loams, 3 B to 9 percent slopes 37 Fort Collins loam, 5 to 9 C percent slopes 48 Heldt clay loam, 0 to 3 C percent slopes 64 Loveland clay loam, 0 to C 1 percent slopes 74 Nunn clay loam, 1 to 3 C percent slopes 76 Nunn clay loam, wet, 1 C to 3 percent slopes 95 Satanta loam, 1 to 3 C percent slopes Totals for Area of Interest 68.4 38.2 0.0 9.2 15.9 2.2 11.8 12.9 158.5 43.1 % 24.1 % 0.0% 5.8% 10.0% 1.4% 7.5% 8.1 % 100.0% USDn Natural Resources Web Soil Survey 5/17/2022 � 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 5/17/2022 � Conservation Service National Cooperative Soil Survey Page 4 of 4 �•r.� i a �.�..A . a�� .-,�i: . .. _ � � � �- ir �J i .�.- �� -� � `Q"°i� "� +� \A', `�� ,. �� :� -' �� ` � ' �R` ��BAL � .�;� �� . � � ��r ��,.��. � � z ��_ � -�- ��a •� . 1 , � ..� p r„_ j�� !.�... .�►.�.�� .�a �� i� +� � � � ��;� �� '� �� A �� a ',»� ,�f,�' `' �` �'`' : ,� � 't)��i�-"�:� R, fA �u � ii`- f� �,� � . �r ' .� . '�, � ��, � p� u. e`c, =��,P' , . '��t � � f� c� ,� . d . ��J�� r'`"f I " 1 � �� y,� �i6;. �. �.w� �� '" �by'[5�,.•-r. . q 't ��f iA� � �``�� r,� '�la � = `'�-I y, � �l a '�� '� : � � , � , .,.�:r =�< .� k S> � � � . i �i � _; �.. �� . � -�s .� �,..I_ k ' ��° d .�sl��' ' � „' ��`{ A r � _ � � � �.: . � , � °�"�r. �' 7�_i► .� � . . _ , 'P_�'�_�"""" '� r��,. 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'� .�� r< �� t�. � l�r, ; �.� � � ��. `a }� 4 � � _ ' � �, . ►� � ,��-�,� � "° W ELI�qg ETH ST �`� — �" � � � (�t+.� • � �,�m,;:., ' T .'t. ;1�`;� ,� ?�,�i` �i�Ti '� � � �'� �► � e � r .�..��.�il�k. ,�—� � ' � � II �� r'�k. -� .y � � -�� * � � � ` �r � � �� ^I'I� � ` � i!.�� '�� '° '�`9� � " ° �,a� � � �':'� �'' I��rm '��P� ��W� -;,,1— al�•;"�.' � �,r�,y.;�N�- rc' ,�' "'�i. r w � �� W F, �r � � � �. �'�N ��" ��.. � . �� ,� � � : � y b" � � � . �" � �, f �' i ;� 1 y, , . � i . � ,� ` , �� p.,�l ry ' 4 ¢5— t` $� � � y � ��! i' P�� i� ik •��1.1 - � ''�� .�i� ..�-�i F �".�� '¢ � �dX�� !' ��-; �� ` t ' .��-'� �' m ��` ��°�.� �� ' A:�r � ° � r;'��1�� i � � � � � �i � ., � ' .�� I. �� ,� � ,� ,�k Y � ��'"� �. ��: W P�U Mti ST . .;q � � .�� S � `�� "� � `..,�" ,,� ' j ` �r 1 *h ry� �e�y'd5.i �,�� .t:�; � �P �'�'��v '�.'�'� _ r:t. � .=� � ��-� City Flood Risk Map Hiqh Risk City Floodway - Area of 100-year floodplain with greatest depths and fastest velocities. City Flood Fringe - May Include: - Areas of FEMA 100-year floodplain (FEMA Zones A, AE, AO, and AH) -Areas of City 100-year floodpiain including ponding areas and sheet flow areas with average depths of 1-3 feet. There is a 1% annual chance that these areas will be flooded. Moderate Risk May include: - Areas of FEMA 500-year floodplain (FEMA Zone X-shaded). - Areas of FEMA or City 100-year floodpiain (sheet flow) with average depths of less than 1 foot. - Areas protected by Ievees from the 100-year flood. Low Risk �IAreas outside of FEMA and City mapped 100-year and 500-year floodp�ains. Local drainage problems may still exist. This information is based on the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) and the City of Fort Collins Master Drainageway Plans. This letter does not imply that the referenced property will or will not be free from flooding or damage. A property not in the Special Flood Hazard Area or in a City Designated Floodplain may be damaged by a flood greater than that predicted on the map or from a local drainage problem not shown on the map. This map does not create liability on the part of the City, or any officer or employee thereof, for any damage that results from reliance on this information. All floodplain boundaries are approximate. N W r� o�0 140 280 S City of F,�t CO��IC1S GIS 420 560 � Feet Printed: 07/14/2021 . �� 1 -` �, f ;,. �IY .. � ,,�' �� . . „ ^, '}�� v � � rt�" ' � �'f� �-s� �ff `r �!� � ..L.��"r� ,� ,� . : � d�,p��`� * ' �� ; - �—J'' ... '° V�'d �. ` . ��ItlYi � 3'��. ,��" �i��l� �Tu' � ,�.�L._ �� ' . � .� � ,� ��a.; ��.,�*�,�� L� y'� � � ��,�".ry,,,l� . �. � y �:'I�� . � � � a .: J �I� ; , � :�� ARD P� i_� s � � ��y�`- � ' ,i!P 7r �� ,�E ! -� �� '' � �'�r_tr�0. , �. � i�er ,� � � � ' �' �t;.'`: �,� o:'��' �+�. !.. �\ �`�� ,, ��fi:. � � F�r:'. � � � , ��K �� NOTES TO USERS This map is 'for use in adminis4ering the National Fiood insurance Program. If does not necessarily identify all areas subject to flooding, particularly from local drainage sources of small size. The community map repository should be consulted for possible updated or additional flood hazard information. To obtain more detaiied information in areas where Base Flood Elevations (BFEs) and/or floodways have been determined, users are encouraged to consult the Flood Profiles and Floodway Data andlor Summary of Stillwater Elevations tables contained within the Flood Insurance Study (FIS) Report that accompanies this FIRM. Users should be aware that BFEs shown on the FIRM represent rounded whole-foot elevations. These BFEs are intended for flood insurance rating purposes only and should not be used as the sole source of flood elevation information. Accordingly, flood elevation data presented in the FIS Report should be utilized in conjunction with the FIRM for purposes of construction andlor floodplain management. Boundaries of the floodways were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements of the National Flood Insurance Program. Floodway widths and other pertinent floodway data are provided in the Floodway Data table shown on this FIRM. Certain areas not in Special Fiood Hazard Areas may be protected by flood control structures. Refer to Section 2.4 "Flood Protection Measures" of the Fiood Insurance Study Report for information on flood control structures for this jurisdiction. FEMA recommends that a Flood Insurance Policy be purchased fo� structures in areas where levees are shown as providing protection from the 1% annual chance flood. Flooding is not covered by standard property/fire/dwelfing insurance policies nor is it covered by Homeowners Insurance, Renters Insurance, Condominium Owners Insurance, or Commercial Property Insurance. Contact your insurance agent and local floodplain administrator for further information. Visit htt�://www.fema.aov/adf/fhm/frm qsah.odf for information on levees and the risk of flooding in areas shown as being protected by levees. The projection used in the preparation of this map was State Plane Colorado North (feet). The horizontal datum was NAD 83, GRS80 spheroid. Differences in datum, spheroid, projection or UTM zones used in the production of FIRMs for adjacent jurisdictions may result in slight positional differences in map features acrossjurisdiction boundaries. These differences do not affect the accuracy of this FIRM. Flood elevations on this map are referenced to the North American Vertical Datum of 1988. These flood elevations must be compared to sVucture and ground elevations referenced to the same vertical datum. For infortnation regarding conversion between the National Geodetic Vertical Datum of 1929 and the North American Vertical Datum of 1988, visit the National Geodetic Survey website at htta://www.nas.noaa.aov or contact the National Geodetic Survey at the following address: Spatial Reference System Division National Geodetic Survey, NOAA Silver Spring Metro Center 1315 East-West Highway Silver Spring, Maryland 20910 (301) 713-3191 To obtain current elevation, description, and/or location information for bench marks shown on this map, please contact the Information Services Branch of the National Geodetic Survey at (301) 713- 3242, or visit its website at htto://www.ngs.noaa.aov. Base map information shown on this FIRM was provided by the Larimer County GIS and Mapping Department. Additional input was provided by the City of Fort Collins Geographic Information Service Division. These data are current as of 2005. The profile baselines depicted on this map represent the hydraulic modeling baselines that match the flood profiles in the Flood Insurance Study report. As a result of improved topographic data, the profile baseline, in some cases, may deviate significantly from the channel centerline or appear outside the Special Flood Hazard Area. Corporate limits shown on this map are based on the best data available at the time of publication. Because changes due to annexations or de-annexations may have occurred after this map was published, map users should contact appropriate community officials to verify current corporate limit locations. Please refer to the separately printed Map Index for an overview map of the county showing the layout of map panels; community map repository addresses; and a Listing of Communities table containing National Flood Insurance Program dates for each community as well as a listing of the panels on which each community is located. Contact the FEMA Map Service Center at 1-800-358-9616 for information on available products associated with this FIRM. Available products may include previously issued Letters of Map Change, a Flood Insurance Study Report, and/or digital versions of this map. The FEMA Map Service Center may also be reached by Fax at 1-800-358-9620 and its website at htto://www.msc.fema.gov. If you have questions about this map or questions conceming the National Flood Insurance Program in general, please call 1- 877- FEMA MAP (1-877-33Fr2627) or visit the FEMA website at htto:!/www.fema.gov. Larimer County Vertical Datum Offset Table Vertical Datum Vertical Datum Flooding Source Offset (ft) Flooding Source Offset (ft) Cache La Poudre River 3.0 Example: To convert Cache La Poudre River elevations to NAVD 88, 3.0 feet were added to the NGVD 29 etevations. 1Q5° 1�, �5�� 40° 37' 30" � 1470000FT 1465000FT ALPACA TRAIL- RED RIDGE TRAIL- BIRCH DRIVE• REDWOOD COURT PECAN DRIVE— 1460000FT— BLUE SPRUCE DRIVE RED CEDAR DRIVE 1455000FT 3090000FT FLOODING EFFECTS FROM 3095000FT 3100000 FT 105° 07' 30" � 40° 37' 30" aa97000m N 449600om N a.t95000m N aa94000ro N City of Fort Collins �g01�2 449300om N City of Fort Collins � 080102 Larimer County — Unincorporated Areas �g�l�l LEGEND ,,x , y ; SPECIAL FLOOD FiRZARD AREAS (SFHAs) SUB3EC� �'O INUNDATION '-" �^-'` °`' BY THE 1% ANNUAL CHANCE FLOOD The 1% annual chance flood (700-year Flood), also known as the base flood, is the flood that has a 1% chance of being equaled or exceeded in any given year. The Special Flood Hazard Area is the area subject to flooding by the 1% annual chance flood. Areas of Special Flood Hazard include Zones A, AE, AH, AO, AR. A99, V, and VE. The Base Flood ElevaUon is the water-surface elevation of the 1% annual chance flood. ZONE A No Base Flood Elevatlons determined. ZONE AE Base Ftood Elevadons determined. ZONE AH Flood depths of 1 to 3 feet (usually areas of ponding); Base Flood Elevations determined. ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); average depths determined. For areas of alluvial fan flooding, velocities also determined. ZONE AR Special Flood Hazard Areas formerly protected from the 1% annual chance flood by a flood control system that was subsequently dxertified. Zone AR indicates that the former flood control system is being restored to provide protec[ion from the 1"/o annual chance or greater Flood. ZONE A99 Area to be protected from 1% annual chance flood by a Federal Flood protection system under construction; no Base Flood Elevatlons determined. ;r�� FLOODWAY AREAS IN ZONE AE The floodway is the channel of a stream plus any adjacent floodplain areas that must be kept free of encroachment so that the 1% annual chance flood can be carried without substantial increases in flood heights. � OTHER FLOOD AREAS ZONE X Areas of 0.2% annual chance flood; areas of 1% annual chance flood with average depths of less than 1 foot or with drainage areas less than 1 square mile; and areas protected by levees from 1% annual chance flood. � OTHER AREAS ZONE X Areas determined to be outside the 0.2% annual chance floodpiain. ZONE D Areas in which flood hazards are undetermined, but possible. Floodplain boundary Floodway boundary Zone D boundary ,. , � Boundary dividing Special hlood Hazard Area zones and n �> �^�; �;��.,ay��a��q �v �— boundary dividing Special Fiood Hazard Areas of different Base Flood Elevations, flood depths or flood velocities. �M� 513 M� Base Flood Elevation line and value; elevation in feet* (EL 987) Base Flood Elevadon value where uniform within zone; elevation in feet* *Referenced to the North American Vertical Datum of 1988 A A Cross section line 104° 50' 37.5" , 39' 30' 00" 3180000 FT az�saao mN KK6400 x Geographic coordinates referenced to the North American Datum of 1983 (NAD 83), Western Hemisphere 5000-foot ticks: Colorado State Plane mordinate system, North zone, Lambert Conformal Conic projection 1000-meter Universal Transverse Mercator grid ticks, zone 13 National Geodetic Survey bench mark (see explanation in Notes to Users section of this FIRM panel) MAP REPOSITORY Refer to listing of Map Repositories on Map Index EFFECTIVE DATE OF COUNTYWIDE FLOOD INSURANCE RATE MAP DECEMBER 19, 2006 EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL For community map revision history prior to couniywide mapping, refer to the Community Map History table located in the Flood Insurance Study report for this jurisdiction. To detertnine if flood insurance is available in this community, contact your insurance agent or call the National Flood Insurance Program at 1-800-638-6620. ,��'N�',. MAP SCALE 1" =1000' soo o �000 z000 FEET METERS 300 0 300 600 PANEL 0960F Panel Location Map aa92000r� N I�1�\111 FLOOD INSURANCE RATE MAP LARIMER COUNTY, COLORADO AND INCORPORATED AREAS PANEL 960 OF 1420 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) This Digital Flood Insurance Rate Map (DFIRM) was produced through a Cooperating Technical Partner (CTP) agreement between the State of Colorado Water Conservation Board and the Federal Emergency Management Agency (FEMA). R�yR,causF� U � • • s, '�r � G � L a . cc o ; a�` x ��:c.p:,�93'I �.�a Additional Flood Hazard Information and resources are available from local communities and the Colorado Water Conservation Board. 1450000FT 40° 33' 45" � 105° 11' 15" a85000m E 449.�OOom N 111�t 40° 33' 45" 105° 07' 30" CONTAINS: COMMUNITY NUMBER PANEL SUFFIX FORT COLLINS, CITY OF 080102 0960 F LARIMER COUNTY 080101 096Q F Notice to User: The Map Number shown below should be used when placing map orders; the Community Number shown above should be used on insurance applications for the subject community. ��pA�\��^ MAP NUMBER � ��p� °� 08069C0960F I`^ �FZAND ti�J4 EFFECTIVE DATE DECEMBER 19, 2006 Federal Emergency Management Agency NOTE: MAP AREA SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 7 NORTH, RANGE 69 WEST, AND TOWNSHIP 8 NORTH, RANGE 70 WEST AND TOWNSHIP 7 NORTH, RANGE 70 WEST, TOWNSHIP 8 NORTH, RANGE 69 WEST. City of Fort Collins Utilities �,.�t C�«In$ Floodplain Administration (970) 416-2632 City of Fort Collins Floodplain Review Checklist Development Review Submittals Instructions: Complete this checklist by marking all boxes that have been adequately completed. Put an"NA" next to any items that are not applicable to this particular submittal. Any boxes that are left blank and do not have an "NA" marked next to them are considered incomplete. Date of Review: Reviewer's Name: Plat Man The following required items are on the plat: ❑ 100-year floodplain boundary ❑ City ❑ FEMA ❑ Floodway boundary ❑ City ❑ FEMA ❑ These itiems match the FIRM. (FEMA Basin) ❑ These items match the Master Plan. (City Basin) Site Plan The following required items are on the site plan: ❑ 100-year floodplain boundary- FEMA and City ❑ 500-year floodplain boundary (if proposed structure is a"critical facility" anda500-yearfloodplainismapped) ❑ Floodway boundary ❑ Erosion buffer zones ❑ Restrictions related to use (ie. critical facility or no residential use of lower floor if floodproofed mixed use structure) Drainage and/or Grading Plan (or a separate Floodplain Sheet if it is too cluttered on Drainage and Grading Plan) The following required items are on the drainage and/or grading plan: ❑ 100-year floodplain boundary- FEMA and City ❑ 500-year floodplain boundary (if proposed structure is a"critical facility" anda500-yearfloodplainismapped) ❑ Floodway boundary Page 1 of 7 City of �„�t CO«InS ❑ Erosion buffer zones ❑ Cross-section locations ❑ BFE lines Fort Collins Utilities Floodplain Administration (970) 416-2632 ❑ Lowest floor elevation of structures (bottom of basement or crawl space is considered the lowest floor) ❑ The floodplain and floodway boundaries are in the correct location and labeled properly. ❑ The cross-section and BFE lines are in the correct location and labeled properly. ❑ Elevations are referenced to the 1988 datum: ❑ Floodway regulations have been met. ❑ No fill in the floodway unless a hydraulic analysis shows "no-rise". ❑ No manufactured homes, except in an existing park, can be placed in the floodway. ❑ No changing a nonconforming non-residential or mixed use structure to a residential structure. ❑ Landscaping meets requirements for no encroachment in the floodway withoutahydraulicanalysistoshow"no-rise". ❑ No storage of materials or equipment. ❑ A note is on the plans about the above floodway restrictions. ❑ Critical facilities regulations have been met: ❑ 100 year—no at-risk population, essential service, government service or hazardous material critical facilities ❑ 500 year Poudre—no at-risk population or essential service, critical facilities ❑ Any pedestrian bridges in the floodway that are not able to pass the 100-year flow are designed to be "break-away". ❑ Fences in the floodway will not block conveyance. Example: split-rail fence cabled together to not float, flap at bottom of privacy fence to allow water through (flap at BFE ar above). ❑ Any items in the floodway that can float (Example: picnic tables, bike racks, etc.) are noted as being anchored. ❑ Erosion Buffer Zone requirements have been met: ❑ Design of any allowed development minimizes disturbance to channel bed and banks. Page 2 of 7 City of �„�t CO«InS ❑ No structures allowed. Fort Collins Utilities Floodplain Administration (970) 416-2632 ❑ No additions to existing structures allowed. ❑ Any fencing is split-rail design and break-away, but cabled. Must be oriented parallel to general flow direction. ❑ No detention or water quality ponds. ❑ No bike ar pedestrian paths ar trails except as required to cross streams or waterways. ❑ Road, bicycle and pedestrian bridges must span erosion buffer zone. ❑ No fill. ❑ No outdoor storage of non-residential materials or equipment. ❑ No driveways or parlcing areas. ❑ No irrigated vegetation and non-native trees, grasses, or shrubs. ❑ No utilities except as necessary to cross streams or waterways. ❑ No grading or excavation except as required for permitted activities in erosion buffer zone. ❑ No construction traffic except as required for permitted activities in erosion buffer zone. ❑ Any construction in the erosion buffer zone shows that it will not impact the channel stability. ❑ A note is on the plans about the above erosion buffer zone restrictions. ❑ Any necessary floodplain modeling has been submitted and approved. All modeling must follow the City's floodplain modeling guidelines. Special Poudre River Regulations ❑ Poudre River Floodway Regulations have been met. ❑ No construction of new residential, non-residential or mixed- use structures. ❑ No redevelopment of residential, non-residential or mixed-use structures. ❑ No additions to residential, non-residential or mixed-use structures. ❑ No fill unless hydraulic analysis shows "no-rise". ❑ Poudre River floodplain regulations have been met ❑ No construction of new residential or mixed-use structures ❑ No additions to residential structures ❑ No additions to mixed-use structures if there is an expansion in the residential-use area of the structure. ❑ No floatable materials on non-residential sites ❑ Emergency Response and Preparedness Plan (ERPP) draft has been prepared. Page 3 of 7 City of Fort Collins Utilities �,.�t C�«In$ Floodplain Administration (970) 416-2632 Information Related to Structures in the Floodplain ❑ For structures in the floodplain, a table is shown that lists the following: ❑ City BFE at upstream end of structure ❑ FEMA BFE at upstream end of structure (if different than City BFE) ❑ Regulatory flood protection elevation ❑ Lowest floor elevation (bottom of basement or crawl space is considered lowest floor) ❑ Floodproofing elevation for non-residential structures (if applicable) ❑ Garage slab elevation ❑ HVAC elevation ❑ The BFE at upstream end of structures are correct based on interpolation between the cross-sections. ❑ The regulatory flood protection elevation is correct. ❑ The lowest floor and HVAC are at or above the regulatory flood protection elevation. ❑ Elevations are referenced to the 1988 datum. ❑ A typical drawing detail is included for each foundation type proposed (slab-on- grade, basement, crawl space) showing the elevation of the HVAC and lowest floor elevation (which includes bottom of the basement or crawl space) relative to the BFE. ❑ If garage is not elevated to the regulatory flood protection elevation, then a drawing detail is included showing vent placement, size, and number. ❑ There is 1 square inch of venting for every 1 square foot of enclosed area. ❑ The bottom of the venting is not higher than 1 foot above grade. ❑ The venting is on at least two sides, preferably on upstream and downstream sides. (Does not have to be divided equally). ❑ If a non-residential structure is to be floodproofed, one of these conditions is met: ❑ All requirements on separate sheet titled "Floodproofing Guidelines" have been met. ❑ If floodproofing information is not submitted as part of the plans, then a note is on the plans siating that floodproofing information will be submitted at the time of the building permit application. ❑ For manufactured homes, all submittal requirements on separate sheet titled "Installation of a Mobile Home Located in a Floodplain: Submittal Requirements" have been met. Page 4 of 7 City of Fort Collins Utilities �,.�t C�«In$ Floodplain Administration (970) 416-2632 ❑ If the floodplain use permit is not going to be submitted until the building permit is applied for, then a note is on the plans stating that the floodplain use permit will be submitted at the time of building permit application. ❑ A note is on the plans stating that a FEMA elevation or floodproofing certificate will be completed and approved before the CO is issued. This is required even if property is only in a City floodplain. Draina�e Report ❑ The site is described as being in the floodplain. Floodplain name and if the floodplain is a FEMA or City-designated is described. Any floodway or erosion buffer zones on the site are described. ❑ The FEMA FIRM panel # and date and/or the Master Plan information is cited. ❑ A copy of the FIRM panel with the site location marked is included in the report. ❑ If a floodplain modeling report has been submitted, that report is referenced. The reason for the floodplain modeling report is described. ❑ If a FEMA CLOMR or LOMR has been approved for the site, the case number is referenced. The reason for the CLOMR or LOMR is described. ❑ If a FEMA LOMR is required after construction, this is stated in the report. ❑ The location of the structures relative to the floodplain is described. If there is both a FEMA and a City floodplain on the site, the location of the structures relative to both is described. ❑ The use of the structures is described. This is to determine if the structure is residential, non-residential, or mixed-use. Also, structures in all 100-year and Poudre River 500-year floodplains cannot be used as a critical facility. (See Chapter 10 of City Code for definitions.) ❑ If in the Poudre River 100-year floodplain, the requirement to complete an Emergency Response and Preparedness Plan (ERPP) is discussed and the requirement for annual training drills and an annual update in the first quarter of every year is discussed. ❑ The report describes how the development is in compliance with the applicable floodplain regulation (Chapter 10 of City Code). (Examples: elevation of lowest floor above regtilatory flood protection elevation, floodproofing, floodway regulation, erosion buffer zone regulation, no-rise, etc.) Page 5 of 7 City of Fort Collins Utilities �,.�t C�«In$ Floodplain Administration (970) 416-2632 ❑ The type of foundation construction for the structures (i.e. slab-on-grade, crawl space, basement, etc.) is discussed in the report. ❑ The type of foundation matches with the lowest floor elevations and grading plan. ❑ If any of the garages are not going to be elevated above the regulatory flood protection elevation, the hydraulic venting requirements are discussed. ❑ For structures in the floodplain, a table is included (same table as on the Drainage/Grading Plan) that lists the following: ❑ City BFE at upstream end of structure ❑ FEMA BFE at upstream end of structure (if different than City BFE) ❑ Regulatory flood protection elevation ❑ Lowest floor elevation (bottom of basement or crawl space is considered lowest floor) ❑ Floodproofing elevation for non-residential structures (if applicable) ❑ Garage slab elevation ❑ HVAC elevation ❑ Elevations are referenced to the NAVD 1988 datum. ❑ If the floodplain use permit is not going to be submitted until the building permit is applied for, then a note must be included in the report that states the permit will be submitted at the time of building permit application. ❑ If floodproofing information is not subinitted as part of the plans, then a note must be in the report stating that floodproofing information will be submitted at the time of the building permit application. ❑ A note is in the report stating that a FEMA elevation or floodproofing certificate will be completed and approved before the CO is issued. ❑ In the compliance section, Chapter 10 of City Code is listed. Floodplain Use Permit ❑ Floodplain Use Permit has been submitted for each structure. ❑ Permit fee has been submitted. ❑ All information on permit matches the plans. ❑ All information on permit meets floodplain regulations. Page 6 of 7 City of �„�t CO«InS FEMA CLOMR A�proval ❑ FEMA has approved any necessary CLOMRs. Fort Collins Utilities Floodplain Administration (970) 416-2632 ❑ The City has received copies of all updates to the FEMA submittal. Additional Comments: Floodplain terminology is deiined in Chapter 10 of City Code. NOTE: Issues specific to individual sites may arise that result in additional requirements. These will be discussed during initial meetings with the applicant. Please refer to Chapter 10 of City Code for specific floodplain regulations. Page 7 of 7 19 APPENDIX B - HYDROLOGIC CALCULATIONS COMPOSITE % IMPERVIOUS CALCULATIONS Subdivision: Poiestar Location: Fort Collins Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 5/17/24 Paved Roads and Walks Single Family Lats Roofs Landscaping/Lawns Weighted Weigh[ed Weighted BasinsTotal Weighted % Imp. Basin ID Total Area (ac) %Imp. Area (ac) %�m % Imp. Area (ac) � �m % Imp. Area (ac) � �m % Imp. Area (ac) Weighted %Imp. P� P P� A1 1.02 100% 0.03 2.9% 45% 012 5.4% 90% 0.07 6.0% 2% 0.80 1.6% 15.8% A2 0.60 100% 0.19 31.5% 45% 0.00 0.0% 90% 0.12 17.6% 2% 0.29 1.0% 50.1% A3 OJ8 100% 0.08 10.0% 45% 0.00 0.0% 90% 012 13.9% 2% 0.58 1.5% 253% A4 1.23 100% O58 47.6% 45% 0.00 0.0% 90% 0.23 16J% 2% 0.42 0.7% 65.0% AS 0.42 100% 0.06 14J% 45% 0.00 0.0% 90% 0.19 41.1% 2% O.11 D.S% 56.5% A6 1.03 100% 0.61 59.7% 45% 0.09 4.1% 90% 0.05 4.4% 2% 0.27 0.5% 68.7% A7 0.85 100% 0.48 571% 45% OA1 0.5% 90% OAS 4.9% 2% 031 OJ% 633% A8 O58 100% 039 66.7% 45% 0.00 0.0% 90% 011 16.8% 2% 0.09 03% 83.8% A9.1 0.16 100% 0.05 32.2% 45% 0.00 0.0% 90% 0.09 52.0% 2% 0.02 0.2% 84.4% A9.2 0.03 100% 0.01 37.2% 45% 0.00 0.0% 90% 0.01 16.4% 2% 0.01 0.9% 54.5% A10 0.09 100% 0.02 25.5% 45% 0.00 0.0% 90% 0.06 58.7% 2% 0.01 0.2% 84.7% All 0.13 100% 0.04 34.7% 45% 0.00 0.0% 90% 0.05 33.6% 2% 0.04 0.6% 68.8% Al2 016 100% 0.06 21J% 45% 0.00 0.0% 90% 0.03 lOJ% 2% 0.17 13% 33J% A13 0.40 100% 0.03 7.2% 45% 0.00 0.0% 90% 0.23 531% 2% 0.13 OJ% 61.0% A14 0.09 100% 0.00 0.0% 45% 0.00 0.0% 90% OA2 19.6% 2% 0.07 1.6% 211% A15 0.49 100% 0.06 11.6% 45% 0.00 0.0% 90% 0.06 10.3% 2% 0.35 1.5% 23.Sh A16 0.13 100% 0.06 45.0% 45% 0.00 0.0% 90% 0.00 0.0% 2% 0.07 1.1% 461% A17 0.43 100% 0.04 9.0% 45% 0.00 0.0% 90% 0.09 19.1% 2% 0.30 1.4% 29.6% A18 0.70 100% 0.17 24.8% 45% 0.00 0.0% 90% 0.16 20.8% 2% 037 1.0% 46.6% A19 0.31 100h 0.13 42.8% 45% 0.00 0.0% 90% 0.05 13.4% 2% 0.13 0.8% 57.Oh Bl 1.23 100% 0.32 25.6% 45% 0.00 0.0% 90% 0.32 23.3% 2% 0.60 1.0% 49.8h B2 031 100% 0.18 58.1% 45% 0.00 0.0% 90% 0.07 191% 2% 0.06 0.4% 77J% Cl 0.28 100% 0.00 1.2% 45% 0.00 0.0% 90% 0.14 44.8% 2% 0.14 1.0% 47.0% C2 0.32 100% 0.02 6.2% 45% 0.00 0.0% 90% 0.08 23.0% 2% 0.22 1.4% 30.5% D1 0.35 100% 020 55.9% 45% 0.00 0.0% 90% 0.03 7.5% 2% 0.13 0.7% 64.1% D2 0.22 100% 0.11 50.1% 45% 0.00 0.0% 90% 0.03 12.0% 2% 0.08 0.7% 62.9% D3 0.16 100% 0.09 53.2% 45% 0.00 0.0% 90% 0.03 16.1% 2% 0.05 0.6% 69.8% D4 0.25 100% 0.14 54.9% 45% 0.00 0.0% 90% 0.01 5.2% 2% 0.10 0.8% 60.9% DS 0.29 100% 0.15 513% 45% 0.00 0.0% 90% 0.05 153% 2% 0.09 0.6% 673% D6 0.28 100% 0.16 57.3% 45% 0.00 0.0% 90% 0.00 0.0% 2"/0 0.12 0.9% 58.2% D7 0.11 100% 0.07 66.1% 45% 0.00 0.0% 90% OA2 191% 2% 0.01 03% 85.5% DS 0.19 100% 0.15 78.9% 45% 0.00 0.0% 90% OA2 11.4% 2% 0.02 Q2% 90.5% E1 2.24 100% 0.41 18.3% 45% 1.10 22.1% 90% 0.00 0.0% 2% 0.73 0.6% 41.1% E2 0.54 100% 0.19 34.6% 45% 013 19.1% 90% 0.00 0.0% 2% 0.12 0.5% 542% E3 0.31 100% 0.11 35.0% 45% 0.17 23.7% 90% 0.00 0.0% 2% 0.04 0.2% 59.0% Fl 3.92 100% 0.04 1.0% 45% 0.53 6.OY 90% 1.00 22.9% 2Y 2.36 1.2% 31.2% Onsite Basins 20.75 47.5% 17W 10.20 45.0% O51 0.61 100% 0.00 0.0% 45% 0.00 0.0% 90% 0.09 13.5% 2% 0.52 1.7% 15.2% 052 0.09 100% 0.03 36.0% 45% 0.0% 90% 0.01 13.8% 2% 0.04 1.0% 50.8% x�.��e�n�.,o-unvnii=..ntr'��v.�u�niir,'��o�c��m._r.,ir��_qin...i�m vFl�. �r_.�iu_u?.� T:U911qUU.i�IIUY'/9'/111\ExcellDminogcV9'/9'/111I)rnino@c_Calcs_l'cm�letc_v2.M..xlsm Pn@c?of? 5/I]/]II?J Table 4.1-3. Surface Type — Percent Impervious COMPOSITE RUNOFF COEFFICIENT CALCULATIONS Subdivisian:Polestar ProjeRName: Polestar Location: FortCollins ProjectNo.:39]9].Ol [alcula[ed By: ARl CheckedBy: Date: S/1]/24 � NOTES: T,=T�+T� Wh : T ime o( Concentra[ on, m nutes T ' I rWerlantlFlowTmeofConcentraciom m� s T, - Channelieed Flow -n Swa e, Guner or G pe, m nu[esut wne �- - engtneo arlaw.�eet 'mens�on4ss STANDARD FORM SF-2 TIME OF CONCENTRATION Projec[Name: Polestar ProjeR No.:39]9].O1 Calculated By: AR1 Checked ey: Date: 5/lI/24 Velo3,ry �.vu ,Smao Sce..�m,n e.. STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Subdivision: Polestar Location: FortCollins Design Storm: 2-Year Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: 5/17/24 DIRER RUNOFF TOTALRUNOFF STREET PIPE TRAVELTIME � STREET - � _ � e .0 - REMARKS � a � � ¢ � m m ' _ m ' - - c _ _ E a � E a � a a _ �E o - - - El 2.24 0.02 14.0 0.06 1.92 0.1 Flow from S W M M 17W 11.7 O51 0.61 0.00 11.0 0.00 2.13 0.0 052 0.09 0.00 11.0 0.00 2.13 OA Flow Into Pan le 11.8 Flow into Pan 2e E2 0.54 0.07 12.D 0.04 2.05 0.1 11.9 Flow into pan and then swale 5.1 11.9 Runoff Drains into type C- all runoff captured for 2- year event 5.2 11.9 Total runoff into overflow swale piped flow into the pond Ongrade inlet- Drains m Pond 3e E3 0.31 0.14 11.0 0.04 2.13 0.1 Runoff Collected Via Nyloplastic and A�5 pipe 19a A19 0.31 0.55 7.0 0.17 2.52 0.4 7.00 0.17 2.52 0.4 0.4 0.2 0.5% 12 194 1.4 2.3 Drains-BasinAl9 RunoR Collected Via Trench Drain and ADS pipe 18a AIS 0.70 0.45 11.0 032 2.13 0.7 11.0 0.49 2.13 1.0 1.0 0.5 0.5% 18 139 1.4 1.6 DrainS - Basin A19 and A78 Runoff Collected Via Nyloplastic and ADS pipe 17a A17 0.43 0.29 11.0 0.12 2.13 03 12.6 0.61 2.01 1.2 1.2 0.6 0.3% 18 90 1.2 1.3 Drains - Basin A39, A18, and A17 Runoff Collected Via Nyloplastic and ADS pipe 13a A73 0.40 0.63 8.0 0.25 2.40 0.6 0.6 0.3 0.9°h 12 SO 1.9 0.4 �rains Basin A13 Runoff Collected Via Nyloplastic and ADS pipe 15a AIS 0.49 0.22 11.0 0.11 2.13 0.2 11.0 0.36 2.13 0.8 0.8 0.1 0.8% 18 90 1.8 0.8 Drains Basin A13, and A15 Runoff Collected Via Nyloplastic and ADS pipe 14a A14 0.09 0.21 50.0 0.02 2.21 0.0 11.5 0.38 2.07 0.8 O.S 0.02 0.8% 1S 70 1.8 0.7 Drains Basin A13, A15, A14 Runoff Collected Via Nyloplastic and ADS pipe 16a Alfi 0.13 0.43 10.0 0.06 2.21 0.1 12.5 0.44 2.02 0.9 0.9 0.1 0.8% 18 140 1.8 1.ODrainsBasinA13,A15,A14andA16 .\:��Y �II�"v]y��ll\r. I',I E.:ay�y] I u�' _Cul.a_ � 1� _ Il..eb�� I f _. t..ii..l STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Subdivision: Polestar Location: FortCollins Design Storm: 2-Year Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: 5/17/24 DIRER RUNOFF TOTALRUNOFF STREET PIPE TRAVELTIME � STREET - � _ � e .0 - REMARKS � a � � ¢ � m m ' _ m ' - - c _ _ E a � E a � a a _ �E o - - - l0a AIO 0.09 0.86 5.0 0.08 2.85 0.2 0.2 0.1 4.8% 6 60 4.4 0.2 RunoFf Collected Via Nyloplastic and ADS pipe 1.1 13.5 0.53 1.95 1.0 1.0 0.5 0.5% 18 30 1.4 0.4A13,A15,A14,A16+A10 Runoff Collected Via Nyloplastic and ADS pipe 12a Al2 0.26 0.32 11.0 0.08 2.13 0.2 13.9 0.61 1.93 12 1.2 0.1 0.5% 18 15 1.4 0.2A13,A15,A14,A16+Al0andAl2 Runoff CollecCed Via Nyloplastic and ADS pipe lla All 0.13 0.68 7.� 0.09 2.52 0.2 0.2 0.1 5.0� 6 9 4.5 0.0 A13, A15, A14, A16+A10 and Al2, All 1.2 14.1 1.31 1.92 2.5 2.5 1.3 O.SY 24 90 1.4 1.1 Collected Runoff BasinsAll-A19 9.1A A9.1 0.16 O.SS 5.0 0.14 2.85 0.4 0.4 0.1 2.5% 8 20 3.2 0.1 9.2a A9.2 0.03 1.08 5.� 0.03 2.85 0.1 15.2 1.48 1.86 2.7 2.7 1.5 0.5% 24 230 1.4 2.7 Total Runoff 8asins9.la-19a [wrt -yard Sa AS OA2 0.57 9.0 014 2.30 0.6 Drains ro nyloplatic and type C inlets 1.3 17.9 1.7Z 1.71 2.9 2.9 1.7 0.5% 24 400 1.4 4.7 Runoff drainsto sump inlet at Dp 7a 7a A7 0.85 0.60 13.0 0.51 1.98 1.0 1.4 22.fi 2.23 1.51 3.4 3.4 2.2 0.5% 24 22 1.4 0.3 Runoff From alley and temple frontage 8a AS 0.58 0.81 8.0 0.47 2.40 1.1 1.1 0.47 0.87% 217 1.9 1.9 Drains to Plum Street Basln A8 Runoff From alleys and cemple frontage 4a A4 1.23 0.63 13.� 0.77 1.98 LS 13.0 1.24 1.98 LS 2.5 �.77 0.87% 83 1.9 0.7 8asins A8 and A4 Runoff From alleys, open space and temple frontage 3a A3 0.78 0.24 11.0 0.19 2.13 0.4 13.7 1.43 1.94 2.8 2.8 0.19 0.87Y 74 1.9 0.7 Basins A8, A4, and A3 Runoff From alleys, open space and temple frontage 2a A2 0.60 0.49 11.0 0.29 2.13 0.6 14.4 1.72 1.90 33 3.3 0.29 0.70% 118 1.7 12 Basins A8, A4, and A3, A2 Total infow ro sump Inlet a[ DP 6a 6a A6 1.03 0.67 14.0 0.69 1.92 1.3 15.6 2.41 1.83 4,4 Basins A6, A8, A4, and A3, A2 Toatl runoff into Sand Fil[er Fore6ay - Basin A2-A19 1.5 22.9 4.64 1.49 6.9 6.9 4.6 O.SY 30 �._v .air�_ .�,uir«<ii � E �.� __c,i<,_ ,nia. �_ ,...,�� a _._ ..o.a STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Subdivision: Polestar Location: FortCollins Design Storm: 2-Year Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: 5/17/24 DIRER RUNOFF TOTALRUNOFF STREET PIPE TRAVELTIME � STREET - � _ � e .0 - REMARKS � a � � ¢ � m m ' _ m ' - - c _ _ E a � E a � a a _ �E o - - - A1 1.02 0.17 11.0 0.17 2.13 0.4 Overflow into the Polestar Detention Pond 1.6 22.9 4.81 1.49 71 7.2 O.SY 30 Overflows and Is then Piped in Type D inlet 16 81 1.23 0.49 11.� 0.60 2.13 1.3 26 B2 0.31 0.75 11.� 0.24 2.13 0.5 Ruo-off into rain garden 2.1 11.0 0.84 2.13 1.8 1.8 6.5% 12 Overflow inta pond Runoff Into ftG lc Cl 0.28 0.48 5.0 0.14 2.85 0.4 Runoff into RG 2c C2 0.32 0.30 10.0 0.10 2.21 02 0.2 0.43% 10 7d �7 0.11 0.83 10.0 0.09 2.21 0.2 ad os o.ie o.s� s.o aie z.ao o.a io.o o.zs z.n ae Runoff into rain garden 3.1 10.0 �.49 2.21 1.1 1.1 4.4% 12 Overtlow into pond piped in ADS pipe .\:�3Y,lillli�.ull�.;v]y)�rl\exi�el\I�mi�ivEe`xv�y]til u�aino_._Cul.�_I.mnivi _��Dl.Klr�� li,fi ;. il..ii..l STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Subdivision: Polestar Location: FortCollins Design Storm: 2-Year Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: 5/17/24 DIRER RUNOFF TOTALRUNOFF STREET PIPE TRAVELTIME � STREET - � _ � e .0 - REMARKS � a � � ¢ � m m ' _ m ' - - c _ _ E a � E a � a a _ �E o - - - Basin D1 ld �l 0.35 0.61 10.0 0.21 2.21 0.5 Drains via curb cut to RG 2d �2 0.22 0.60 11.0 0.13 2.13 03 11.0 0.34 2.13 0.7 easins �l and D2 Drains via curb at to RG 3d D3 0.16 0.67 10.0 0.11 2.21 0.2 11.0 �.45 2.13 1.0 Basins D1,D2 and D3 Runoff into rain garden 4.1 11.0 �.45 2.13 1.0 1.0 0.5% 18 60 1.4 0.7 Overflow into pond Runoff into RG Sd DS 0.29 0.65 11.0 0.19 2.13 0.4 Total Runoff into RG 4d �4 �.25 0.58 10.0 0.14 2.21 03 11.0 0.33 2.13 0.7 Piped runoff into tYPe C inlet 4.2 11.7 0.78 2.07 1.6 1.6 O.SY 18 173 lA 2.0 Runoff Drains into RG Drains via Curb Cu[ 6d D6 0.28 0.54 12.0 0.15 Z.OS 03 Runoff �rainsinto Polestar Detention Pond 4.3 13.7 �.93 1.94 18 1.8 0.8% 18 Piped easin D6-�l Notes: Sireet and Pipe C'A values are determined bY 4/i usingthe catchment's intensity value. a:��v,nonu.�ir.;v�vini�rx.<�noN��ner�xv�e�oi u��s._cw.,-r.�nNni. ��.o�...iy�� y a�,r� ;. o...n.a STANDARD FORM SF-3 STORM DRAINAGESYSTEM DESIGN (RNTIONAL METHO� PROCEDURE) Subdivision: Polesiar Lo[ation: Fort Collins Oesign Storm: 100-Vear Projec[ Name: Polestar Projec[ No.: 39]9].O1 Calcula[ed By: ARl Checked By: oaoe: s n/za DIRECTRUNOFF TOTALRUNOFF STREET PIPE TRAVELTIME STREET - ' REMARKS _ _ E � E � E O' - CJ Cl - O - - ' E1 . 2a24�'., 0.65 14.0��. 1 45 6.]ll 9 l . _ . . . . 1]W I I I I 59.9 y II II V II II V II > I� flowfromSWMM OS1 0.61�I 0.14�I 11.O�I 0.09I ].42I1 0,] I I I �I I I 052 I 0.09II 0.49I 11.OI 0.04 ].42 0.3 I I I I I I Flow Inw Pan le I>0.6 I Flow In[o Pan 2e EZ I 0.54, O.fi2l 12.O1i 0.33 J.16� 2.4 I J34 �I I I I I I I Flow-intopanantlMenswale 5.1 I 30.3 ftunoff �rains into type C- with 1 ft ot head inlet - 42.] cts �rains into Swale 5.2 I ]3.0 Totalrunoffintooverflowzwale pipedflow�intothepond 3e E3 0.31��, O.J4 I1.0', 0.23 J.42I, S.J I I I Ongratle�inlet- �rainsto Pond flunoffCollected Via Nyloplastic and A05 pipe 19a A19 0.31�. 0.68 5.0� 0.21 9.951i 2.1 S.00I 0.21 9.95I 2.1 2.11l 0.2 0.5% 12 134 1.4 2.3Drains-BasinAl9 Runoff Collected V a Trench �ra n and A�5 pipe 18a A18 0.]0��, O.SJ 11.0'i 040I J.42I 3.0 I1.OI 0.61I ).42I 4.5 4.SI 0.6I 0.5%I 18 139 14 1.60ra�nz BasnAl9andA18 1Ja A1J 0.43�'. 0.3fi I1.0'i 0.16I J.42I, 1.2 12.6I O.JJI ].02I' S.4 54I� 0.8I� 0.3%I 18 90 1.2i 1.30ra�inffCBasin[AI9,�N1�8Ia�ndql�andADSPiPe flunoffCollected Via Nyloplastic and A05 pipe 13a A13 0.40� O.J9 5.0� 0.31 9.95I'i 3.1 I I I 3.11 0.3 0.9% 12 50 1.9II 0.4DrainsBasinNl3 ' ' ' � ' � Runoff Collected V a Nyloplastic and A�5 pipe lSa A15 049�� 0.2J 11.0', 0.14 J.42I 1.0 I1.OI 0.45 ].42I 3.3 3.3II 0.1 0.8h 18 90 1.8I 0.80ra�nsBainNl3,andN15 � �� ' ' ' ' ftunoff Collec[ed Via Nyloplastic and A05 pipe 14a A14 0.09'��. 0.2fi 10.0', 0.02 J.]2I, 0.2 11.8I 0.4J ].31I 3.� 3 4� 0.02 0.8'/e 18 IO 1.8 �.J Ora�ins Basin N13, A15,F14 � � � � � � � � � flunoff Collected Via NYloplasticand A05 pipe 16a Alfi �.13'" 0.53 9.OI O.�JI 9.031i 0.6 12.SI 0.54i ].04I; 3.8 3.BI 0.1 0.8'/0l 18 140 1.8 I.ODra�insBas�inN13.A15,F14andA16 l0a A10 0.09� 1.00 S.OIi 0.09I 9.95I! 0,9 I I I I 0.9I, 0.1� 4.8%I 6 60 4C 0.2 1.1 I I I I 13.SI 0.63I6821 4.3 I 4.3I' 0.6� �.5%I 18 30 1.4I 0.4A13�AS�IA14eq16aNAio�plasticandADSpipe 12a Al2 0-26�. 040 l�-0�� O.lOI >-42I' 0.) 13-9I 0)3 6.)3I' 4_9 I 4_9I 0-1 OSrt.I 18 15 14I 01A�3off'SOIA14en1Ga+NASOandnl2tlAD5pipe � RunoffCollpcled Vla Nyloplastic and ADS pipe lla All U.13�� 0.85 5.0� 0.111 9.951i 1.1 l,ll 0.1� 5.0%�. 6 9�. 4.SI O.OA13,n15,A14,Fl16+AlUandnl2,/+11 l.i 14.1 1.61 6.69I10.8 10.81' 1.6� 0.5'MI 24 90 14 1.SCollec[edRunoffBasinsHll-A19 9.1A A9.1 0.16�. 1.U0 5.0'. 0,16I 9.95I 1.6 1.6I 0.2 2.5% 8 20 3.2 0.1 9.2a n9.3 0.03�� 1.00 5.0� 0.03I 9.95 0.3 15.1I 1.80 6.48��, 11.) 11.)I'� 1.8� 0.5°�.i 24 230 14 2.]TotalRunoffBasins9.1a�39a Sa �S 0.42��.. 0.�]. 6.0'� 0.30.. 9.31I 2.8 II I II I II II D�ra n`sto nYloPlat c andtVPe Cinlets 1.3 1].9I 2,101 5.94I1 11.5 12.SI 2.1 0.5%I 24 400 1.4I 4.J STANDARD FORM SF-3 STORM DRAINAGESYSTEM DESIGN (RNTIONAL METHO� PROCEDURE) Subdivision: Polesiar Lo[ation: Fort Collins Oesign Storm: 100-Vear Projec[ Name: Polestar Projec[ No.: 39]9].O1 Calcula[ed By: ARl Checked By: oaoe: s n/za DIRECTRUNOFF TOTALRUNOFF STREET PIPE TRAVELTIME STREET - ' REMARKS _ _ E � E � E O' - CJ Cl - O - - ' � m ¢ � y . V _ _ � ftunoffdrainstosumpinletatDpJa �a n� o.asl o.�s ia.o� aeal s.9zl'�, a.a y i.a ... I .. . ... zzel z.�all s.zsll� iaa .. � iaall z.�li os�ll � za zz i.a�l o.a Ba F8 �.58�''. 1.0� S.OI O.SBII 9.95II! 5.8 II II II 5.8 0.58II O.8J% .. .. 21J 1.9II 1.9 DrainfftFo Plumll5[reet�9as PqBfronta6e Hunoff From alleVs and temple frontage Ga A4 1.23�� O.J9 10.0� 0.9JI J.]2I'�, ].5 IO.OI 1.SSI J.]2I' 12.0 12.0 0.9JI O.8J% 83 1.9 O.J Basins A8 and A4 ' ' ' ' ' RunoffFromalleys,openspaceandtemplefrontage 3a N3 0.]8�'. 0.30 11.0'� 0.24 J.42I 1.8 I1.OI 1.J9 ].4�I13.3 13.3 0.24 O.8J% ]4 1.9I O.JBasinsA8,N4,andN3 � � � � �� ' ftunoffFromalleys,openzpaceandtemplefronta@e 2a A2 0.60� 0.61 I1.0 0.36 J.�2I 2.J 11.I 2.15 ].24� 15.6 15.6 0.36 O.JO% 118 1.J 1.28asinsA8,F6,andN3,A2 � � � � � � � Total infow to sump inlet at OP 6a 6a N6 1.03�� 0.84 t2.0� 0.86 J.16�'�. 6.2 12.9 3.01 6.94'. 20.9 6asinzAG,A8.A4.andA3,F2 Toatl runoff into Sand F�ilter forebay - Basin N2-A19 1.5 22.9I S.JS 5.21 30.a 30.0 5.] 0.5% 3a N1 1.02��. 0.21 11.0'� O.11 J.42I 1.G � � � � � � � � � � � � � Overflow inmthe Polestar �etention Vontl 1.6 22.9I 5.96 5.21I 31.1 31.11 0.5'Ye 30 Overflowsand'�zthenPiped'rnType�lnlet m ei i.za'. aei ii.o� o.is� zazll'�, s.s I 2b 82 0.31��. 0.94 6.0', 0.34I 9.311i, 2.8 .. . . 2.1 . . . . . . 11.OII S.OSI ].42I1i ].8 II ]8II fi.5%II 12 II Overflow nor�a�nntlrtlen lc Cl 0.28II O.fil 5.0� 0.]JIII 9.95IIli 1.J II II II II II II Runoff-intoRG 2c C2 0.32��. 0.38 30.0', 0.12I J.]2I 0.9 I I I 0.91i �.43h1 30 I updat �[010 nchesindh id w o.u�, i.00 s.o�, aii 9.9s1i i.i ad os o.i9� ioo s.o' o.i� s9sli i.9 s.oll 0.3o s.ss'�. 3.0 Punoff -inm rain garden 3.1 10.0 0.59 ] �2I 4.6 4.6I 9.4'Yo 12 Overflow into pond plped In NDS pipe � � ' � OasinDl ld Dt 0.35� O.J6 10.0, 0.2J J.]2II, 2.1 2d 02 0.22'�, O.JS 11.OI O.lfil J.42I 1.2 11.OII 043 J.42I� 3.2 Bas-insDlantlb�CZttoRG 3d D3 0.1G��. 0.84 9.0� 0.14, 8.03II 1.1 I1.OI O.SJ J.G2li 4.2 �I II �I Ora�insviacurbcut[oR6 Oasins D1,D2 and D3 4.1 . .. .. . .. 11.OI O.SJ J.42I 4.2 .. � 4.2I ��.. 0.5% 19 60�.. 1.4 O.J Overflo�wtinropo�a�rden � � � � � � � ftunoff�intoR6 sd os azsll! osii s.ol o.zall s.aell z.o 4d D4 0.25I 0.�2I 14.OI O.18I �.]2�II 1.4 IO.OII 0.42II �.]2lli 32 II II II II II I II 1oblRunoff�inroRG �� ' ' ' I � ' � ' � I ' ' ' PipedrunafflntatypeClnlet a.z ii.�l 0.99 zza� zz zzl os�l is ii3 i.al z.o . . . . . i . . . . . . a��off orams mm a� o�ams ��a aro c�� 6d 06 0.28' 0.68 12.0� 0.19 J.lbll 14 Runoff �rains inm Poleslar �etention Pond 4.3 13.]I 1.18 6J>I 8.o S.OII� 4.8^/0l 18 PipedBasin�6-Dl Notes'. Street and Gipe C*A values are determined by o/�i using [he catchmen['s intensiry value. PIPE OUTFALL RIPRAP SIZING CALCULATIONS subdivision: Polestar vrojeRName: Polestar �ocation: FortCollin- arojectno.: 39797.01 calculatedey: ARl Checked By: Da[e: 5 17 24 STORM �RAIN SVSTEM DESIGNPOINT-2.1 OESIGNPOINT-3.1 DESIGNPOINT-4.3 DesignPoint5.1 DesignPoint-3e DESIGNPOINT-1.5 Na[es Q�ool�s�: ].8 4.6 8.0 303 1.] 30.0 Canduit Pipe Pipe Pipe Pipe Pipe Pipe �„ Pipe Diameter (in�: 12 12 18 30 15 30 W,BoxWidthlftl: N/A I N/A N/A N/A N/A N/A H, Box Helght�fi�: N/A 4 N/A N/A I N/A I N/A N/A V„Tailwater Depth (ft�: 0.40 I 0.40 0.40 � 1.88 I 0.40 1.88 If unknown, use V�/O, (or H �-0.4 V�/DcarY�/H 0.40 I 0.40 I 0.2] 0.]5 I 0.32 I 0.]5 PondTwassumedtobea[]SVt/Hfor�P1.5 __ - _ _ __ ..____- __ ..__.___. __--._.-_ - Q/D�SorQ/�WH'�'� ].]9 4.55 2.90 � 3.0] 0.98 3.03 Supercri[ical? Ves Ves Ves Yes Ves Ves V,,. Normal Dep[h (ft� jSupercri[ical�: 0.72 0.58 0.63 0.87 0.53 2.50 ��,N„P�Ils�petirlcl�ap: o.s5 0.�9 i.o� � i.5s � o.s9 zso o„=(o,+r�ijz Rlprap d;�� (in) [Supercritical]: 6.]6 4.05 I 6,50 3.36 1,46 2.95 R'iprapd;��in�[S�bcritical]: N/A I� N/A I N/A � N/A � N/A I N/A Required Riprap Size: � I L I L L L I L Fig.9d8 or Fig.936 tl�''n, 9 . 9 . 9 . 9 . 9 , 9 - ExpansionFactor,l/(2tan(J�: 3.00 3.00 3.00 I 3.00 I 3.00 3.00 ReadfromFig.9-35or9-36 �� 0.17 0.17 0.17 0.17 �17 0.17 ErosiveSoils? No I Na � No � No � Ves No Area of Flow, A�(k'�: 1.11 0-65 Ll4 4.33 034 4.28 A�=Q/V Leng[hofPm[ection,Lv�ft�� 5.3 1.9 4.1 -0,6 � -1.2 I -0.7 L=�1/�2tanH��At/Vt-�) Mln Lengih (k) 3,0 3.0 45 � 7.5 3.8 I 7.5 Min 1=30 or 3H Max Leng[h (k) 30.0 10.0 �I 15.0 I 25.0 12.5 I 25.0 � Max L=30D or lOH Min 8ottam Width,T (f[�: 2.8 1.6 2.8 2.3 0.9 2.3 T=2'� p*tanF))+W Design leng[h �tt� 6.0 3.0 4.5 7.5 3.8 7.5 Design Width (ft) Z,g 1.6 2.8 2.3 0.9 2.3 Riprap Dep[h�in) 18 18 18 18 18 18 � Dep[h=2�dsa� Type II 6edd'ing Depth (in�* 6 6 6 6 6 6 'Not used if Sail Piprap Cutoff Wall No No No II Ves II No II Ves Cutoff Wall Depth (ft) II II 2.0 I 2.0 Depth of Riprap antl Base Cumff Wall Width (R) I � 8.3 8.3 � Note: No Type II Base to 6e used if Soil Riprap Is specified within the plans * For use when the flow in the culvert is supercritical (and less than full�. B . E.pana�en Ano4 ^I� � � � i1��e 9.)t. I.�pa��M�� (��ior lor �Ir��l�r �oq�lul�� 6 0 � � ti� � , 4y� � S Z 11Lare v.lb. 1 �Pan.b� f�clor far �rc��eRal�r <o�dull. TAiLW>TER DE�TN/CQIDUIT MEIGHT, Y�/D O' O .1 2 ! S 6 � 8 9 1 O TAI�MtTER DEPTM/CONWITHEIGN�-Y�/N OVERFLOW CHANNEL CC - RIPRAP CALCULATIONS Subdivision: Polestar Village Location: Fort Collins Overflow at DP 5.1 Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 5/21/24 V2 D = a 50 2 C2 G —1 g � � S Value Units Va 8.5 ft/s Gs 2.5 Gs 32.2 (ft/s ^2 ) C 1 D(50) 0.75 feet D(50) 9 inches *using type L riprap - 9" RIP-RAP METHOD - ISBASH Method D50 = stone size (ft) V a= average channel velocity (ft/s) G s= specific gravity of stone G = gravitational constant (ft/s ^2 ) C= 0.86 tor high turbulence zones 1.20 for low turbulence zones Pay Itrm Pcrcenl of \fa(crial '�)'Picsd 'f�picul 5tonc 1iu tim:Jler 7�han Stone Slonc JGO' 'I;vpical llimrnxiom` �\'riAhN (hiches) Stone� (Inches) (Pounds) '6-I�10 I? 85 ip-'(i �� 35 ILprap o 3e.,o . IO �-in _ o_a -c•-i _ i; i�,o ;n- c i � x; R�p�:q> " ts_u� „ }- '-1(1 ? 1 i '0-I110 _'I .110 �v�P � � ;�-'r� I R 275 '_,- I' 85 ,� Il 1 3 I(11i ;�:. 12Nq ?0-'0 _'I eCp w�� i� :s.;o ir: _ ��.i<� ia IW �1'_ 3Spp Riprap ,a ;n--ri 3� 1-00 i'.�li ' I O50 �,�1� a 3S �d50 rx�nwul slon� size �L:u�� i ny��:�l r.,cl. in;�.� 'eqwe:ilcnt .phenc:d di:no-_mr �b:i.��d.m a.p�cilia e aviiy _ . subdivision: Polestar Project Name: POIe5t81' Location: Fort Collins Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 5/17/24 Private Drains � v t v G G1 N � 6~L N � � N � � a o v' v' a �° fl. a v c '^ � � a a Q .� v � � o o C � � a` 19a 2.1 0.50% 0.93 12 18a 4.5 0.50% 1.25 18 17a 5.4 0.34% 1.43 18 13a 3.1 0.90% 0.97 12 15a 3.3 0.78% 1.02 18 14a 3.4 0.78% 1.03 18 16a 3.8 0.78% 1.07 18 10a 0.9 4.75% 0.44 6 1.1 4.3 0.50% 1.22 18 12a 4.9 0.50% 1.28 18 11 a 1.1 5.00% 0.48 6 1.2 10.8 0.50% 1.72 24 9.1A 1.6 2.50% 0.62 8 9.2a 11.7 0.50% 1.78 24 4.1 4.2 0.47% 1.23 18 4.2 7.2 0.50% 1.48 18 3.1 4.6 4.40% 0.83 12 2.1 7.8 6.54% 0.94 12 2c 0.9 0.43% 0.71 10 n=0.013 See Equation Below: Minimum Diameter of Cirwlar Pipe Under Full Flow Conditions ;; s D=1CpQn� � v'S v<<here Depth}� is constant. D = diameter of pipe (ft) Cp = ?.16 for USCS units Q = 8o�r (ft-�-sec) n =1�ianning's roughness coefficient S = slope (ft�ft) X:\3970000all\3979701\Gxcel\Drainage\3979701 Draioage_Calcs_Template_v2.07.x]sm Page 1 of I 5/17/2024 zo APPENDIX C — HYDRAULIC CALCULATIONS Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year ��/"� Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) 9.1a No of inlets Total Cap. (cfs) FS Q.:a:. = CLH3�= C= 333 HYeir Dtsd:¢rge Coefficicnit L = Perimeterof Grate Opening (ft) H = F1ow�Neightof 6VaterSurfareAbot•eWeir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) uses the lesser of these two equations Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 12" Pedestrian 0.2 50.6 0.35 43.25 3.60 0.75 337.28 1.6 3 2.25 1.42 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 Input Type of Grate Head (ft) Type C 0.1 Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) 9.2a No of inlets Total Cap. (cfs) FS Q.:a:. = CLH3�= C= 333 HYeir Dtsd:¢rge Coefficient L = Perimeterof Grate Opening (ft) H= Flow� Neight of Id'aferSurface.ibore ll'eir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) Note: using CDOT Type C Inlet uses the lesser of these two equations 907.2 6.30 144.00 12.00 1.26 567.12 0.3 1 1.26 4.23 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year ��/"� Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) l0a No of inlets 7otal Cap. (cfs) FS Q.:a:. = CLH3�= C= 333 HYeir Dtsd:¢rge Coefficicnit L = Perimeterof Grate Opening (ft) H = F1ow�Neightof 6VaterSurfareAbot•eWeir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) uses the lesser of these two equations Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 15" Pedestrian 0.17 81.25 0.56 54.25 4.52 1.06 473.58 0.9 1 1.06 1.18 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year ��/"Y�7 Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) lla No of inlets 7otal Cap. (cfs) FS Q.:a:. = CLH3�= C= 333 HYeir Dtsd:¢rge Coefficicnit L = Perimeterof Grate Opening (ft) H = F1ow�Neightof 6VaterSurfareAbot•eWeir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) uses the lesser of these two equations Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 18" Drop In 0.6 84.61 0.58 48.00 4.00 2.18 976.83 1.1 1 2.18 1.99 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year ��f�LJO Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 24" Drop In 0.4 164.94 1.14 66.28 5.52 3.46 1554.81 Design Point 300 YR (cfs) 12a 0.7 No of inlets 1 Total Cap. (cfs) 3.46 FS 4.67 Q.:a:. = CLH3�= C= 333IVeir Disd:¢rge Coefficient Note: Additional inlets one 12" - Drop in inlet and one 18" drop in inlet L= Perimeterof Grate Opening (ft) have been added to capture flow along this run associated with DP 12a H= Fl ow� Neight o f Id'afer Surface .i bo re lVei r 1 f t) along the swale and at Tee's Qo.;r��, = ca„ zgn C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) uses the lesser of these two equations DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year �//"� Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) 13a No of inlets Total Cap. (cfs) FS Q.:a:. = CLH3�= C= 333 HYeir Dtsd:¢rge Coefficicnit L = Perimeterof Grate Opening (ft) H = F1ow�Neightof 6VaterSurfareAbot•eWeir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) uses the lesser of these two equations Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 18" Drop In 0.55 84.61 0.58 48.00 4.00 2.08 935.24 3.1 3 6.25 2.03 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year ��/"� Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) 14a No of inlets 7otal Cap. (cfs) FS Q.:a:. = CLH3�= C= 333 HYeir Dtsd:¢rge Coefficicnit L = Perimeterof Grate Opening (ft) H = F1ow�Neightof 6VaterSurfareAbot•eWeir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) uses the lesser of these two equations Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 12" Drop In 0.3 39.75 0.27 33.31 2.78 0.72 324.50 0.2 1 0.72 4.68 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year /�tti/O Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) 15a No of inlets 7otal Cap. (cfs) FS Q.:a:. = CLH3�= C= 333 HYeir Dtsd:¢rge Coefficicnit L = Perimeterof Grate Opening (ft) H = F1ow�Neightof 6VaterSurfareAbot•eWeir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) uses the lesser of these two equations Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 18" Drop In 0.2 84.61 0.58 48.00 4.00 1.19 534.73 1.0 2 2.38 2.29 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year ��/"� Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) 16a No of inlets 7otal Cap. (cfs) FS Q.:a:. = CLH3�= C= 333 HYeir Dtsd:¢rge Coefficicnit L = Perimeterof Grate Opening (ft) H = F1ow�Neightof 6VaterSurfareAbot•eWeir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) uses the lesser of these two equations Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 12" Drop In 0.2 39.75 0.27 33.31 2.78 D.59 264.96 0.6 2 1.18 2.10 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year ��/"� Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 18" Drop In 0.1 84.61 0.58 48.00 4.00 D.42 189.06 Design Point 300 YR (cfs) 17a 1.2 No of inlets 6 Total Cap. (cfs) 2.53 FS 2.13 Q.:a:. = CLH3�= C= 333IVeir Disd:¢rge Coefficient Note: 6 inlets along shallow swale designed to capture flow L = Perimeterof Grate Opening (ft) H= Flow� Neight of Id'aferSurface.ibore ll'eir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) uses the lesser of these two equations DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Trench Drein Length (ft� Opening (in) Area - (ft) Perimeter (ft) Capacity Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year �//"� Nyloplast 133 5 55.42 266.83 28.10 Input Type of Grate Head (ft) Properties Orifice Flow Area (in� Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 100 YR (cfs) Q.� s:r — C!.{f 3' � C= 333 VVeir Disdiarge Coefficient L = Perimeterof Grpte Opening ;fr) H= FloN�Heigh[ of WnterSvrface.4boi�e 4Yeir (ft) Qo.ifka = Cd�r 2gh C= 0.60 0rifice Disdearge Caef ficient A=AreQajtheOrijire(ft= t g = Grav�itctiorici Coristarit �32,2 f _� H= Depth of FVarer.;oo;�eCenter of Orif��e �f�� 18a No of inlets+Trench Drain Total Cap. (cfs) FS Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked By: Date: May-24 18" Drop In and Trench drain 0.1 Inlet 84.61 0.58 48.00 4.00 0.42 189.06 3.0 2 Inlets and 1 Trench drain 28.94 9.75 Note: Trench drain along shallow swale designed to capture flow Swale is at 0.5% One Small 8" inlet to capture nuisance flows in this basin uses the lesser of these two equations DISCLAIMER: SAPETY FACTORS ARE NOT INCLUDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BY THE DESIGN ENGINEER TAKING INTO ACCOUNT ALL LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPLAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year ��tY�7 Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) 19a No of inlets Total Cap. (cfs) FS Q.:a:. = CLH3�= C= 333 HYeir Dtsd:¢rge Coefficicnit L = Perimeterof Grate Opening (ft) H = F1ow�Neightof 6VaterSurfareAbot•eWeir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) uses the lesser of these two equations Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 12" Pedestrian 0.15 50.6 0.35 43.25 3.60 0.65 292.09 2.0 4 2.60 1.27 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year ��/"� Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) 2.1 No of inlets Total Cap. (cfs) FS Q„ a:r = c%il 3" C= 3.33WeirDischargeCoefficien! L= Perimeter of Grate Opening (ft) H = F1ow�Height of 4V¢ter5urfaceAboceWei:r (fL) Qo,�F�. = CA� 2gh C= 0.60 Orifice Discharge Coefficient A= Area of tFe Ori fice (jt=1 t g = Graritrtimin( Cortstmit � 3�.2—) s- H= Depds o% SY�QYPI' AJO i'P CPR CPY O f Ol'2 f:CP 1, f L� uses the lesser of these two equations Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 24" Dome 0.375 265.19 1.83 71.47 5.96 4.55 2044.06 7.8 2 9.11 1.17 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year ��/"� Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) 3.1 No of inlets Total Cap. (cfs) FS Q„ a:r = c%il 3" C= 3.33WeirDischargeCoefficien! L= Perimeter of Grate Opening (ft) H = F1ow�Height of 4V¢ter5urfaceAboceWei:r (fL) Qo,�F�. = CA� 2gh C= 0.60 Orifice Discharge Coefficient A= Area of tFe Ori fice (jt=1 t g = Graritrtimin( Cortstmit � 3�.2—) s- H= Depds o% SY�QYPI' AJO i'P CPR CPY O f Ol'2 f:CP 1, f L� uses the lesser of these two equations Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 18" Dome 0.33 170.74 1.18 53.85 4.49 2.88 1290.68 4.6 2 5.75 1.25 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 Input Type of Grate Head (ft) Type C 0.20 Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) 6d No of inlets Total Cap. (cfs) FS Q.:a:. = CLH3�= C= 333 HYeir Dtsd:¢rge Coefficient L = Perimeterof Grate Opening (ft) H= Flow� Neight of Id'aferSurface.ibore ll'eir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) Note: using CDOT Type C Inlet uses the lesser of these two equations 907.2 6.30 144.00 12.00 3.57 1604.07 1.4 1 3.57 2.55 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year ��/"� Nyloplast Input Type of Grate Head (ft) Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) 4.1 No of inlets Total Cap. (cfs) FS Q„ a:r = c%il 3" C= 3.33WeirDischargeCoefficien! L= Perimeter of Grate Opening (ft) H = F1ow�Height of 4V¢ter5urfaceAboceWei:r (fL) Qo,�F�. = CA� 2gh C= 0.60 Orifice Discharge Coefficient A= Area of tFe Ori fice (jt=1 t g = Graritrtimin( Cortstmit � 3�.2—) s- H= Depds o% SY�QYPI' AJO i'P CPR CPY O f Ol'2 f:CP 1, f L� uses the lesser of these two equations Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 18" Dome 0.25 170.74 1.18 53.85 4.49 1.87 838.32 4.2 4 7.47 1.78 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 Input Type of Grate Head (ft) Type C 0.5 Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) Design Point 300 YR (cfs) 4d No of inlets Total Cap. (cfs) FS Q.:a:. = CLH3�= C= 333 HYeir Dtsd:¢rge Coefficient L = Perimeterof Grate Opening (ft) H= Flow� Neight of Id'aferSurface.ibore ll'eir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) Note: using CDOT Type C Inlet uses the lesser of these two equations 907.2 6.30 144.00 12.00 14.13 6340.64 3.2 1 14.13 4.41 DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. Subdivision: Polestar Location: Fort Collins Design Storm: 100-Year Design Point 300 YR (cfs) Q.:a:. = CLH3�= C= 333 HYeir Dtsd:¢rge Coefficient L = Perimeterof Grate Opening (ft) H= Flow� Neight of Id'aferSurface.ibore ll'eir (ft) Qo.ifice = �av Zgh C= 0.60 Orifice Discharge CoefficienL A= Area of [he Orifice (fi=� r g = Gravitationa/Constant 32.2f,) s- H= DepNi of IVaterAbo;�eCenterof Orifice(fY) Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked ey: Date: May-24 Input Type of Grate Head (ft) Type C 1 Properties Orifice Flow Area (in) Orifice Flow Area (ft) Weir Flow Perimeter (in) Weir Flow Perimeter (ft) Solution Capacity (cfs) Capacity (gpm) 907.2 6.30 144.00 12.00 3032 13608.56 5.1 30.3 No of inlets 1 Total Cap. (cfs) 30.32 FS 1.00 Note: using CDOT Type C Inlet uses the lesser of these two equations DISCLAIMER: SAFETY FACTORS ARE NOT INCWDED IN THESE CALCULATIONS. ACTUAL CALCULATIONS SHOULD BE CARRIED OUT AND VERIFIED BYTHE DESIGN ENGINEER TAKING INTO ACCOUNTALI LOCAL CONDITIONS. NYLOPLAST RECOMMENDS USING A REV 2.1.21 MINIMUM SAFETY FACTOR OF 1.25 FOR PAVED AREAS AND 2.0 FOR TURF AREAS. ADS/NYLOPlAST IS NOT RESPONSIBLE FOR MISUSE OF THIS TOOL. MHFD-Inlet �ersion 5.03 Au ust ZOZ3 � � �i �'� �' � � � ' � i . � • (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Polestar Inlet ID: Inlet DP 6a r r„ , r. T.,, �`" W I I STREET a, a cRowN � ' "- � , �. mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) of Curb at Gutter Flow Line :e from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and 0.020) Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm < boxes are not applicable in SUMP conditions STORM Allowable Capacity Is not applicable to Sump Condition STORM Allowable Capacity is not applicable to Sump Condition TBACK — 13.0 ft SBACK — O.OZO ft/ft nencK = 0.016 Hcuae = 6.00 inches TcaowN = 16.0 ft W = 2.00 ft Sx = 0.020 ft/ft Sw = 0.083 ft/ft Sa = 0.000 ft/ft �sraEEr = 0.016 Minor Storm Major Storm TMax = 5.0 16.0 ft dnnx = 6.0 12.0 inches Minor Storm Ma�or Storm Qanow = SUMP SUMP cfs MHFD-Inlet v5.03.xlsm, Inlet DP 6a 5/21/2024, 3:03 PM '� •! � • � •► MHFD-Inlet, �ersion 5.03 (August ZOZ3) - Lo (C) H-Curb H-Vert -� - -- - - - - __ - ,.� ... _. ...... .. Wo � �� Wp � .. . ��- W _...._ .--Lo (G) of Inlet � I User-Defined Combination Depression (additional to continuous gutter depression 'a' from above) ier of Unit Inlets (Grate or Curb Opening) � Depth at Flowline (outside of local depression) � of a Unit Grate of a Unit Grate Area Ratio for a Grate (typical values 0.15-0.90) ng Factor for a Single Grate (typical value 0.50 - 0.70) Weir Coeffcient (typical value 2.15 - 3.60) Orifice Coefficient (typical value 0.60 - 0.80) th of a Unit Curb Opening �t of Vertical Curb Opening in Inches nt of Curb Orifice Throat in Inches __ of Throat Width for Depression Pan (typically the gutter width of 2 feet) 3ing Fador for a Single Curb Opening (typical value 0.10) Opening Weir Coeffcient (typical value 2.3-3.7) Opening Orifice Coefficient (typical value 0.60 - OJO) i for Grate Midwidth i for Curb Opening Weir Equation �d Inlet Performance Reduction Factor for Long Inlets Opening Performance Reduction Factor for Long Inlets �ination Inlet Performance Reduction Factor for Long Inlets Inlet Interception Capacity (assumes dogged condition) Capacity IS GOOD for Minor and Maior Storms (; Type = User-Detlnetl Combinatlon aio�i = Z.00 inches No = 6 Ponding Depth = 6.0 7.2 inches MINOR MA70R r Override Depths Lq (G) = 3.00 feet Wo = 2.00 feet Arzno = 0.60 Cf (G) = 0.50 0.50 C,„ (G) = 3.00 Co(G) = 0.67 MINOR MAJOR Lo (C) = 3.00 feet H�ert = 6.00 inches Hm,oa� = 6.00 inches Theta = 0.00 degrees WP = 2.00 feet Cf(C) = 0.10 0.10 CN, (C) = 3.00 Co (C) = 0.67 MINOR MAJOR d��are = 0.50 0.60 ft dc�ro = 033 0.43 ft RF�,a�e = 0.57 0.68 RFc,,,b = N/A N/A RFcomnmano� = 0.57 0.68 Qa = Q PEnN REQUIRED - MINOR MAJOR City of Fort Collins Criteria Cw= 3.0 Co = 0.67 unit length 3 MHFD-Inlet v5.03.xlsm, Inlet DP 6a 5/21/2024, 3:03 PM MHFD-Inlet I/ersion 5.03 Au ust 2023 ' • ' C �' � •' • ' • ' � � . • • (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Polestar Inlet ID: Inlet DP 7a r : r , r, T,,,, � w T. STREEf a p, CROWN � � �— 0 5. . � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) �, of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically behveen 0.012 and 0.020) TBAIX - S3.O ft SBACK - O.OZO fi�� encK = 0.016 Hcuae = 6.00 inches Tcaown = 16A ft W = 2.00 ft Sx = OAZO ft/ft SW = 0.083 ft/ft So = 0.000 ft/ft nsraEET = 0.016 Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm < boxes are not applicable in SUMP conditions STORM Allowable Capacity is not applicable to Sump Condition STORM Allowable CapaciCy is not applicable to Sump Condition Minor Storm Ma�or Storm TM,� = 16.0 16.0 ft dM,a� = 6.0 12.0 inches Minor Storm Ma'or Storm Q,iiow = SUMP SUMP cfs MHFD-Inlet v5.03.xlsm, Inlet DP 7a 5/21/2024, 3:05 PM `= •! � • � •1 �-.�.... �-..�-.�.-� -.-.��. �.�'. � MHFD-Inlet, I/ersion 5.0.3 (August 2023J - Lo (C) H-Curb � - - - H-Vert -- - - : - Wo WP W .___ .. -Lo (G) �- of Inlet � User-Defined Combination _ Depression (additional to continuous gutter depression 'a' from above) �er of Unit Inlets (Grate or Curb Opening) Depth at Flowline (outside of local depression) i of a Unit Grate of a Unit Grate Area Ratio for a Grate (typical values 0.15-0.90) ng Factor for a Single Grate (typical value 0.50 - 0.70) Weir Coefficient (typical value 2.15 - 3.60) Orifice Coefficient (rypical value 0.60 - 0.80) th of a Unit Curb Opening it of Vertical Curb Opening in Inches it of Curb Orifice Throat in Inches � of Throat Width for Depression Pan (typically the gutter width of 2 feet) 3ing Factor for a Single Curb Opening (typical value 010) Opening Weir CoefficienF (typical value 2.3-3.7) Opening Orifice Coefficient (typical value 0.60 - OJO) ifor Grate Midwidth i for Curb Opening Weir Equation :d Inlet Performance Reduction Factor for Long Inlets Opening Performance Reduction Factor for Long Inlets �ination Inlet Performance Reduction Factor for Long Inlets Inlet Interception Capacity (assumes clogged condition) MINOR MAJOR Type = User-Defined Combination aio�i = 2.00 inches No = 2 Ponding Depth = 5.4 5.4 inches MINOR MAJOR � Override Depths Lo (G) = 3.00 feet Wo = 2.00 feet A,a�;o = 031 Cf(G) = 0.50 0.50 C„ (G) = 3.00 Co (G) = 0.67 MINOR MAJOR Lo (C) = 3.00 feet H�ert = 6.00 inches Hm,oae = 6.00 inches Theta = 0.00 degrees Wo = 2.00 feet CF (C) = 010 0.10 C„, (C) = 3.00 Co (C) = 0.67 MINOR MAJOR d�,a�e = 0.45 0.45 ft dc��b = 0.28 0.28 ft RF��a�e = 0.63 0.63 RFc,,,b = N/A N/A RF�omb�,,,a�;o„ = 0.63 0.63 Q, _� 5.0 � 5.0 �cfs aeo = 1.0 4.4 cfs City of Fort Collins Criteria Cw= 3.0 Co = 0.67 MHFD-Inlet v5.03.xlsm, Inlet DP 7a 5/21/2024, 3:05 PM MHFD-Inlet I/ersion 5.03 Au ust 2023 ' • ' C �' � •' • ' • ' � � . • • (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Polestar Inlet ID: Inlet Dp 3a r : r , r, T,,,, � w T. STREEf a p, CROWN � � �— 0 5. . � mum Allowable Width for Spread Behind Curb Slope Behind Curb Qeave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) �, of Curb at Gutter Flow Line ce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically behveen 0.012 and 0.020) TBAIX - S3.S ft SBACK - O.OZO fi�� encK = 0.016 Hcuae = 4.80 inches Tcaown = 23.0 ft W = 2.00 ft Sx = OAZO ft/ft SW = 0.083 ft/ft So = 0.014 ft/ft nsraEET = 0.016 Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm Flow Depth at Street Crown (check box for yes, leave blank for no) Minor Storm Ma�or Storm TM,� = 23.0 23.0 ft dM,a� = 3.0 12.0 inches STORM Allowable Capacity is based on Depth Criterion Minor Storm Ma'or Storm STORM Allowable Capacity is based on Spread Criterion Q,iiow = 1.5 29.9 efs storm max. allowable capacity GOOD - greater than the design peak flow of 0.10 cfs on sheet'Inlet Management' storm max. allowable caoaciN GOOD - areater than the desian oeak flow of 1.70 cfs on sheet'Inlet ManaaemenY MHFD-Inlet_v5.03.xlsm, Inlet Dp 3a 5/21/2024, 3:06 PM INLET ON A CONTINUOUS GRADE � , � . � ��srit.�� -Lo (C�� H-Curb H-Vert Wo W Lo (G} " �'��-"��-"�" '�"�-" I User-Defined Combination � � � � � � �� of Inlet Type = User-Defined Combination Depression (additional to continuous gutter depression 'a') a�oU,� = Z•0 inches Number of Units in the Inlet (Grate or Curb Opening) No = 2 h of a Single Unit Inlet (Grate or Curb Opening) Lo = 3.00 ft of a Unit Grate (cannot be grea[er than W, Gutter Width) Wo = 2.00 ft ing Factor for a Single Unit Grate (rypical min. value = 0.5) Cf (G) = 0.50 0.50 Inlet Interception Capacity Q= 0.1 1.5 cfs Inlet Carry-Over Flow (flow bypassing inlet) Qb = 0.0 0.2 cfs MHFD-Inlet_v5.03.xlsm, Inlet Dp 3a 5/21/2024, 3:06 PM Street Section at Neck down in Polaris Street r�r+ Workaheet:lrregularSedion-1 Umform Flo:: Gradualh� Varied Flovr ldessages Solve For: Discharge � R�',, Friction Method: Idanning Formula � � � � O,I � Roughness Coefficient 0.026 Channel Slope: 0.005 ft,'ft Elevation: 5,111.06 ft Elevation Range: 5,11d.2to 5,111.0 ft I Discharge: 29.25 I cfs �Edit Section � Options � Calculation Succes�ful. FI ow Area: VYetted Perimeter: Hydraulic Radius: Top Wfdth: Normal Depth: Critical Depth: Critical Slope: Velocity: Velocity Head: Specific Energy: Froude �lumber: Flow Type: I17.4 � 62.5 ft 3.3 in 62.07 ft 9.4 in 7.9 in 0.016 fVft 1.68 ft!s 0.04 ft 0.82 ft 0.560 I SubcrRical I Total Flow into the Street is Approx. is 20.9 cfs at dp 7a and 4.4 cfs at 6a. 29.25 cfs Capacity to ROW. Street Section at Neck down in Polaris Street s��.zs 5111.Z� 5111.15 5111.10 SI11.G5 5111.00 5110.95 5110.90 5110.85 5130.80 5110.15 5110.]0 5119.65 ° 5110.60 W 5110.55 5110.50 5130.45 5110.40 5110.35 531D.30 5110.25 5110.20 5110.15 5110.10 5110.05 5110.00 5109.95 O+OI i+05 0+1J 0+15 �+ZO i+25 -+�0 0+35 0+1�� n+45 O+Su U+55 0+50 Stahun Orchard Place - Flow Lines - 100 year event UniformFlo':i GradualyVanEdFlOw i�lessages SONeFar. Narmel�e6M �� y o i-1 i S.3 ��osz Section : North FL 'q Print Dreview �� Optians Fric[ionl,teNaO. I�anningFortru'a � RougM1nessGoeficitnt .��16 � C�ennNSlope: I0.01< Ift111 Elevation: I5.77069 ft Eleve�ionRengr 5.1102to5.111.1fl Discnarge: ]0.60 Ns ��EailSecnon I:# OpYons Ie Calculation Succnstul. FIowG.rea�. I1�.1 I R� W eHed Perimefn�. I n.6 I ft HyEraulic Retlius: 26 .I in Top'Nitlfh: In80 I fl Plormel Deptn-. f S8 I in cncwioecm: Isa I�� Crit�cal Slooe: f o.005 I itri Velotity: 612 Ns Velociry Heea-. 026 � R SPenficEntt9y- IO75 Ifl FroutlelJumber I1.54] Fiow�yPe�. s�oerc�n�cei 5111.30 5111.20 5111.10 5111.00 S11G.9G siio.au � siio.�o a 5110.60 W `.110.SJ siia.an 5110.3u sii�.zo siio.iu siio.ea 30+60 10+60 10+80 11+00 11+20 11+a0 S[ation 1lniformFbw GreEue�yVerreOFbw IAnsages SOIveFor. NormelDepm � �, FrictionMethoO� IAannmgformule RoughnessGoefRcien[ ��O�iE enanneis�oo��. lo��+ �� EIEvaLon: I��.IIO.<' I fl ElerebonRenge: IS.it�.Oto�,i12.]tt I DischO�g<: I1060 I �(5 ��E�i�Section _�OO��ons Q CalCUlaliOn SucceS;ful. Ir UniTonn Flow GreCuelty VerieE Flow IAessages SOIveFor_ No�m3lDepth v y . O I F3 �y��ossSeRiao:Cen[erline �q PnntGreview [q Opeons 531?.e� F�ow�„a� ,s. l�• s�,z.so �A'eMetl Perimeter: �00 I fl 5112.J9 Hytlreuii<Reaius: 2.8 5112.20 �aD�N'10�� %OCI �X 5112.00 Normal0eplh: .. 5111.90 r��icei OeO�n �- �n � 5111.60 ntical510pe: C.^,C`. RJR m 5111.J0 e�oc+ry. :.-L p;s w 5111.2u VelocityHcatl�. 029 R 5111.Q0 Spccific Energy. 0.81 i ry 5310.80 5119.60 Fro�de Number: I1.56] 5110.J0 FlowType: ISupercrilicel � 5110.20 5110.00 5109.BG 1'�+�?i� I?+SG 1i+00 Ii+`.0 'tati�n RoughnessGoeRcien[ i0.015 I Ghannel5lope' iO.CI.• I ry/� Ele�etian'. �`_.110.20 � fl Ele�atianRange: �.105.7to'_.1122fl �ischerge: 7'.CO I ch �EtlitSectian �'{/Opnore e Calculation Successful. iol�ol0 I�.• Q Cross Section : South FL +�oO�I� p Pnnt Pre�-iew i:p Cpt��ons FnctlonMethotl' IAann�Ngiormule " 5112.4U FlawArca'. 76.0 �iry� 5112.20 Wettetl Perimeter 8'_�.3 � fl 5112.00 Hydrauiic RaCius. � E � in 5111.50 Top'Nitlth�. 83.30 ft 5111.60 Normel �epN'. I6.1 j� 5111.40 Cribcel0epl��. 7.7 j� 5111.20 Criticaislope�. �0.006 ryM R 5111.00 Velocity-. <.� Ns ,,, 5130.80 Velocity Heatl'. 026 � p 511Q.60 Specifi<Energy: 075 �ft 5110.40 FrouOeNUmber 15+� 5130.20 Flo��iType: Supercrdical 5130.06 Ui�� 51�79.80 S10S.60 2+59 3+�0 i+SJ 4+90 Statie� W. Orchard Place Overflow UniformFlo�•i Gta�ualtyVerieIIFlDw I�lessagxs SolveFor'. NormelDepth �- y RougnnessCoefiicient 0.03a I ChannN Slope: I O Od3 I� Elevetion: I`,71�0� � q Ele.at�onRanqe I`_,708.7ta5.1112ft I �ischerge�. ''i.73.00 c/s ��Etli[Sedian '.�iyOptians e Calwlation SuccessFul. IM Uniform Fb�,v GraOuely Varied Fbw IAessages �olveFor: NormelDepth v v RoughnessCoeRcient I0.035 Chennel5lope-. I�.005 I ry� Elevatlon� 5,11016 fl Elevation Range: IS.109.210 S,fl2A ft Cische�ge-. I<2J0 ch ��EditSection [�Opliors Q Cal<ulation Succesztul. _' - z''- II � Cross Section : W. Orchard PI Ovedlowto Type C inlet � q 7rmt 7recie�.. '_'�j Opncns FriMionAltMotl: ManningFarm�la �. FlowAree: ��`- i fN �A'etteePerimeter i157 Itt HytlraWlcRatlius'. �60 �I In Top`h'iGth�. i1541 III Notmal0epth: �i6.i in CriticalDepth: j18.8 in Critice�5iope�. �0.076 IIVft VeloCi01- jfi_95 .I Ns Veloci�y Heatl: I0.75 I ft SpecifcEnergy' �;2�R FtoutleNumber: ��-ESd FlowType: i5uperadical � FrictionMethoO'. MenninqFormu�a . Fto��v?✓ea- I164 'ry= `h'ettetl Penmeter. 20.d �� tt HytlreullcRetllus: 9.7 in Top'h'itlth-. 20.15 fi Normal �tpth: I12.3 in Cntical Depth-. 8.1 in Cnticel Siope-. 0.071 ' ft�ft VNoary�. 260 ' fl�s VHociry neatl� OJO � tt SpecificEnergy- I1.13 � tt FrouCeNumoer I0507 FIov.7ype- ISuCcrdicel 5111.1Q 5111.2G 5111.9G 5110.6fj 5110.60 5110.40 5110.20 q siio.oe w 5199.80 5109.eG 5109.10 5t09.20 5109.0� 5108.80 5108.60 .+i: n+30 _+.'.l r+iQ 0+40 �!+SJ St�bon UI�� `J r� -'' []CrozsSection:W.OrchardPl.Overflow ��I ,-� �� o, Print Previem� ,;p Opticns 5112.60 5112.4u 5112.20 5112.00 5111.80 5111.60 5111.40 5111.20 � 5111.0� � 5110.80 u Silu.60 5110.3U 5110.2D SS10.OG 5309.80 5109.60 51U9.4U 5109.20 5109.�J0 0+00 0+10 0+20 r�+30 n+30 0+5�� stanon Urban Drainage and Flood Control District Modeling Hydraulic and Energy Gradients in Storm Sewers: October 6, 2009 6.3 Combined Junction Loss Equation � 2 Z Z Z H; = H.t = kr�T ' V� + V�� — k,n . V r� + k�� ;� = k• V° Equat�on ��s� 2g 2g 2g 2g 2g where, Hj= UD-Sewerjunction loss Hs= Standard method junction loss kbT= Bend loss coefficient at truckling kb�= Bend loss coefficient at lateral V� = Full flow velocity of trunk line at manhole Vf; = 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 � An le K coefficient Conversion 0 0 0.05 � 22.5 0.1 � 45 0.4 m 60 0.64 90 1.32 1 Lateral K coefficient Conversion Bend Non An le Surchar ed Surchar ed � 45 0.27 0.47 J 60 0.52 0.9 � 90 1.02 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 Scenario: 100 - Year 4.2 -Type C Inlet (Storm) E `o � � � U O-4 C- 2.2 Type C Inlet C - 2.2 (Storm) 2.3 - 18 INCH DOME INLET (Storm) n n � G2.1 (Storm) u � C - 1.1 (Storm) � _ 1,2 (Storm) 'I '2 _ Chollrnu Tnn �AI-I /C}nrml �-� 2.2 GF O-2 1.9 - MH (Starm) fype C Inlet O-6 5.2 - OUTLET STRUTURE (Storm) 6.3 - GRATE INLET 6.2 MH (Starm) G5.1 (Storm) O-5 � O-3 � � �sfo � �/ 3.2 MH (Storm) C) w N � O � 3.3 - Type C Inlet (Storm) C) w ia � � 0 � 3.4 - Type C Inlet (Starm) Starm CAD 3979701 StormCAD Model.stsw Bentley Systems, Inc. Haestad Methods Solution Center [10.03.02.04] 5/20/2024 27 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Polestar —100 Year Profiles oPoi vror�ie - i- ioa - vear "'�"" . . 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Year Current Time Step: 0.000 h FlexTable: Conduit Table Length Diameter (User Slope Manning's Flow Velocity Invert Invert HGL (In) HGL Label (in) Defined) (ft/ft) n (cfs) (ft/S) (Start) (Stop) �ft) (Out) (ft) � ft� �ft) �ft) C- 1.1 (Storm) 30.0 27.1 0.003 0.013 30.00 6.11 5,106.17 5,106.09 5,108.31 5,107.96 C- 1.2 (Storm) 24.0 22.5 0.003 0.013 14.40 4.58 5,106.34 5,106.27 5,108.44 5,108.35 C- 1.3 (Storm) 24.0 84.5 0.005 0.013 12.50 3.98 5,106.86 5,106.44 5,109.19 5,108.93 C- 1.4 (Storm) 24.0 107.1 0.005 0.013 12.50 3.98 5,107.50 5,106.96 5,109.54 5,109.22 C- 1.5 (Storm) 24.0 101.8 0.006 0.013 12.50 6.10 5,108.22 5,107.60 5,109.74 5,109.57 C- 1.6 (Storm ) 24.0 105.2 0.005 0.013 12.50 5.63 5,108.86 5,108.33 5,110.19 5,109.78 C- 1.7 (Storm ) 24.0 89.1 0.005 0.013 11.70 5.56 5,109.41 5,108.96 5,110.84 5,110.69 C- 1.8 (Storm) 24.0 86.9 0.005 0.013 11.70 5.56 5,109.94 5,109.51 5,111.21 5,110.88 C- 1.9 (Storm) 24.0 58.3 0.003 0.013 11.70 4.76 5,110.24 5,110.04 5,111.97 5,111.85 C- 2.2 (Storm) 12.0 7.3 -0.007 0.013 0.00 0.00 5,105.87 5,105.92 5,107.97 5,107.97 C- 3.2 (Storm) 18.0 75.2 0.005 0.013 8.00 4.53 5,104.96 5,104.56 5,106.92 5,106.48 C- 3.3 (Storm) 18.0 173.7 0.005 0.013 7.20 4.07 5,106.01 5,105.06 5,107.75 5,106.93 C-A1.1 (Storm) 18.0 53.0 0.037 0.013 2.80 8.00 5,110.95 5,109.01 5,111.58 5,110.69 C- A1.2 (Storm) 12.0 54.6 -0.010 0.013 2.80 5.06 5,111.56 5,112.11 5,112.83 5,112.22 C-1 B(Storm) 18.0 9.4 0.005 0.013 4.40 2.49 5,106.49 5,106.44 5,108.95 5,108.93 C-2.1 (Storm) 30.0 102.7 -0.005 0.013 31.10 6.60 5,105.26 5,105.77 5,107.93 5,107.16 C-3.1 (Storm) 18.0 58.1 -0.008 0.013 8.00 4.53 5,104.01 5,104.46 5,106.32 5,105.98 C-4.1 (Storm) 30.0 104.7 -0.005 0.013 30.30 7.00 5,104.19 5,104.76 5,106.81 5,106.07 C-5.1 (Storm) 42.0 19.8 0.005 0.013 49.52 5.15 5,102.75 5,102.66 5,106.28 5,106.23 C-6.1 (Storm) 15.0 81.3 -0.009 0.013 0.10 1.87 5,104.16 5,104.90 5,105.98 5,105.98 C-6.2 Storm 15.0 110.5 -0.005 0.013 0.10 1.46 5,105.01 5,105.51 5,105.98 5,105.98 X:\3970000.a11\3979701\StormCAD\3979701 StormCAD ModeLstsw file:///C:/Users/WaterR/AppData/Local/Temp/Bentley/StormCAD/p 1 cj bxlq.xinl 5/20/2024 Page 1 of 1 Scenario: 100 - Year Current Time Step: 0.000 h FlexTable: Manhole Table Flow Hydraulic Hydraulic Elevation Elevation Velocity Headloss (Total Grade Grade Headloss Label (Ground) (Invert) (Out) Coefficient (ft) �ft� Out) ��5� Line (In) Line Method �Standard) (cfs) (ft) (Out) (ft) 1.10 - Type C Inlet 5,115.69 5,110.24 11.70 4.05 5,112.27 5,111.97 Standard 1.160 1.2A-TypeClnlet 5,113.62 5,110.95 2.80 3.93 5,111.59 5,111.58 Standard 0.050 1.3 - Shallow Top MH (Storm) 5,110.31 5,106.34 14.40 4.58 5,108.93 5,108.44 Standard 1.520 1.3A - 12" DROP IN NYLOPLASTIC INLET 5,114.42 5,112.11 2.80 4.64 5,112.85 5,112.83 Standard 0.050 1.4 - MH (Storm) 5,110.91 5,106.86 12.50 3.98 5,109.22 5,109.19 Standard 0.100 1.5 MH (Storm) 5,111.78 5,107.50 12.50 3.98 5,109.57 5,109.54 Standard 0.100 1.6 MH (Storm) 5,112.70 5,108.22 12.50 4.88 5,109.78 5,109.74 Standard 0.100 1.7 - MH (Storm) 5,113.62 5,108.86 12.50 5.63 5,110.69 5,110.19 Standard 1.020 1.8 - MH (Storm) 5,114.44 5,109.41 11.70 4.85 5,110.88 5,110.84 Standard 0.100 1.9 - MH (Storm) 5,115.19 5,109.94 11.70 5.56 5,111.85 5,111.21 Standard 1.320 1B - GRATE INLET (Storm) 5,110.02 5,106.49 4.40 2.49 5,108.95 5,108.95 Standard 0.050 2.2 GRATE INLET (Storm) 5,110.47 5,106.17 30.00 6.71 5,108.35 5,108.31 Standard 0.050 2.3 - 18 INCH DOME INLET (Storm) 5,107.56 5,105.92 0.00 0.00 5,107.56 5,107.56 Standard 0.050 3.2 MH (Storm) 5,109.04 5,104.46 8.00 4.53 5,106.48 5,106.32 Standard 0.520 3.3 - Type C Inlet (Storm) 5,108.86 5,104.96 8.00 4.53 5,106.93 5,106.92 Standard 0.050 3.4 - Type C Inlet (Storm) 5,110.08 5,106.01 7.20 4.07 5,107.76 5,107.75 Standard 0.050 4.2 -Type C Inlet (Storm) 5,108.55 5,104.76 30.30 7.04 5,106.84 5,106.81 Standard 0.050 5.2 - OUTLET STRUTURE (Storm) 5,107.54 5,102.75 49.52 5.15 5,106.30 5,106.28 Standard 0.050 6.2 MH (Storm) 5,110.45 5,104.90 0.10 0.09 5,105.98 5,105.98 Standard 0.640 6.3 - GRATE INLET 5,108.56 5,105.51 0.10 0.24 5,105.98 5,105.98 Standard 0.050 C- 2.2 T e D Inlet 5,109.51 5,105.77 31.10 6.90 5,107.97 5,107.93 Standard 0.050 X:�3970000.a11\3979701\StormCAD\3979701 StormCAD Model.stsw file:///C:/Users/WaterR/AppData/Local/Temp/Bentley/StormCAD/ejyyszsc.xm] 5/20/2024 Polestar — 2 Year Profiles DVOl Profile - 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I � II� � I I � I �.. .. i _i _ � _.� . � _. , _ .� . _, _.. sreno�(rt) _ �_� ._ i� ._.s ..�.. i _ .n u.. �.� .ss i. i , - i.. ._.�� ,.c _.�. i.� __s DP06 - P�ofile - 1- 7- Vea� � � Page 1 of 1 Scenario: 2 - Year Current Time Step: 0.000 h FlexTable: Conduit Table Length Diameter (User Slope Manning's Flow Velocity Invert Invert HGL (In) HGL Label (in) Defined) (ft/ft) n (cfs) (ft/S) (Start) (Stop) �ft) (Out) (ft) � ft� �ft) �ft) C- 1.1 (Storm) 30.0 27.1 0.003 0.013 6.90 4.00 5,106.17 5,106.09 5,107.11 5,106.96 C- 1.2 (Storm) 24.0 22.5 0.003 0.013 3.40 3.41 5,106.34 5,106.27 5,107.15 5,107.13 C- 1.3 (Storm) 24.0 84.5 0.005 0.013 2.90 3.86 5,106.86 5,106.44 5,107.45 5,107.34 C- 1.4 (Storm) 24.0 107.1 0.005 0.013 2.90 3.88 5,107.50 5,106.96 5,108.09 5,107.54 C- 1.5 (Storm) 24.0 101.8 0.006 0.013 2.90 4.15 5,108.22 5,107.60 5,108.81 5,108.15 C- 1.6 (Storm ) 24.0 105.2 0.005 0.013 2.90 3.87 5,108.86 5,108.33 5,109.45 5,108.91 C- 1.7 (Storm ) 24.0 89.1 0.005 0.013 2.70 3.79 5,109.41 5,108.96 5,109.98 5,109.67 C- 1.8 (Storm) 24.0 86.9 0.005 0.013 2.70 3.79 5,109.94 5,109.51 5,110.52 5,110.07 C- 1.9 (Storm) 24.0 58.3 0.003 0.013 2.70 3.31 5,110.24 5,110.04 5,110.87 5,110.79 C- 2.2 (Storm) 12.0 7.3 -0.007 0.013 7.20 9.17 5,105.87 5,105.92 5,107.16 5,106.85 C- 3.2 (Storm) 18.0 75.2 0.005 0.013 1.80 3.53 5,104.96 5,104.56 5,105.46 5,105.06 C- 3.3 (Storm) 18.0 173.7 0.005 0.013 1.60 3.47 5,106.01 5,105.06 5,106.49 5,105.52 C-A1.1 (Storm) 18.0 53.0 0.037 0.013 0.06 2.52 5,110.95 5,109.01 5,111.03 5,109.67 C- A1.2 (Storm) 12.0 54.6 -0.010 0.013 0.06 1.72 5,111.56 5,112.11 5,112.21 5,111.65 C-1 B(Storm) 18.0 9.4 0.005 0.013 0.00 0.00 5,106.49 5,106.44 5,107.34 5,107.34 C-2.1 (Storm) 30.0 102.7 -0.005 0.013 7.20 4.90 5,105.26 5,105.77 5,106.66 5,106.10 C-3.1 (Storm) 18.0 58.1 -0.008 0.013 1.80 4.05 5,104.01 5,104.46 5,104.96 5,104.46 C-4.1 (Storm) 30.0 104.7 -0.005 0.013 11.90 5.78 5,104.19 5,104.76 5,105.92 5,105.29 C-5.1 (Storm) 42.0 19.8 0.005 0.013 18.59 6.22 5,102.75 5,102.66 5,104.07 5,103.89 C-6.1 (Storm) 15.0 81.3 -0.009 0.013 0.10 1.87 5,104.16 5,104.90 5,105.02 5,104.27 C-6.2 Storm 15.0 110.5 -0.005 0.013 0.10 1.46 5,105.01 5,105.51 5,105.64 5,105.13 X:\3970000.a11\3979701\StormCAD\3979701 StormCAD ModeLstsw file:///C:/Users/WaterR/AppData/Local/Temp/Bentley/StormCAD/x2r2fte2.xinl 5/20/2024 Page 1 of 1 Scenario: 2 - Year Current Time Step: 0.000 h FlexTable: Manhole Table Flow Hydraulic Hydraulic Elevation Elevation Velocity Headloss (Total Grade Grade Headloss Label (Ground) (Invert) (Out) Coefficient (ft) �ft� Out) ��5� Line (In) Line Method �Standard) (cfs) (ft) (Out) (ft) 1.10 - Type C Inlet 5,115.69 5,110.24 2.70 3.22 5,111.05 5,110.87 Standard 1.160 1.2A-TypeClnlet 5,113.62 5,110.95 0.06 1.40 5,111.04 5,111.03 Standard 0.050 1.3 - Shallow Top MH (Storm) 5,110.31 5,106.34 3.40 2.87 5,107.34 5,107.15 Standard 1.520 1.3A - 12" DROP IN NYLOPLASTIC INLET 5,114.42 5,112.11 0.06 1.48 5,112.21 5,112.21 Standard 0.050 1.4 - MH (Storm) 5,110.91 5,106.86 2.90 3.71 5,107.48 5,107.45 Standard 0.100 1.5 MH (Storm) 5,111.78 5,107.50 2.90 3.71 5,108.12 5,108.09 Standard 0.100 1.6 MH (Storm) 5,112.70 5,108.22 2.90 3.71 5,108.84 5,108.81 Standard 0.100 1.7 - MH (Storm) 5,113.62 5,108.86 2.90 3.71 5,109.67 5,109.45 Standard 1.020 1.8 - MH (Storm) 5,114.44 5,109.41 2.70 3.63 5,110.00 5,109.98 Standard 0.100 1.9 - MH (Storm) 5,115.19 5,109.94 2.70 3.63 5,110.79 5,110.52 Standard 1.320 1B - GRATE INLET (Storm) 5,110.02 5,106.49 0.00 0.00 5,107.34 5,107.34 Standard 0.050 2.2 GRATE INLET (Storm) 5,110.47 5,106.17 6.90 4.07 5,107.13 5,107.11 Standard 0.050 2.3 - 18 INCH DOME INLET (Storm) 5,107.56 5,105.92 7.20 9.17 5,107.22 5,107.16 Standard 0.050 3.2 MH (Storm) 5,109.04 5,104.46 1.80 3.45 5,105.06 5,104.96 Standard 0.520 3.3 - Type C Inlet (Storm) 5,108.86 5,104.96 1.80 3.45 5,105.47 5,105.46 Standard 0.050 3.4 - Type C Inlet (Storm) 5,110.08 5,106.01 1.60 3.33 5,106.49 5,106.49 Standard 0.050 4.2 -Type C Inlet (Storm) 5,108.55 5,104.76 11.90 5.36 5,105.94 5,105.92 Standard 0.050 5.2 - OUTLET STRUTURE (Storm) 5,107.54 5,102.75 18.59 5.61 5,104.10 5,104.07 Standard 0.050 6.2 MH (Storm) 5,110.45 5,104.90 0.10 1.64 5,105.05 5,105.02 Standard 0.640 6.3 - GRATE INLET 5,108.56 5,105.51 0.10 1.46 5,105.64 5,105.64 Standard 0.050 C- 2.2 T e D Inlet 5,109.51 5,105.77 7.20 4.59 5,106.68 5,106.66 Standard 0.050 X:�3970000.a11\3979701\StormCAD\3979701 StormCAD Model.stsw file:///C:/Users/WaterR/AppData/Local/Temp/Bentley/StormCAD/c2fkjjt2.�nl 5/20/2024 21 APPENDIX D- WATER QUALITY CALCULATIONS WQ Pond Tributary Areas Subdivision: Polestar Project Name: Polestar Location: Fort Collins Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 5 17 24 ril - Sand Filter Area Basin (ac) % Imp. A1 1.02 15.8% A2 0.60 50.1% A3 0.78 253% A4 1.23 65.0% AS 0.42 56.5% A6 1.03 68.7% A7 0.85 633% A8 0.58 83.5% A9.1 0.16 84.4% A9.2 0.03 54.5% A10 0.09 84.7% All 0.13 68.5% Al2 0.26 33.7% A13 0.40 61.0% A14 0.09 21.1% A15 0.49 23.5% A16 0.13 46.1% A17 0.43 29.6% A18 0.70 46.6% A19 0.31 57.0% Total 9.73 50.3% WQCV Drain Time (hr): 12 Coefficient, a (Figure 3.2): 0.8 WQCV (in): 017 WQN (ac-ft�: 0.16 X:V97fI000.n11�39797(11\�cel\Draivage\3979701 Dminage_Cnics_Te�nplute v�.07.xlsm Pnge I oPR i/'_I�'_024 WQ Pond Tributary Areas Subdivision: Polestar Location: Fort Collins Project Name: Project No.: Calculated By: Checked By: Date: Polestar 39797.01 ARJ 5 17 24 # 2- Rain Garden Area Basin (ac) %Imp. Bl 113 49.8% 62 031 77.7% Total 1.55 55.5% WQCV Drain Time (hr): 12 Coefficient, a (Figure 32): 0.8 WQCV (in1: 0.18 WQN lac-ftl: 0.03 X:V97fI000.n11�39797(11\�cel\Draivage\3Y79701Dminage_Cnics_Te�nplutev�.07.xlsm Pnge2oYft 5/'_I/'024 WQ Pond Tributary Areas Subdivision: Polestar Project Name: Polestar Location: Fort Collins Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 5 17 24 # 3 - Rain Garden Area Basin (ac) % Imp. Cl 0.28 47.0% Q 0.32 � 30.5% DS 0.19 90.5% D7 0.11 � 85.5% Total 0.90 SS.OY WQCV Drein Time (hr): 12 Coefficient, a (Fi¢ure 3Z1: 0.8 WQCV (in): 0.18 WQCV (ao-ftl: 0.02 X:V97fI000.n11�39797(11\�cel\Draivage\3Y79701 Dminage_Cnics_Te�nplute v�.07.xlsm Pnge3oYft 5/'_I/'024 WQ Pond Tributary Areas Subdivision: Polestar Project Name: Polestar Location: Fort Collins Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 5 17 24 # 4 - Rain Garden Area Basin (ac) % Imp. D6 0.28 58.2% Total 0.28 58.2Y WQCV Drain Time (hr): 12 Coefficient, a (Figure 3.2): 0.8 WQCV (in1: 0.18 WQCV (arftl: 0.01 X:U97fI000.n11�39797(11\�cel\Draivage\3979701Dminage_Cnics_Te�nplutev�.07.xlsm PngeJoPR i/'_I�'_024 WQ Pond Tributary Areas Subdivision: Polestar Project Name: Polestar Location: Fort Collins Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 5 17 24 # 5 - Rain Garden Area Basin (ac) % Imp. DS 0.29 67.3% D4 0.25 60.9% Total 0.54 643% WQCV Drain Time (hr�: 12 Coefficient, a (Figure 3.2�: 0.8 WQCV (in): 0.20 WQCV (ac-ft�: 0.01 X:V97fI000.n11�39797(11\�cel\Draivage\3979701 Dminage_Cnics_Te�nplute v�.07.xlsm Pnge?oYft 5/'_I�'_024 WQ Pond Tributary Areas Subdivision: Polestar Project Name: Polestar Location: Fort Collins Project No.: 39797.01 Calwlated By: ARJ Checked By: Date: 5 17 24 # 6 - Rain Garden Area Basin (ac) � Imp. D3 0.16 69.8% D2 0.22 � 62.9% Dl 0.35 64.1% Total 0.73 65.0% WQCV Drain Time (hr): 12 Coefficient, a (Figure 3.2): 0.8 WQCV (inl: 0.20 WQCV (ac-ftl: 0.01 X:U97fI000.n11�39797(11\�cel\Draivage\3979701Dminage_Cnics_Te�nplutev�.07.xlsm Pnge6oYft 5/'_I�'_024 Ta61e 5.4-1. Drain Time Coefficients for WQN Calculations Drain 7ime (hrs) Coefficient (a) 12 0.8 I 40 I 1.0 Hofrrrn ��.'Ph�� l�l)-RSII' ��srrl-hn+rd ,<.prcudKhoct K(1 vnd I',I1R tul.. m�� h<• u.rd tr� nid ir �nLctiL�tiu�; \\'(ll'\'. Figure 5.4-1 WQCV Based on BMP Drain Time 0 500 O.e50 ry p.d00 c 0.350 a N a 300 y U.GSU 3 0 200 = 0.750 U 3 0.100 Q 650 0 000 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: wQcv V — �i ) Ax1.2 Equation 7-2 Where: V= required volume, acre-ft a= tributary catchment area upstream, a<res WqN = Water quality Capture Volume, watershed inches 1.2 = to account for the additional 20Y of required storage for sedimentation accumulation X:�397fI000.n11�39797(11\� cel\Draivage\3979701 Dminage_Cnics_Te�nplute v�.07.xlsm Pnge 7 oYft 5/'_I�'_024 0 0 1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Total Imperviousness Ratio (i = Ia/100) WQ Pond Tributary Areas Subdivision: Polestar Location: Fort Collins Project Name: Project No.: Calculated By: Checked By: Date: Polestar 39797.01 ARJ 5 17 24 WATER QUALITY IN DETENTION POND Area Basin (ac) % Imp. Fl 3.92 31.2% El 2.24 41.1% E2 0.54 54.2% E3 0.31 59.0% Total 7.01 37.4% WQCV Drain Time (hr): 40 Coefficient, a (Figure 32�: 1.0 WQN (in): 0.17 WQCV (ao-ft): 0.12 This table shows the WQ on-site treated in the Polestar Detention pond. This calculation indudes 20% contingency for sediment accumulation as shown in equaltion 7-2. PLEASE NOTE area on MHFD sheet was X:�397fI000.n11�39797(11\�cel\Draivage\3979701Dminage_Cnics_Te�nplutev�.07.xlsm PngeRoYft 5/'_I�'_024 MHFD-Oeten(ion, �ersion 4.06 (JNy 1011J Basin ID: Santl Filter -multiplied area by 1.2 to accoun[ for sediment accumulation per FC criteria w .I. z�1-.�� - T °O°` r EnampleZoneELonfiguration�RetentionPond) Watershetl InPormation Selec[ed BMP Type = SF Watershed Area = 11.68 res Watershed Lergth = ]50 Rc Watershed Length to Centroid = 45� R Watershed Slope = 0.010 R/R Watershed Imperviousness = 5030 % percent Percentage Hydrologic Soil Group A= 0.�% percent Percentage Hydrologic Soil Group e= 10.0% percent Percentage Hydroloqic Soil 6roups C/D = 90.0% percent Target WQCV Drain Time = 12.0 hours Laation for 1-hr Rainfall Depths = llser Input nftcr pioNdiny r��quirctl inpu�� abov� inciiidino t-��iir r�inz:l d�pthc, uick'Aun -UHP' [o �nc�arc runatt hytlroaraPhs usin� [M1rcmb_]d-�.1 �IaaticUL Hytl.��iaRl P ��tlur�. WaterQualityCap[ureVolume(WQLVJ= �.161 cre-fee[ Excess llrban Runoff Volume (EURV) = 0.563 re-Feet 2-yr Rurroff Volume (Pl = OB2 in.) _ �.353 ae-feet 5-yr Runoff Valume (Pl = 1.09 in.) _ �.530 ae-feet 10-yr Runoff Volume (Pl = 1.4 in.) = O.I95 cre-feet 25-yr Rurroff Volume (Pl = 1.69 in.) = 1.115 ae-feet 50-yr Runoff Volume (Pl = 1.99 in.) = 1.909 cre-feet 100ryr Rurroff Valume (Pl = 2.86 in.) = 2.305 cre-feet 5�0-yr Runoff Volume (Pl = 3.19 in.) = 2.58] cre-fee[ Approximate 2-yr Detention Volume = 0337 re-Feet Approximate 5-yr Detention Volume = �.525 cre-feet Approximate l0yr Detention Volume = �.668 re-feet Approximate 25-yr Detention Volume = �.Ifi9 cre-feet AOP�oximate 5�-yr Detention Volume = �.830 ae-feet Approximate 1�0-yr Detention Volume = 1.208 re-feet Defne Zones and Basin GeomeW Zone 1 Volume (WQNJ = 0.161 re-Feet Zone 2 Volume (llser Defined - Zone 1) _ �.000 cre-feet .one 3 Valume (User Defned - Zanes l tk 2) = 0.000 re-feet Total Detention Basin Volume = 0.161 re-feet m�erai s�ruurye vowme psv) = N/n n' Initial Surcharge Depth (ISDJ = N/A R Total Available Detentian Depth (H�o�i) = R Depth of Trickle Chanriel (H7�J = N/A R Slope of Trickle Channel (S7c7 = N/A R/R Sbpes of Main easin Sides (Smain) = N�� 8asin Length-to-Width Ratio (Ruw) _ Imtlal SLrchar9e Area (A¢v) = R' Surcharge Volume Length (L��) = R S�rcharge Volume Width (W�yv) = R Depth oF Basin Floor (Hp�opa) = R Length of easin Floor (Lp�opq) = R Width of 8asin Floor (WF�ppp) = R Area of Basin Floor (AFippa� = R'' Volume of Basin Floor (Vp�pK) = R' Depth of Main Basin (HMaN) = R Length of Main Basin (LMaN) = R Width of Main easin (WMp�N) = R Area of Main 8asin (AMq�NJ = R' Volume of Main Basin (Vpip�N) = R' caicWaeed rorai easin voWme (v�o�i) = user cre-reet Optional U� �- 0 ie�nde- re-feet re-feet OB2 nches nches 1.90 inches in[hes n�hes 2.H6 inches inches Depth Inaement = 0.50 R OPlional Optioiial Stage - Storage Stage Ovenitlr Lergth Width Area Ovcrrid� Arna Volume Volume Descrlptlan (ft Sbge(itt (ft (ft R� Ama(h-] (R'J ac-ft) Media Surtare - �.00 - - - 3,022 Oa0fi9 5106.5 - �.50 - - - 3,962 0.091 1,]46 0.040 510] - 1.00 - - - 5,06� 0.116 4,003 0.092 510].5 - 1.50 - - - 5,855 0.134 6,]34 0.155 5108 - 2.00 - - - 6,658 0.153 9,Bfi2 0.226 5108.5 - 2.50 - - - 7,637 0.1]5 13,936 �308 5109 - 3.00 - - - 8,660 0.199 17,510 0.902 5109.5 - 3.50 - - - 9,728 0223 22,10] 0.508 5110 - 9.00 - - - 10,840 0299 2],249 �b26 5110.5 - 4.50 - - - 12,1�8 02]8 32,986 0.]5] mHFo-oe�e�uo� �a-os - sa�e F�ne�.wsm, easm vi�izoza, z:os Pm MHFD-Detention, �ersion 4.06 (July 1011J is { I 3io . � 5 I m /' o i o.ao 0.280 � ^ o.ino I�1bIn � uo � 3.00 Stage �ft� �Leng[h�ft) �WitltM1(ft) Area�zq.ft.) 3.00 Stage �R.� Area (acres) —volume (ac-ft) a.so � � 9304 6200 Y Ki�l� a s.00 a.s�a o.aao a E 0.190 � MHFO-Oetention v4-O6 - Santl Filler.dsm, Basin S11112�24, 2:06 PM MHFD-Detention, �ersion 4.06 (July 2022) Project: Polestar Basin ID: Sand Filter -multiplied area by 1.2 to account for sediment accumulation per FC criteria /zoxeo Estimated Estimated - 1 20NE3 J 20NEt ��,� - - = Stage (ft) Volume (ac-ft) Outlet Type VOLUME EUqy H,«V Z T_ Zone 1(WQCV) 1.55 0161 Filtration Media �^a�E^a Zone 2(User) 1.55 0.000 Weir&Pipe (Restric[) z oniricE CEHMRNEHL on�r�ces � Zone 3(User) 1.55 0.000 Weir&Pipe (Restrict) °O°` Example Zone Configuration (Retention Pond) Total (all zones) 0.161 User Input: Orifce at Underdrain Outlet (typically used to drain WOCV in a Filtration BMP1 Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = 2.00 ft (distance below the filtration media surface) Underdrain Orifice Area = 0.0 ftZ Underdrain Orifice Diameter = 2.00 inches Underdrain Orifce Centroid = 0.08 feet Centroid of Lowest Orifice = ft(relative to basin bottom at Stage = 0 ft) ft(relative to basin bottom at Stage = 0 ft) inches sq.i�ches SMP Calculated Parameters for Plate WQ Orifice Area per Row = N/A ftZ Elliptical Nalf-Width = N/A feet Elliptical Slot Centroid = N/A feet Elliptical Slot Area = N/A ftZ Depth at top of Zone using Orifice Plate = Orifice Plate: Orifice Vertical Spacing = Orifice Plate: Orifice Area per Row = Stage of Orifce Centroid (ft) Orifce Area (sq. inches) Stage of Orifce Centroid (ft) Orifce Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Nat Selected Not Seleded Not Selected Invert of Vertical Orifice = N/A N/A ft(relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A N/A ftz Depth at top of Zone using Vertical Orifice = NJA N/A ft(relative to basin bottom at Stage = 0 ft) Vertical Orifce Centroid = N/A N/A feet Vertical Orifice Diameter = N/A NJA inches Zone 2 Weir Overflow Weir Front Edge Height, Ho = 1.55 Overflow Weir Frant Edge Length = 3.140 Overflaw Weir Grete Slope = 0.00 Horiz. Length of Weir Sides = 0.00 Overflow Grate Type =� Close Mesh Grate Debris Clogging % = 0% let Pipe OR Rectangular/Trapezoidal Weir and No Outlet Pipe� Calculated Parameters for Overflow Weir Zone 3 Weir Zone 2 Weir Zone 3 Weir 2.13 R(relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, H� = 1.55 2.86 feet 4.13 feet Overflow Weir Slope Length = 0.00 3.01 feet 4.00 H:V Grate Open Area / 100-yr Orifice Area = 0.00 1.76 2.92 feet Overflow Grate Open Area w/o Debris = 0.00 8.63 ftz Type C Grate Overflow Grate Open Area w/ Debris = 0.00 8.63 ftZ 0°/a % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice� Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 2 Restrictor Zone 3 Restridor Zone 2 Restrictor Zone 3 Restrictar Depth to Invert of Outlet Pipe = 0.08 0.14 ft(distance below basin bottom at Stage = 0 R) Outlet Orifice Area = OJ9 4.91 ft� Outlet Pipe Diameter = 12.00 30.00 inches Outlet Orifice Centroid = 0.50 1.25 feet Restridor Plate Height Above Pipe Invert = 12.00 30.00 inches Half-Central Angle of Restridor Plate on Pipe = 3.14 3.14 radians User Input: Emeraenw S�illwav (Rectangular or Traoezoidal) Spillway InveK Stage= ft(relative to basin bottom at Stage = 0 ft) Spillway Crest Length = feet Spillway End Slopes = H:V Freeboard above Max Water Surface = feet Calculated Parameters for S�illway Spillway Design Flow Depth= feet Stage at Top of Freeboard = feet Basin Area at Top of Freeboard = acres Basin Volume at Top of Freeboard = acre-ft Routed Hydrograph Results Thr u_�r c�✓; �,vEni�le tire defau/t CUNP l;vdroqiaphs and runoffvo/umc. ny enteiinc nein� va/ues /n the Inflo:v H di�oc,ir.�n t36!e (Co/umn� INthrou h AF7. Design Storm Return Period = W CV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.82 1.09 1.40 1.69 1.99 2.86 3.14 CUHP Runoff Volume (acre-ft) = 0161 0.563 0353 0.530 0.795 1.115 1.404 2305 2.587 InFlow Hydrograph Volume (acre-ft) = N/A N/A 0.353 0.530 0.795 1.115 1.404 2.305 2.587 CUHP Predevelopment Peak Q(cfs) = N/A N/A 0.1 1.0 3.6 7.8 10.8 203 23.2 OPTIONnL Override Predevelopment Peak Q(cfs) = NJA N/A Predevelopment Unit Peak Flow, q(cfs/acre) = N/A N/A 0.01 0.08 031 0.67 0.93 1J4 1.98 Peak Inflow Q(cfs) = N/A N/A 5.5 8.4 12.9 18.6 23.4 38.3 42.8 Peak Outflow Q(cfs) = 0.2 243 2.0 4.1 7.1 13.3 18.0 32.2 36.6 Ratio Peak Outflow to Predevelopment Q= N/A N/A N/A 4.3 2.0 1.7 1.7 1.6 1.6 Structure Controlling Flow = Overflow Weir 1 Overflow Weir 2 OverFlow Weir 1 Overflow Weir 1 OverFlow Weir 2 Overflow Weir 2 Overflow Weir 2 Overflow Weir 2 verFlow Weir : Max Velociry through Grate 1(fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2(fps) = N/A 3.27 N/A N/A 0.2 0.8 1.4 2.9 3.4 Time to Drain 97 % of Inflow Volume (hours) = 11 12 13 13 13 12 11 9 9 Time to Drain 99 % of Inflow Volume (hours) = 12 12 14 14 14 14 13 13 13 Maximum Ponding Depth (ft) = 1.55 3.75 1.88 2.11 2.47 2.89 3.12 3.65 3.80 Area at Maximum Ponding Depth (acres) = 0.14 0.24 0.15 0.16 0.17 0.19 0.20 0.23 0.24 Maximum Volume Stored (acre-ft) = 0.161 0.565 0.207 0.242 0.301 0.380 0.424 0.542 0.574 MHFD-Detention v4-06 - Sand Filter.xlsm, Outlet Structure 5/17I2024, 2:05 PM as , ��, � soore m �I •�� SOOYROUT QO �� lO�YR IN , - ioovR our 35 I � SOYR IN _ _ sova our �- 25VH IN 30 25vR oUT lOYRIN lOV0. OUT � ZS � �SVRIN i �� SVROUT O 2VRIN u 2O ��i 2YROUT li EUIiVIN �� EUPVOUT 15 - �wQcvlN ...... WQNouT 10 I . 5 : o� -- — -- o.i 4 3.5 3 - 2.5 x x r o Z � z S z 0 d is i 0.5 0 0.1 30,000 25,000 20,000 x � 15,000 � O > 5 a io,00a � a ) 5,000 MHFD-Detention_ �ersion 4.06 (Ju/y 2022) • _ _� \ �' r� � :• � Ii � t • � • � : ` _ t —.— \ .:•��'�. ;�.i � ` �'. \ /. \ � .. � ' J —. — - _ ` ` .. �.. ./ � � .. . � \ �'. . ; i � ..._ _"r' _. _.. \ '.. r i, �` �\ .. -'`'--�— --.__---- ---- -1=�--_-�._ _-`-'-:�=' i TIME [hr] 0 DRAIN TIME [hr] 10 io 100 40 35 30 25 20 O r � O 15 10 5 0 4.00 MHFD-Detention v4-06 - Sand Filter.xlsm, Outlet Structure 5/17I2024, 2:05 PM 0 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 PONDING DEPTH [ft] S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-A�cis minimum bound � maximum bound Ou[flow Hyd�ograph Workbook Filename: Inflow Hydrographs ThE user can overricl� th�, calculated inFlew hydro��raphc I'rom this workbook wi[h inflow hydrographs dEv��loped in a separate pro9ram. Time Interval 5.00 min MHFD-Detention v4-06 - Sand Filter.xlsm, Outlet Structure 5/17I2024, 2:05 PM MHFD-Detention v4-06 - Sand Filter.xlsm, Outlet Structure 5/17I2024, 2:05 PM MHFD-Detention, �ersion 4.06 (July 2022) Summary Stage-Area-Volume-Discharge Relationshi�s The usef can a-eate a summary S-A-V-D by enCering the desired stage Incrsmen[s and the remalnder o( the table will populate automatically. The usef sl�ould graphlcally compare Che summary S-A-V-0 table to the full S-A-V-0 tabl2 In the charC to contirin It captures all key transltion points. Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: ARJ Company: JR Engineering Date: May 8, 2024 Project: Polestar Location: #2 - Rain Garden; B1-B2 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 55.5 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.555 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.18 watershed inches (WQCV= 0.8 `(0.91 * i3- 1.19 ` i2+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 67,518 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWo�� =�cu ft Vol = (WQCV / 12)' Area F) For Watersheds Outside of the Denver Region, Depth of ds = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR =�cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwocv useR = 1,199 cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� = 7.5 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z= 4.00 ft/ ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AM;,, = 749 sq ft D) Actual Flat Surface Area AA�i�ai = 870 sq ft E) Area at Design Depth (Top Surface Area) ATOP = 3143 sq ft F) Rain Garden Total Volume VT= 1,254 cu ft (Vr= ii%jrov + An�mai) / 2) ` Depth) 3. Growing Media Choose One � 18" Rain Garden Growing Media � Other (Explain): 4. Underdrain System Choose One � YES A) Are underdrains provided? Q NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 2.3 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1�2= 1,199 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 3/4 in No. 2 UD BMP v3.07.xlsm, RG 5/8/2024, 4:20 PM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: ARJ Company: JR Engineering Date: May S, 2024 Project: Polestar Location: #2 - Rain Garden; 61-B2 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity � NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One �Q Sheet Flow- No Energy Dissipation Required A) Inlet Control � Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation � Seed (Plan for frequent weed control) Q Plantings � Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES A) Will the rain garden be irrigated? 0 NO Notes: No. 2 UD BMP v3.07.xlsm, RG 5/8/2024, 4:20 PM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: ARJ Company: JR Engineering Date: May 8, 2024 Project: Polestar Village Location: Rain Garden No. 3; Basins C1-C2 and DS 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 55.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.550 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.18 watershed inches (WQCV= 0.8 `(0.91 * i3- 1.19 ` i2+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 39,204 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWo�� =�cu ft Vol = (WQCV / 12)' Area F) For Watersheds Outside of the Denver Region, Depth of ds = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR =�cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwocv useR = 691 cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� = 8.0 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z= 4.00 ft/ ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AM;,, = 431 sq ft D) Actual Flat Surface Area AA�i�ai = 567 sq ft E) Area at Design Depth (Top Surface Area) ATOP = 1527 sq ft F) Rain Garden Total Volume VT= 698 cu ft (Vr= ii%jrov + An�mai) / 2) ` Depth) 3. Growing Media Choose One � 18" Rain Garden Growing Media � Other (Explain): 4. Underdrain System Choose One � YES A) Are underdrains provided? Q NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 2.3 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1�2= 691 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 9/16 in No. 3 UD BMP v3.07.xlsm, RG 5/8/2024, 4:20 PM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: ARJ Company: JR Engineering Date: May S, 2024 Project: Polestar Village Location: Rain Garden No. 3; Basins C1-C2 and D8 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity � NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One �Q Sheet Flow- No Energy Dissipation Required A) Inlet Control � Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation � Seed (Plan for frequent weed control) Q Plantings � Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES A) Will the rain garden be irrigated? 0 NO Notes: No. 3 UD BMP v3.07.xlsm, RG 5/8/2024, 4:20 PM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: ARJ Company: JR Engineering Date: May 21, 2024 Project: Polestar Village Location: Rain Garden No. 4; Basins D6 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 60.5 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.605 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.19 watershed inches (WQCV= 0.8 `(0.91 * i3- 1.19 ` i2+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 12,197 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWo�� =�cu ft Vol = (WQCV / 12)' Area F) For Watersheds Outside of the Denver Region, Depth of ds = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR =�cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwocv useR = 232 cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� =�9 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z= 4.00 ft/ ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AM;,, = 148 sq ft D) Actual Flat Surface Area AA�i�ai = 177 sq ft E) Area at Design Depth (Top Surface Area) ATOP = 475 sq ft F) Rain Garden Total Volume VT= 245 cu ft (Vr= ii%jrov + An�mai) / 2) ` Depth) 3. Growing Media Choose One � 18" Rain Garden Growing Media � Other (Explain): 4. Underdrain System Choose One � YES A) Are underdrains provided? Q NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 2.3 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1�2= 232 cu ft iii) Orifice Diameter, 3/8" Minimum Dp = 5/16 I� LESS THAN MINIMUM. USE DIAMETER OF 3l8" No. 4 UD BMP v3.07.xlsm, RG 5/21/2024, 12:44 PM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: ARJ Company: JR Engineering Date: May 21, 2024 Project: Polestar Village Location: Rain Garden No. 4; Basins D6 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity � NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One �Q Sheet Flow- No Energy Dissipation Required A) Inlet Control � Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation � Seed (Plan for frequent weed control) Q Plantings � Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES A) Will the rain garden be irrigated? 0 NO Notes: No. 4 UD BMP v3.07.xlsm, RG 5/21/2024, 12:44 PM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: ARJ Company: JR Engineering Date: May 8, 2024 Project: Polestar Village Location: Rain Garden No. 5; Basins D4 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 64.3 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.643 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.20 watershed inches (WQCV= 0.8 `(0.91 * i3- 1.19 ` i2+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 23,522 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWo�� =�cu ft Vol = (WQCV / 12)' Area F) For Watersheds Outside of the Denver Region, Depth of ds = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR =�cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwocv useR = 473 cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� = 11 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z= 4.00 ft/ ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AM;,, = 302 sq ft D) Actual Flat Surface Area AA�i�ai = 309 sq ft E) Area at Design Depth (Top Surface Area) ATOP = 742 sq ft F) Rain Garden Total Volume VT= 478 cu ft (Vr= ii%jrov + An�mai) / 2) ` Depth) 3. Growing Media Choose One � 18" Rain Garden Growing Media � Other (Explain): 4. Underdrain System Choose One � YES A) Are underdrains provided? Q NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 2.33 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1�2= 473 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 1/2 in No. 5 UD BMP v3.07.xlsm, RG 5/8/2024, 4:18 PM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: ARJ Company: JR Engineering Date: May S, 2024 Project: Polestar Village Location: Rain Garden No. 5; Basins D4 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity � NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One �Q Sheet Flow- No Energy Dissipation Required A) Inlet Control � Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation � Seed (Plan for frequent weed control) Q Plantings � Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES A) Will the rain garden be irrigated? 0 NO Notes: No. 5 UD BMP v3.07.xlsm, RG 5/8/2024, 4:18 PM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: ARJ Company: JR Engineering Date: May 8, 2024 Project: Polestar Village Location: Rain Garden No. 6; Basins D1- D3 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 65.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.650 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.20 watershed inches (WQCV= 0.8 `(0.91 * i3- 1.19 ` i2+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 31,799 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWo�� =�cu ft Vol = (WQCV / 12)' Area F) For Watersheds Outside of the Denver Region, Depth of ds = 0.43 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR =�cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume Vwocv useR = 646 cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� =�9 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z= 4.00 ft/ ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AM;,, = 413 sq ft D) Actual Flat Surface Area AA�i�ai = 430 sq ft E) Area at Design Depth (Top Surface Area) ATOP = 1283 sq ft F) Rain Garden Total Volume VT= 650 cu ft (Vr= ii%jrov + An�mai) / 2) ` Depth) 3. Growing Media Choose One � 18" Rain Garden Growing Media � Other (Explain): 4. Underdrain System Choose One � YES A) Are underdrains provided? Q NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 2.3 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1�2= 646 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 9/16 in No. 6 UD BMP v3.07.xlsm, RG 5/8/2024, 4:17 PM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: ARJ Company: JR Engineering Date: May S, 2024 Project: Polestar Village Location: Rain Garden No. 6; Basins D1- D3 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One Q YES A) Is an impermeable liner provided due to proximity � NO of structures or groundwater contamination? 6. Inlet / Outlet Control Choose One �Q Sheet Flow- No Energy Dissipation Required A) Inlet Control � Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation � Seed (Plan for frequent weed control) Q Plantings � Sand Grown or Other High Infiltration Sod 8. Irrigation Choose One Q YES A) Will the rain garden be irrigated? 0 NO Notes: No. 6 UD BMP v3.07.xlsm, RG 5/8/2024, 4:17 PM 22 APPENDIX E - REFERENCES Polestar Village - Floodplain Modeling Report 5.0 HYDROLOGY 5.1 Discharges and Model Frequencies October 2023 EPA SWMM version 5.2 (build 5.2.1) was used to model the hydrology of the site. The frequency modeled was the 100-year event. The discharges are below in Table 1, Plum Channel Flow Path Discharge Profile. For additional information, refer to the Modified - Table B.1.1 Plum Channel Flow Path Discharge Profile in Appendix J-5. Cable 1- Plum Channel Flow Path Dischar e Profile EFFECTIVE HEC RAS 100 Year Discharge (cfs) Effective HEC- Effective Corrective EPA SWMM SWMM Cross-Section RAS Hydraulics Effective Proposed Result Location ELEMENT model/ Result Hydrology Hydrology Model Mapped by /Result Anderson Modeled /Result Modeled 113(313outin 5271 CE models) z41 155 252 245 Upstream Study Limit 5190 NODE 23 --- --- --- 362 Pond Inflow 4872 (L)15 330 200 305 --- POND 4675 --- --- --- 174 Pond outflow OUTFIOW J14 C- 4277.999 1+115_pipe/1 214/140 167/139 290/242 187/140 Upstream of Rocky Road Culvert 15 overflow* �" Discharge based on the sum ofpipz and overllow diccharge Flow is presented as (total Flow)/(Surface Flow) -- null valuc r.=;#t -Ncw Shrtion prfircncu�gex�[ui� alivnmcnt) or E:Icmcnt Modcicd 5.2 Revised Hydrologic Analysis The Polestar site is within the City of Fort Collins Floodplain, and the City of Fort Collins requested that JR Engineering incorporate the Polestar development's developed conditions SWMM model into the City Master Canal Importation Drainage Plan SWMM Model. In addition, the City of Fort Collins requested that JR Engineering revise the CLOMR inputs to match the Hydrology for the site and the proposed improvements to the site. In 2013/2014 Anderson Consulting Engineers was contracted by the City of Fort Collins to convert the effective hydrologic model for the Canal Impartation Basin from ModSWMM to EPA SWMM�1�. In 2014 Anderson was hired by the City to Map the 100- year effective floodplain�Z�. JR Engineering has incorporated the revised Hydrology in a standalone Appendix - Appendix J at the end of this report to be referenced in this report and the Polestar drainage report. JR Engineering has prepared three SWMM models, which include the Corrected Effective Model, the Proposed Model, and the Ulti�nate Model for the site. Please refer to detailed sections in this Revised Hydrology Analysis outlining each SWMM model, and accompanying SWMM maps for additional infonnation. The City of Fort Collins effective SWMM model�i� flows do not match flows modeled in � Polestar Village - Floodplain Modeling Report October 2023 the City's Effective HEC-RAS model�2�. The effective 100-year flow rate overtopping the Scenic Views Pond (pond 313) cfs��. This flow does not match the modeled flow in the City's SWMM Model<<� of 156 cfs, as shown the 2014 Anderson report in Appendix J-5. JR Engineering has prepared four SWMM schematics maps to show the changes being made to 2014 Existing Model, the Corrected Effective Model, the Proposed Model, and the Ultimate Model for the site with the defined gravity outfall. The SWMM schematics are shown in Appendix J-3. SWMM output and input files are provided for each scenario for the 100-year event. The inputs for the Sub-Basins modified for each scenario are shown in the Appendix J-2. All of the SWMM models were run on EPA Storm Water Management Model - Version 5.2 (Build 5.2.1). 5.2.1 City Effective SWMM Model (2014 Ande�son) -1 ooyY Can�al ImpoYtation Hydrology Update. inp The Effective hydrologic model was developed by Anderson using EPA SWMM (build 5.0). The Effective Model is on NGVD29. When the City's SWMM hydrology model is re-run in the current software version 5.2. The runoff overtopping the Scenic Views Pond (Pond 313) is 0 cfs. Pond 313 floods, and there is no flow in the downstream link element of Pond 313. This error (warning 10), is a result of a code change between different versions of SWMM past 2014. Warning number 10 occurs when crest elevation is below downstream invert for regulator link. The 2014 Anderson SWMM model results show 156 cfs overtopping the Scenic Views Spillway. After a discussion with City Staff, the preferred way to model Pond 313 was to set the invert of the Pond at the spillway elevation so there is no inadvertent detention or storage modeled in Pond 313 and to avoid warning number 10. This change is reflected in the Corrected Effective SWMM model. 5.2.2 COYY'eCted EffBCtlVe l�Odel - 100yr CE Canal Importation Hydrology Update. inp The Corrected Effective Model accounts for additional runoff that drains directly onto the site from the Locust Grove Filling No. 1 subdivision directly north of the site. This runoff (onto the Polestar site) was not accounted for in the previous inodel, and all of the runoff was assumed to drain directly onto Orchard Place to Junction J17, as shown in the Existing SWMM Schematic. JR Engineering's survey topo showed that Sub-Basin 17 should be broken up to account for the additional runoff that travels down Locust Grove Drive and drains directly onto the Polestar site. As a result, Sub-Basin 17 was broken up into two corresponding Sub-Basins (17E and 17W), as shown in the attached Corrected Effective SWMM Scheinatic in Appendix J-3. Sub-Basin 15 was also broken up into two Sub-Basins to account for the existing Polestar Site (EP) and existing lots from the Mountaire Subdivision (15E), as shown in the attached SWMM Schematic in Appendix J-3. The following is a list of 10 Polestar Village - Floodplain Modeling Report October 2023 changes made from the existing City Effective SWMM Model (2014 Anderson) to the Corrected Effective Model. • Broke up Sub-Basin 17 into Sub-Basins 17E and 17W to reflect the existing drainage topography and account for the runoff from Locust Grove Drive that drains directly onto the Polestar Site. • Broke Sub-Basin 15 to Sub-Basin EP and 15E to account for the drainage directly tributary to the Polestar site and separate runoff that is tributary to the Mountaire Subdivision. • For the impervious calculations, a typical value used in the existing model of 45% was applied for single-family detached residential areas for Sub-Basins 17W and 17E. For the existing Polestar site, the percent impervious was determined with survey information by JR Engineering. These updates resulted in a combined modified imperviousness of 29% in the Corrected Effective Model, compared to 34% in the original effective SWMM modeling, since the effective model assumed a portion of the existing Polestar site was impervious and did not utilize survey information. The topography on the existing Polestar site is primary grass, and the net composite percent impervious of the existing site is 3.7%. Table 2: Sub-Basin Effective vs. Existin Sub-Basin 2014 Anderson Effective Model Percent Corrected Effective Percent Sub-Basin Area (Acres) lmpervious Model SulrBasin Area (Acres) lmpervious 17 25.5 45.0°/� EP 21.5 3.7% IS 30.0 25.0% 17W 10.2 45.0% -- -- -- 17E 14.8 45.0% -- -- -- l5E 9.0 45.0% Total 55.5 34.2% 55.5 29.0`% • Removed Junction J113 and Conduit 113 to create positive drainage, to simplify the model, and to avoid modeling errors resulting from SWMM Warning 10. • Edited the stage-storage curve for Pond 313 curve name (313_AB*JR_Edit) to reflect the pond being 100% full up to the spillway elevation at the start of the 100- year storm. The pond contours were revised using JR survey data. • Removed outlet offset from elements 110_overflow and 110_Pipe. • Updated outlet offset from 4 feet to 5 feet for link stability for element 116. • The rating table for 313 spillway overflow (313out_JR_Edit) was added with the same formula as 313 out but includes additional head. See the SWMM model. • Added a time series for the City of Fort Collins 2-year storm. • The Downstream outfall of Pond 315 contains a twin 24-inch RCP. The City's Effective Model only modeled one pipe. JR Engineering added an additional conduit (G1) to account for the additional pipe. • The effective hydrology model did not establish a separate rating curve from the spillway to correctly model the flow going through the pipes far the Kimball Pond (Pond 315). Changed 315out to 315out Spillway added a separate rating curve based on the spillway overflow based on the attached calculation from the Ayres Update Hydrologic Analysis for West Plum Street Basin, as shown in Appendix J- 4. 11 Polestar Village - Floodplain Modeling Report October 2023 • Added an outlet 315out culverts to represent the twin 24-inch culvert outfall for the Kimball Pond (Pond 315). Added a rating curve for the culverts determined in MHFD-Culvert_v4.0 design workbook as shown in Appendix J-6. • Pond 315 - updated rating curve to support 0.14 feet of head to prevent flooding within the model. See storage rating curve 315*JR edit within SWMM. • Updated max depth of Pond 315 to be 5.1 feet. • Junction J37 was added to divert flow for between the dual 24-inch Rocky Road culverts. Table 3: Comparison of Scenic View Pond Modeling - Effective vs. Corrected Effective City Effective SWMM Model (2014 Anderson) Corrected Effective Model Storage Max. Vol., Max. Vol., Max. Max. HGL ft Max. Vol., Max. VoL Max. Max. HGL, ft 3 Outflow, ' 3 ' Outflow, Element 1000 ft acre-ft cfs NpVp gg 1000 ft acre-ft cfs NAVD 88 313 151.26 3.47 156.14 511732 143.545 3.29 252.16 5117.47 Note: Storage Element 313 is the Scenic Views Pond. The CE Model the increased the flows to downstream properties in the mapped floodplain, as shown in Table B.1.1 Plum Channel Flow Path Discharge Profile, in Appendix J-5. 5.2.3 PY'OpOSeI� i�Odel - 100yr Proposed Polestar - Canal Importation Hydrology Update. inp The Proposed Model incorporates the improvements to the Polestar Site and the Sub- Basins from the existing corrected effective model. Interim detention for the site is provided within storage element 23 (the proposed detention facility). The existing overflow spillway for Pond 313 (Scenic Views Pond) is currently undersized to handle the total peak 100-year inflow of 348.6 cfs. The current spillway for Pond 313 is 10 feet wide and 1.5 feet deep, and is set at an elevation of 5112.5 on the NGVD 29 datum. The total existing inflow exceeds the capacity of the spillway and spills over the pond embankment, which is acting as an overflow weir for 290 feet. The depth in the existing condition is approximately 2 feet. JR Engineering is proposing that the spillway be built at the same elevation as the NGVD 29 datum, but on the NAVD88 datum. JR Engineering's Design documents are on the NAVD 88 datum (5112.5+3.07=5115.57). The spillway will be modified by increasing the width and depth to convey flow at a greater depth than the City's required depth of 0.5 feet and convey flow at a depth of 1.75 feet. JR Engineering has asked for a variance to this criterion, as shown in the Appendix J-6, which includes an existing Cross-Section of the Scenic Views Pond Spillway, a proposed Cross-Section of the Scenic Views Pond Spillway, and the proposed Cross-Section of the Polestar Pond spillway. This modification will decrease the overall breadth of the floodplain, and it will serve as an interim improvement to the site. The updated Scenic Views overflow weir will contain the flows within the spillway section with 6-inches of freeboard, and there will be no embankment overtopping in the 100-year event. The impacts on volume, HGL, and outflow from this change are shown in Table 4. 12 Polestar Village - Floodplain Modeling Report October 2023 The outlet structure rating table for the proposed pond was developed using the (MHFD- Detention_v4-06 workbook design tool), as shown in Appendix J-2 for an outlet structure with a restricted 42-inch pipe. The objective of the project's detention faciliry is to detain the site's runoff and improve downstream conditions with respect to runoff as much as possible in the allocated pond footprint. The interim detention facility detains the site's runoff and reduces peak flow with additional supplemental volume, as shown in Tables 6 and 7. The onsite detention requirement for the site is the runoff difference between the 100-year developed inflow runoff rate and the 2-year historic runoff, which is 4.88 acre-ft. The calculation for the onsite detention is shown in Appendix J-2. The following is a list of changes made from the Corrected Effective Model to the Proposed Model. • Converted element 313out from an outlet element to a weir element. See the attached exhibit for the Scenic Views Spillway pond in Appendix J-6. Note the Jacobs Spillway is on NAVD88, and the existing spillway is on NGVD29. SWMM still models positive drainage. The SWMM model was left on NVGD29. The difference is 3.07 feet (As referenced in the Anderson Report for the Plum Creek Channel��). • Changed Sub-Basin EP to P. Sub-Basin P is 50% impervious. Improvements to the Polestar site will not exceed 50%. • Updated and converted Junction 23 to a pond element for the Polestar Pond. • Added stage-storage curve for Pond 23. See SWMM Pond_23. • Added an additional Junction below the outfall for pond 23 (Junction J14). • Re-named element 15 to be M-15. Changed element to a broad trapezoidal element to reflect improvements to the Plum Creek Channel (see SWMM model). The flow is hydraulically modeled in HEC-RAS. • Created two outfall elements for Pond 23. One of the outfalls reflects the interim outfall (INTERIM_OUTLET), and the other outfall represents the spillway i.e., a weir sized for the Ultimate condition (SPILLWAY_OUTFALL). See the attached variance exhibit for Polestar Spillway (Appendix J.VI). • The hydraulics for the rating curve of the interim outlet (23_INTERIM_OUTLET) far a restricted 42-inch pipe was determined using an MHFD spreadsheet. • The weir coefficient for the Scenic View pond and Polestar pond were determined within OpenFlows F1owMaster based on a broad crested weir Cross-Section, as shown in Appendix J-6 Spillway Variance Request. Table 4: Comparison of Scenic View Pond Corrected Effective Model Max. Storage Max. VoL, Max. Vol., Outflow Max. HGL, ft Element 1000 ft3 acre-ft ' cfs NAW 88 313 143.545 3.29 25216 5117.47 Note: Storage Element 313 is the Scenic Views Pond - Corrected Effective vs. Proposed oposed Model Max.Vol, Max. Vol., Max. HGL, ft 1000 ft3 acre-ft NAW 88 102.67 2.36 244.77 5116.95 To compare flows leaving the site between each respective model, refer to Table 3 below. For information on the ultimate condition, refer to the section about the ultimate condition provided in Section 5.2.4. 13 Polestar Village - Floodplain Modeling Report October 2023 In the 100-year event, 9.58 acre-ft of detention is provided in the Happy Heart/Polestar interim detention pond. The peak release rate leaving the site is reduced to 174 cfs from the effective flow of 330 cfs. The changes to the Corrected Effective hydrologic routing in conjunction with the proposed onsite and offsite pond improvements result in a net decrease of 100-year peak discharges as ineasured downstream of the Polestar property (Junction 15). Table 5: Flow Comparison Downstream of the Happy Heart Pond Model Element Flow (CFS) Effective flows (2014 HEC-RAS Model) (EF) 15 330 Effective Model (2014 SWMM Model) (E) 15 200 Corrected Effective Model (CE) SWMM Model 15 305 Proposed Model (PR) SWMM Model M-15 174 Note: Flow rounded to the nearest integer. Flow comparison is for flow leaving the site. 5.2.4 Ultimate MOl�el — IOOyr Ultimate Polestar Regional Detention.inp The Ultimate SWMM Model incorporates improvements from the Canal Im�ortation Basin Selected Plan Update Conce�tual Design Report —Plum Channel Flow Path by Jacobs Engineering Group, Dated June 30t", 2022. The report outlines the ultimate improvements to the Plum Channel Flow Path. Jacobs Engineering Group has conceptually modified the Canal Importation model for the City of Fort Collins Capital Improvement plan�3�. The Polestar detention facility will be converted into a regional detention facility with a deep underground gravity outfall in Orchard Place. The changes that are being made to the site in the ultimate condition are summarized below. 1. Conversion of Scenic Views retention pond to a detention pond. 2. Addition of a pipe outfall from the Scenic Views detention pond to the Happy Heart Farms Pond, also known as the future Polestar regional detention pond. 3. Increasing the volume of the onsite Polestar detention pond per the proposed ultimate outfall 4. Construction of the gravity storm sewer outfall in Orchard Place JR Engineering has provided an ultimate SWMM schematic and a map from Jacobs of the site, as shown in Appendix J-3 within the SWMM Maps. The ultimate SWMM model was incorporated in the conceptual Jacobs model (Plum Detention.inp). The outlet structure- rating table was developed using the (MHFD-Detention_v4-06 workbook design tool) as shown in Appendix J-2 for an outlet structure with a restricted 30-inch pipe. It is important to note that the JR ultimate SWMM model does not replace the Jacobs model. The purpose of the ultimate model is to show the Polestar site can provide detention in the ultimate condition. 14 Polestar Village - Floodplain Modeling Report October 2023 The following is a list of changes inade from the Proposed Model to the Ultimate Model. • Started with the February 2022 Jacobs model. • Brought in proposed elements into the SWMM model for the Polestar site as shown in the SWMM Map. • Added Sub-Basins P and 17W from the proposed model tributary to the storage node for pond 23. (See SWMM Map) • Added Sub-Basin 17E and 15W to the modeL (See SWMM Map). • Updated the stage-storage of the detention facility at storage node 23 to reflect the ultimate pond. See SWMM for stage-storage. • Used Jacobs outlet rating for 313out. • Used the Jacobs pond grading for the stage-storage for pond 313. See SWMM model. • Defined two elements for the outfall of Pond 313. 313_SPILLWAY for the spillway and 313out for the ultimate gravity outfall. Set 313_SPILLWAY to reflect the proposed JR spillway (See SWMM Model). • Updated the stage-storage for the Polestar detention pond to reflect the ultimate regional detention facility. See SWMM model (Polestar_Ultimate_Pond). • The hydraulics for the rating curve of the ultimate outlet (23_ULTIMATE_OUTLET) were determined using a MHFD spreadsheet to account for onsite WQ and a restrictor plate for a 30-inch Pipe, as shown in Appendix J-2. • Made element 115�ipe and 16�ipe double barrel 24-inch RCP. From single barrel 24-inch concrete pipes to reflect the actual existing condition. • Changed the name of 315out to 315_culverts to represent the twin 24-inch culvert outfall for the Kimball pond. Added a rating curve (315out_Culverts) for the culverts determined in MHFD-Culvert_v4.0 design workbook as shown in Appendix J-5. Table 6: Com arison of Stora e Elements in the Proposed Model Max. Max. HGL, ft Storage Max.Vol., Max. Vol., Outflow Element 1000 ft3 acre-ft ' cfs NAVD 88 313 102.67 23 417.098 2.36 244.77 9.58 173.75 5116.95 5108.89 �osed Model and the Ultimate Model Ultimate Model Max. Vol., Max. Vol., Max. Max. HGL, ft Outflow, 1000 ft' acre-ft cfs NAVD 88 411.216 9.44 53.62 5109.96 585.81 13.45 38.48 5107.14 Note: Storage Element 313 is the Scenic Views Pond. Storage Element 23 is the Polestar/Happy Heart Farms Pond. 5.3 Onsite and Ultimate Detention Calculations - Polestar/Happy Heart Farm Detention Pond The onsite detention requirement for the site is the runoff difference between the 100-year developed inflow rate and the 2-year historic runoff, which is 4.88 acre-ft. The calculation for the onsite detention is shown in Appendix J-2. The proposed detention provided onsite within the interim condition is 6.75 acre-ft up to the pond spillway elevation at 5107.79 ft (NAVD 88). 15 Polestar Village - Floodplain Modeling Report October 2023 Jacobs calculated the ulti�nate volume (Happy Heart Detention Pond) within the Canal Importation - Basin Selected Plan Updates dated February 2022 as 8.3 acre-ft. The total ultimate detention volume was calculated by adding the Happy Heart Detention pond of volume 8.3 acre-ft with the required interim (onsite) detention volume of 4.88 acre-ft for the Polestar site for a total volume of 13.18 acre-ft. Table 7 summarizes the detention pond changes in Table 7. TABLE 7- Polestar / Happy Heart Farm Detention Summary Provided Volume Additional Volume WQCV Total Peak Required Volume Graded To Spillway Provided ( acre-ft) Outflow Condition (acre-ft) (acre-ft) ( acre-ft) (cfs) Interim 4.88 6.75 1.87 1.2 176 Ultimate 13.18 14.89 1.71 1.2 38.48 For the ultimate condition, JR Engineering has provided a pond layout that exceeds the ultimate detention requirements, as specified in Table 7. In the ultimate model, the site is releasing at a lower rate of 38.48 cfs vs. the Jacobs release rate of 47.01 cfs. JR Engineering designed the ultiinate pond within the allocated footprint to provide detention to exceed the 13.18 acre-ft required volume (calculated from the Jacob Canal Importation report + Polestar site). The modeled voluine in the Ultimate SWMM Model is 13.45 Acre-ft, as shown in Table 8 below. The Jacobs Canal Importation model release rate is not explicitly stated in the report �3�. Table 8 shows the volume in the ultimate model and the volume provided in the ultimate Jacobs model with each model's respective release rates. TABLE 8: Jacobs Plum Model vs JR Ultimate SWMM Model Happy Heart Farms/Polestar Detention Pond SWMM Model JR-Ultimate Model Jacobs Model 8.3 acre-ft 5.4 Hydrology Summary Polestar / Ha Heart Farm Detention (Pond 23� Max Volume in SWMM Total Peak Outflow K��E��? 13.45 acre-ft 47.01 cfs The City Effective SWMM Model (2014 Anderson) did not provide an accurate representation of the existing hydrology and needed to be revised in order to accurately map the existing floodplain. The existing 2014 Anderson SWMM model includes an error for the Scenic Views Pond, Pond 313 (warning 10), and the Corrected Effective model accounts for additional sub- Sub-Basins not included in the previous model and fixes the error for Pond 313 (warning 10) for SWMM Version 5.2. L The revised hydrology (Corrected Effective Model) takes into account more accurate data and information based on the JR Engineering survey of the existing topography. These revisions include the additional runoff source from the 16 Polestar Village - Floodplain Modeling Report October 2023 Locust Grove subdivision that currently drains onto the existing Polestar site. Existing storm infrastructure updates and corrections were worked out between JR Engineering and the City of Fort Collins as part of the hydrology review process to develop a Corrected Effective Model, Proposed Model, and an Ultimate Model. The comment response(s) have been provided in the hydrology portion of digital Appendix K within a Microsoft Word document. The Corrected Effective SWMM inodel shows that certain hoineowners downstreain of the site are currently experiencing adverse impacts from flows and runoff that are greater than what is currently mapped, as shown in Appendix J-5 within the Modified Table B.1.1 Plum Channel Flow Path Discharge Profile. JR Engineering has prepared four SWMM schematics to show the changes being made to the site and provided input and output files for each scenario for the 100-year event. The benefits of revising the hydrology were to ensure the runoff on the Polestar site is accurately modeled and to ensure that detention is accurately calculated for the Polestar development. The improvements to the site reduce total runoff leaving the site compared to the Corrected Effective model, are equal to, or lower than the Effective Model. The proposed SWMM model includes the development's modifications to the Polestar site, and the Ultimate Model includes the planned outfall for the Scenic Views Pond (Pond 313) and the outfall for the Polestar detention facility (Pond 23). 17 Appendix J Hydrology Appendix J-1 Vicinity Map Appendix J-2 Calculations and Exhibits SWMM INPUTS Subdivision: Polestar Lacation: Fort Collins Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 2/7/23 2014 SWMM - 100yr Canal Importation Hydrology Update Basin inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs Tributary Area Width L=A/W Slope % Impery N-Impery N-Pery Store Imperv. Dstore perv. Zero % imperv. Storage (max) Storege (min) Decay Rate Sub-basin 17 25.5 3968.00 279.93 1.00% 45.0% 0.016 0.1 0.1 0.3 25 0.51 0.5 6.48 15 30.0 4356.00 300.00 2.00% 25.0% 0.016 0.1 0.1 03 25 0.51 0.5 6.45 Note: Only these two basin in the existing Hydrology were modified. Note: City of Fort Collins 2018 Criteria Recommends 1 for Zero % imperv. In the existing SWMM model this was 25. Note: City of Fort Collins 2018 Criteria Recommends 0.25 for N-Perv. In the existing SW MM model this mas 0.1. Existing SWMM INPUTS Basin inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs Tributary Area Width L=A/W Slope % Impery N-Impery N-Pery Store Imperv. Dstore perv. Zero % imperv. Storage (max) Storage (min) Decay Rate Sub-basin EP 21.5 120533 777.00 1.64% 3.7% 0.016 0.25 0.1 03 1 0.51 0.5 6.48 17W 101 1481.04 300.00 0.60% 45.0% 0.016 025 0.1 0.3 1 0.51 0.5 6.48 17E 14.8 2148.96 300.00 133% 45.0% 0.016 0.25 0.1 03 1 0.51 0.5 6.48 15E 9.0 1306.80 300.00 1.19% 45.0% 0.016 0.25 0.1 03 1 0.51 0.5 6.45 Proposed SWMM INPUTS Basin inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs Tributary Area Width L=A/W Slope � Impery N-Impery N-Pery Store Imperv. Dstore perv. Zero % imperv. Storege (max) Storage (min) Decay Rate Sub-basin P 21.5 1572.48 595.58 0.86% 50.0% 0.016 0.25 0.1 03 1 0.51 0.5 6.48 17W 10.2 1481.04 300.00 0.60% 45.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 17E 14.8 2148.96 300.00 1.33% 45.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 15E 9.0 1306.80 300.00 1.19% 45.0% 0.016 015 0.1 0.3 1 0.51 0.5 6.48 Ultimate SWMM INPUTS Basin Inputs City of Fort Collins Default Inputs City of Fort Collins Horton inputs Tributary Area Width L=A/W Slope % Impery N-Impery N-Pery Store Imperv. Dstore perv. Zero % imperv. Storege (max) Storage (min) Decay Rate Sub-basin P 21.5 1572.48 595.58 0.86% 50.0% 0.016 0.25 0.1 03 1 0.51 0.5 6.45 17W 10.2 1481.04 300.00 0.60% 45.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 17E 14.8 2148.96 300.00 1.33% 45.0% 0.016 0.25 0.1 0.3 1 0.51 0.5 6.48 15E 9.0 1306.80 300.00 1.19% 45.0% 0.016 0.25 0.1 03 1 0.51 0.5 6.48 x:�ve�nuoo.t�ms��e�nnrx��ono��Kr�se�wai i�ra��z_ci�w_r�mpi�i� v2.ozxi��, reE� i�,ri �ivn_n� REQUIRED POLESTAR DETENTION POND VOLUME The onsite detention for the site i.e. the required runoff difference between the 100 year developed inflow rate and the 2-year historic runoff is 4.88 Acre-ft. In the SWMM model. P- 100 year developed inflow 1.61*106 Gallons of total runoff EP - 2-year existing inflow 0.02*106Gallons of total runoff 3 (1.61*106- 0.02*106) gallons ( 1 ft �* � 1 acre �_ 4.88 Acre-ft. 7.4805gallons 43,560 f t3 Time vs. Runoff 140 120 100 � v 80 � � 0 � 60 � 40 20 0 0:00:00 1:12:00 2:24:00 3:36:00 4:48:00 6:00:00 7:12:00 8:24:00 Time P- Peak Runoff— 119.98 CFS 2 Year Existing (Basin EP) 100 Year Developed (Basin P) EP - 2 Year Peak Runoff — 2.31 CFS Polestar Pond 100 year Drain Time The Polestar Detention Facility meets Colorado Revised Statute (CRS) §37-92-602 (8) by continuously releasing and/or infiltrating at least 97% of all of the runoff from a rainfall event that is less than or equal to a 5-year storm within 72 hours after the end of the event. The Pond continuously releases or infiltrates at least 99% of the runoff within 120 hours after the end of events greater than a 5-year storm. PRPOPOSED -WATER QAULITY FOR POLESTAR DETENTION POND WQ Pond Tributary Areas Subdivision: Polestar Location: Fort Col ins Project Name: Project No.: Calculated By: Checked By: Date: Polestar 39797.01 ARJ 8723 WATER QUALITY IN DETENTION POND Area Basin (a�) % Imp. F1 3.87 31.6% E1 2.20 41.4% E2 0.45 55.7% E3 0.45 55.9% Total 6.97 37.8% This table shows the WQ on-site treated in the Polestar Detention pond. This calculation WQCV Drain Time (hr): 40 includes 20°/o contingency for sediment Coefficient, a(Figure 3.2): 1.0 accumulation as shown in equaltion 7-2. PLEASE WQCV (in): 0.17 NOTE MHFD h I' I' d b 1 2 WQCV area on s eet was mu tip ie y. 0.12 X:\3970000.a11\3979701\Gxcel\Drainage\3979701 Draina,�e_Calcs_Template_v2.OZxlsm Pa�e I of l 8/7/2023 Table 5.4-1. Drain Time Coefficients for WQCV Calculations Drain Time (hrs) 12 40 Coetticient (a) 0.8 1.0 Rafcrcn�'o� '1'hc l?I)-I;A'll' c�crl-hn�od nprcad�hcot. li(1 a�nd I�:UI� t:�h,� m;i�� hr u.i�d tu .ii�l i� <�:il��ul.itin;t �V'l�1('�'. Figure 5.4-1 WQCV Based on BMP Drain Time 0 500 O LSO y 0 400 t c 0 350 � ai 0.300 L N `y 025U ia ?� 0 200 c � 0 150 U � 0 100 0 050 0 000 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=�wQZ �) Axl. 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 ihe additional 20% of required storage for sedimentation accumulation X:\3970000.a11\3979701\Gxcel\Drainage\3979701 Draina,�e_Calcs_Template_v2.OZxlsm Pa�e I of l 8/7/2023 0 0.1 0.2 0.3 0.4 0.5 0.6 OJ 0.8 0.9 1 Total Imperviousness Ratio (i = la/100) PROPOSED POLESTAR DETENTION POND PROPOSED GRADING POLESTAR JOB N0. 3979701 8/26/2023 SHEET 1 OF 1 60 30 0 60 ORIGINAL SCALE: 1" = 60' � J•�L $NGIN�IN� A Westrian Company c�rr� saj—�ao-s�o • coiaado s�ri� t�-3eci-2�eo r�art cofns sm-as�sBBs • www�rgneerirg.00m MHFD-Detention, �e�sion 4.06 Quly 1011J Projec[: VolesWr- Interim Detention Pond (PLEASE NOTE: iHE AREA ON iHIS MHFD SHEEf WAS MULTIPLIED BY 1.2 TO ACCOUNT FOH SEDIMENTATION FOR WQCV) Basin ID: — i� �?ox wu.I. zw 1-.:.-� - T PO°` � EnampleZoneELonfiguration�RetentionPond) Watershetl InPormation Selec[ed BMP Type = EDB Watershed Area = 8.36 res Watershed Lergth = 1,149 Rc Watershed Length to Centroid = 689 R Watershed Slope = 0.011 R/R Watershed Imperviousness = 3].80 % percent Percentage Hydrologic Soil Group A= 0.�% percent Percentage Hydrologic Soil Group e= 39.0% percent Percentage Hydroloqic Soil 6roups C/D = 66.0% percent Target WQCV Drain Time = 40.0 hours Laation for 1-hr Rainfall Depths = llser Input nftcr pioNdiny r��quirctl inpu�� above �nciiidino L-��iir r�inz:l d�pthc, uick'Aun CUHP' [o �nc�arc runatt hytlroaraPhs usin� [M1r cmb _]d-�.1 �laatle U L Hytl.��iaRl P ��d,ir�. Op[ional U= � 0�snde= WaterQualityCap[ureVolume(WQLVJ= �.121 cre-fee[ re-feet Excess llrban Runoff Volume (EURV) = 0.305 re-Feet cre-feet 2-yr Rurroff Volume (Pl = 0.82 in.) _ �.183 cre-feet �.82 nches 5-yr Runoff Valume (Pl = 1.09 in.) _ �.285 re-feet inches 10-yr Runoff Volume (Pl = 1.4 in.) _ �.460 re-feet 1 40 inches 25-yr Rurroff Volume (Pl = 1.69 in.) _ �.]02 ae-feet inches 50-yr Runoff Volume (Pl = 1.99 in.) _ �.908 cre-feet in�hes 100ryr Rurroff Valume (Pl = 2.86 in.) = 1.565 cre-feet 2.86 inches 5�0-yr Runoff Volume (Pl = 3.19 in.) = 1.]69 cre-fee[ inches Approximate 2-yr Detention Volume = O.II2 re-Feet Approximate 5-yr Detention Volume = �2]] ae-feet Approximate l0yr Detention Volume = �3]2 re-feet Approximate 25ryr Detention Volume = 0.43] cre-feet AOP/oximate 5�-yr Detention Volume = �.9]8 ae-feet Approximate 1�0-yr Detention Volume = �.720 cre-feet Sct Zone 1 as WQCV Defne Zones and Basin GeomeW Zone 1 Volume (WQNJ = Q12 re-Feet Zone 2 Volume (llser Defined - Zone 1) = 0.00 cre-feet Zone 3 Volume (100-year- Zones 1 tL 2) _ �.60 re-feet roeai oecern�o� eas�n vowme = o.�z re-reec m�erai s��u��ye vowme psv> = n' Initial Surcharge Depth (ISDJ = R Total Available Detentian Depth (H�o�i) = R Depth of Trickle Chanriel (H7�J = R Slope of Trickle Channel (S7c) = R/R Sbpes of Main easin Sides (Smain) = N�� 8asin Length-to-Width Ratio (Ruw) _ Imtlal SLrchar9e Area (A¢v) = R' Surcharge Volume Length (L��) = R S�rcharge Volume Width (W�yv) = R Depth oF Basin Floor (Hp�opa) = R Length of easin Floor (Lp�opq) = R Width of 8asin Floor (WF�ppp) = R Area of Basin Floor (AFippa� = R'' Volume of Basin Floor (Vp�pK) = R' Depth of Main Basin (HMaN) = R Length of Main Basin (LMaN) = R Width of Main easin (WMp�N) = R Area of Main 8asin (AMq�NJ = R' Volume of Main Basin (Vpip�N) = R' caicWaeed rorai easin voWme (v�o�i) = user cre-reet Depth Increment = 1.00 R Oplional Optioital Stage - Storage Stage Ovenitlr Lergth Width Area Ovcrnd� Arna Volume Volume Descrlptlan (ft Sbge (itt (ft (ft R� Ama (it-] (R'J ac-ft) Top of Micropool — �.00 — — — 66 Oa002 5103 — �.19 — — — 382 0.009 43 0.00t 5104 — 1.19 — — — 20,2]5 0.965 10,3]I 0.238 5105 — 219 — — — 59,591 13fi8 50,303 1.155 5106 — 3.19 — — — 87,949 2.008 123,823 2.893 510] — 4.19 — — — 99,692 2289 21J,399 9.991 5108 — i19 — — — 106,050 2.435 320,265 ].352 5109 — 6.19 — — — 112,486 2.582 429,533 9.861 5110 — 7.19 — — — 119,103 2.739 545,328 1L519 mHFo-oe�e�uo� �a-os -mie��m Po�d.bsm easm a��izoza, i t i � nm MHFD-Detention, �ersion 4.06 (July 1011J is { I 3io . � m 5 I / a, o.ao zoo a.00 s.oa Stage �k� �Leng[h�ft) �WitltM1(ft) Area�zq.ft.) 2.JG0 � ^ 1.3J0 I�i:1:t1 � 2.00 4 00 6.00 Stage �ft.� Area (acres) —volume (ac-ft) � isaoa seeaa s Y hm11 � � � 6.260 E 3.130 � MHFO-Oetention v4-O6 -Inlerim Pontl.dsm, Basin &1/2�23, 11:11 AM MHFD-Detention, �ersion 4.06 (Ju/y7022) Project: Polestar - Interim Detention Pond (PLEASE NOTE: THE AREA ON THIS MHFD SHEET WAS MUITIPLIED BY 1.2 TO ACCOUNT FOR SEDIMENTATION FOR WQCV) Basin ID: � - �zo»eo - Estimated Estimated zorve: zonEi ��rq = Stage (ft) Volume (ac-ft) OutletType vowxlEu'",Iwa� ' :one 1(WQCV) 0.90 0.121 Orifice Plate T - ��E^a Zone 2(User) 0.90 0.000 Orifce Plate ,EaMar,EH, on�r�ees �� op�F��E ie 3(100-year) 1.83 0.599 Weir&Pipe (Restrict) °O°` Example Zone Configuration (Retention Total (all zones) 0.720 User Input: Orifce at Underdrain Outlet (typically used to drain WOCV in a Filtration BMPl Calculated Parameters for Underdrain Underdrein Orifce Invert Depth = N/A k(distance below the filtretion media surface) Underdrain Orifce Area = N/A ftZ Underdrain Orifce Diameter = N/A inches Underdrain Orifice Centroid = N/A feet Centroid of Lowest Orifce = 0.00 Depth at top of Zone using Orifice Plate = 0.90 Orifce Plate: Orifice Vertical Spacing = N/A Orifice Plate: Orifice Area per Row = 0.76 ser Input: Stage and Total Area of Each Orifice Row (r Row 1 (req Stage of Orifice Centroid (ft) 0.00 Orifce Area (sq.inches) 0.76 Row 9 (opt Stage of Orifice Centroid (ft) Orifce Area (sq. inches) ft(relative to basin bottom at Stage = 0 ft) ft(relative to basin bottom at Stage = 0 ft) inches sq. inches (diameter = 1 inch) �tation BMPI Calculated Parameters for Plate WQ Orifice Area per Row = 5.278E-03 ftZ Elliptical Half-Width = N/A feet Elliptical Slot Centroid = N/A feet Elliptical Slot Area = N/A ftZ User Input: Vertical Orifice (Circular or Rectangular) Cakulated Parameters for Vertical Orifice Nat Selected Not Seleded Not Selected Not Selected Invert of Vertical Orifice = N/A ft(relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A ftz Depth at top of Zone using Vertical Orifice = N/A ft(relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A feet Vertical Orifice Diameter = N/A inches Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length = Overflow Weir Grate Slope = Horiz. Length of Weir Sides = OverFlow Grate Type = Debris Clogging % _ rr Sloped Grate and Outlet Pipe OR Redangular/Trapezoidal Weir and No Outlet Pipe� Calculated Parameters for Overflow Weir Zone 3 Weir Not Selected Zone 3 Weir Not Seleded 1.00 N/A ft(relative to basin bottom at Stage = 0 ft�-leight of Grate Upper Edge, H� = 5.00 N/A feet 5.00 N/A feet Overflow Weir Slope Length = 16.49 N/A feet 4.00 N/A H:V Grate Open Area / 100-yr Orifce Area = 12J0 N/A 16.00 N/A feet Overflow Grate Open Area w/o Debris = 57.39 N/A ftZ Type C Grate N/A OverFlow Grate Open Area w/ Debris = 5739 N/A ftZ 0°/a N!A °/a User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifce� Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Zone 3 Restridor Not Seleded Zone 3 Restrido Not Selected Depth to Invert of Outlet Pipe = 0.07 N/A ft(distance below basin bottom at Stage = 0 ft) Outlet Orifce Area = 4.52 N/A ftz Outlet Pipe Diameter = 42.00 N/A inches Outlet Orifice Centroid = 0.96 N/A feet Restrictor Plate Height Above Pipe Invert = 20.00 inches Half-Central Angle of Restrictor Plate on Pipe = 1.52 N/A radians User Inout: Emerqencv Soillway (Rectangular or Trapezoidal) Spillway Invert Stage= 4.98 ft(relative to basin bottom at Stage = 0 ft) Spillway Crest Length = 36.80 feet Spillway End Slopes = 2.50 H:V Freeboard above Max Water Surface = 1.41 feet Calculated Parameters for Soillwav Spillway Design Flow Depth= 0.26 feet Stage at Top of Freeboard = 6.65 feet Basin Area at Top of Freeboard = 2.65 acres Basin Volume at Top of Freeboard = 11.06 acre-ft Routed Hydrograph Results The user ran u: enide th� de ��uft CUh'P hi�rlroqraph; and ru„�,r vo4.m<�5- bv enteni,.i n�w� va/ue�ti- In the Inf/�a�v Hvdroqr.��hs tabie (Co/umns bv throuqh AFJ. Design Storm Return Period = W CV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = N/A N/A 0.82 1.09 1.40 1.69 1.99 2.86 3.14 CUHP Runoff Volume (acre-R) = 0.121 0305 0.183 0.285 0.460 0.702 0.908 1.565 1J69 InFlow Hydrograph Volume (acre-k) = N/A N/A 0.183 0.285 0.460 OJ02 0.908 1.565 1J69 CUHP Predevelopment Peak Q(cfs) = N/A N/A 0.1 03 1.4 3.6 5.0 9.6 11.0 PTiONnL Override Predevelopment Peak Q(6s) = N/A N/A Predevelopment Unit Peak Flow, q(cfs/acre) = N/A N/A 0.01 0.04 0.17 0.43 0.60 115 132 Peak InFlow Q(cfs) = N/A N/A 1.6 2.6 4.4 7.2 9.3 15.7 17.6 Peak OuMow Q(cfs) = 0.1 1.8 0.1 0.6 1.6 3.2 4.6 9.1 10.5 Ratio Peak OutFlow to Predevelopment Q= N/A N/A N/A 2.1 1.1 0.9 0.9 0.9 1.0 Structure Controlling Flow = Plate OverFlow Weir 1 Overflow Weir 1 OverFlow Weir 1 verFlow Weir Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Max Velocity through Grate 1(fps) = N/A 0.03 0.00 0.0 0.0 0.1 0.1 0.2 0.2 Max Velocity through Grate 2(fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97 % of Inflow Volume (hours) = 38 46 48 49 46 43 41 34 32 Time to Drain 99 % of Inflow Volume (hours) = 40 51 52 53 52 50 49 46 45 Maximum Ponding Depth (k) = 0.90 1.32 1.02 1.16 1.29 1.44 1.53 1.79 1.85 Area at Maximum Ponding Depth (acres) = 0.33 0.58 0.39 0.45 0.55 0.68 0.77 1.00 1.06 Maximum Volume Stored (acre-ft) = 0.122 0.306 0.166 0.220 0.284 0.376 0.448 0.670 0.742 MHFD-Detention v4-06 -Interim Pond.xlsm, Ouilet Structure 8/10/2023, 11:46 AM zo � soorR m �•-•� sooveour 18 �� —ioova m — ioorR our 16 - �SOVRIN � � SOYR OUT 25YP IN 14 ' 25Vq OUT lOYP IN ]Z .- � �� lOVR OUT �SVRIN �i ..... SVROUT 3 io � 2VRIN LL 2YROUT $ -- EIIRV IN CUftV Ol1T 6 . �wnaw � ...... wn[v ouT 4 2 0 o.i Z 1.8 1.6 1.4 s 1.2 x � � 1 � z S z 0 o.s o.e o.a o.z 0 o.i MHFD-Detention_ �ersion 4.06 (Ju/y 2022) � i — i � I — —� _ __ —'—' �. . � .'�� .—. . . .'.J-_ _ J: .11�� . - � � �', � — � i v i .. __ / ..' , _.i . '' r. i TIME [hr] DRAIN TIME [hr] 450,000 400,000 350,000 300,000 < x � 250,000 � O > _= zoo,000 x a � 150,000 a ioo,000 so,000 0 0.00 1.00 2.00 3.00 S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-A�cis minimum bound � maximum bound \ \ ' � ��. \ �•., \ '•. \ �'•, � \''. \. ' ` � � t'': �� . '��is_,. ...... r 3 2 2 1 z s MHFD-Detention v4-06 -Interim Pond.xlsm, Ouilet Structure 8/10/2023, 11:46 AM i io 0 4.00 5.00 6.00 7.00 8.00 PONDING DEPTH jft] Ou[flow Hyd�ograph Workbook Filename: Inflow Hydrographs ThE user can overricl� th�, calculated inFlew hydro��raphc I'rom this workbook wi[h inflow hydrographs dEv��loped in a separate pro9ram. — derval �- �— � � � � — 100 3 0 so F � 0 MHFD-Detention v4-06 -Interim Pond.xlsm, Ouilet Structure 8/10/2023, 11:46 AM MHFD-Detention v4-06 -Interim Pond.xlsm, Ouilet Structure 8/10/2023, 11:46 AM MHFD-Detention, �ersion 4.06 (July 2022) Summary Stage-Area-Volume-Discharge Relationshi�s The usef can a-eate a summary S-A-V-D by enCering the desired stage Incrsmen[s and the remalnder o( the table will populate automatically. The usef sl�ould graphlcally compare Che summary S-A-V-0 table to the full S-A-V-0 tabl2 In the charC to contirin It captures all key transltion points. ULTIMATE POLESTAR DETENTION POND HAPPY HEART FARMS DETENTION POND BY JACOBS ENGINEERING GROUP 1 2 3 � �� j� ` _ /✓/ � `-� � � � � � � �_ �_ � � / I %I `� `I � i /`1 �` -T��'/ r�---� _, ! f� J J , ; -,i � C ; J I �, � � _ � �/ ► \ 1'�.� __ �. �_ ; ,1; I � , � PROPOSED 18 _� l _ � ��'! J �: �-'"-�_ l �_,��--��_� ��; I � �� -, � �, --=�i - � � r � _ � _ � � -- - - � i - ;�" � RC�P �� (TYP.�) � �� ,�li�� % � /\i��'�' ,_,-_�-��- / � � � -� � �� - � � � o , � � � 1_ , � � � � � J �; , , � , ,� ✓ 1 - � _ _ _ _ _ _ J / � � � � � i , PROPOSED CURB /` j , , � �,, ,/, _ � / J / � � �_ -' - - - ' � � � f -��, � � , � / c , n � � � � � - , _ ____ , J .-; INLETS (TYP.�� _ J - - W =-1 � � �- � --� _ r - _ � i - � / . . . �.. . . .-- . . � , �j-� ;, f �_y,L -, : �� _ _-�r1 /./ �%'�_ . ,�----- -------PA�JJ -- _ � � �' ' ��-- PROPOSED 30" RCP ` ,, __ _ T�_ nfi-- � -M-----nn�- r--w- 41+00 �� -:� - -� -�---, � , .� -- � /�' �" G� -�� -- `�- \ J � < r ,� � i - - -� _ �-� / I � �� 5 � '._ -�,� ��,�� " I -/,, ', - - �� = � � '�� ,\- �' - � -� � � - � � � _ � i � .- PROPOSED 18 I- `�PROPOSED CURB - i I RCP (TYP.) �- � INLETS (TYP.) ',�� PROPOSED 18 ` - C � _ - ' ,� �;7 ` N RCP (TYP.) � _, � -- J'- 0 50 �o0 200 ` 'i � � �� .�- ' � � �� - PROPOSED 72°'-�� PROPOSED �� '� PROPOSED � r� _ � � PROPOSED GRAPHIC SCA�E : FEET � MANHOLE 1 ` �" JUNCTION - '' — i c�'__i � _ ��- VAULT (TYP.) JUNCTION � -- - , _ i (TYP.) - � .- �- - - - - -- - - � JUNCTION - VAU LT TYP. - - ORCHARD PLACE � - -- ' - VAULT (TYP.) �+�� °,"� ��' I� '= �=- =-= =---_ �„� � � PROPOSED PROPOSED OUTLET - 40+00 39+00 38+00 37+00 36+0 35+00 34+00 28+00 27+00 ' �� ' � - - - - - � � � - 33+00 �� 32+00 31 +00 30+00 29+00� � �� , � r � �, i �� - - - _ _ _ _ _ � FES STRUCTURE , .-3 I i ( ' � PROPOSED ;; - (( � � , -� ` J � . PROPOSED 60" I o -� 1 �� 6 ��--� � o PROPOSED i � � �� » PROPOSED � � � � � o .�� ' �� ' MANHOLE �� ,, „ . _; ;� `, � �� .� �,�� 66" � � � �', � _,� ' S�o2 p 3 RCP 5 ' � i I MANHOLED 60 CP " � - � u � � � � , _ ,. � � , �� \_48 RCP i � I � : �-\ �� SCE �: (TYP.) �� YP � ' - OPO - - � �� - - _ ,' - ,-, � _ _ � ;_- . � _ _ _ , ` � � VIEWS �F �49+00 -_ �� '�_-% � � a�. (T .) PR SED } '��'`�� !� �� -� � � , , . �I \ , ; 48+00 47+00 S°9 EXISTING � �� 1 _- , , '� I 100-YR = �- _ ��'_� � � a. OND � � �� 46+00 � �� PLUM � � � , � � ` -- !� �, � - � � � ;�, �� _ � 1 :� c� - � � �. PROPOSED OUTLET 45 44+00 3+ � \�, \ � � _ � �� , �,� �-, ROCKY ROAD - i�j F�OODPLAIN �'-_f � 1 _ ,' �,\ '/ � \- o SPILLWAY . ', ; STRUCTURE s, o CHANNEL - ', �� 1, � �� \ `' / y, PLAN AND / �, `,,` ' ,�1 � � \' � ' � � .':� ' � ; � _ -- ' w �- CUT-OFF 52+ � > � � ° i PROFILE SEE � � �. ! ; EXISTING � :- � � - w � - PROPOSED POND . _. � - \ � . _, - � `';; I ; ' � ' ' PLUM 4t �,, ' , � '� 1 J ' � � ,, cn WALL54+00 . y , � � - _ _� = Y � = _ _ - �� I �� ' 1, � I ' I 'l I ' _ -�- =E _ � I DWG PC-C-003 ) � 5 GRADING FOR 9.8 AC-FT ,\ HAP HEART J - — , \ � ; , � r GHANNEL ) ; ( ' - �`, z ._ - � -- _ �04 :' 100-YEAR VOLUME PROPOSED 60 1 , . � � � - - _ ` �. , : �` � _ , , � � , � � �' � ' J - �� 53+00 FARMS ND - -- i' �, 1 1 �� . . _ . , , � i - _ � _ -, , � 54+ � o �/-� 3 � � : , ,, .�� ,,. J , � ; � - �__ ,�.. -- �- _ l --- - __ - _ :� . i J , MANHOLE TYP ,� � � � - � � � __ --- - - _ - - - — - - -= _ _ ( •) ` � - — _ �� . , �' - , - . � ��, . .. — . - � I :. , , w I I , I � � - — _- �. _ — -. -- _ _ _ = =- i � r (� - — . -- `� �` � w �� y-. — -- � ' s�o - EMERGENCY , ; � - - -- - a , � , S ' � � ,�� - '�_ Z i �' � ' \ SPILLWAY �,' , � _�-� �� -��w EXISTING � . - _ _ -, � ( , ,�, Q i �� ! � � - - _� ��I � \ � / � '� �� \�, :, � '� EMERGENCY J� � �� r \, PROPOSED -�. PLUM ' � l k:�� / J , � �� -� � � �� , � , - �, � / � SPILLWAY , �� Q ', CURB INLETS \ CHANNEL, 'e x � ^ � � , � � \ ; _ ,� � � 1 1 ' � 1 , i � � , / � \ � ' � ' _ � � � I - - 1` , ,� I- / ` , ,, 1 , � ' � � __ w � � , _ � � � � � I , , � � _ � � 1 , �-i.�- � o ;, TYP. � �, ', i 24" RGP ; � � � � _ � \ ,,i° j m � . . t � �� _ , � - � _ � � 1 , i �� . , �,___ ,. � � , \ �� , I ,, � i - � � � � EXISTING � � , � � � �- ; � o �� , ; • � � - :�%� � � \ i , , . - , , . � '� J l ` FVBcL CANAL , , _ � ; .� ' ; J ' ' ., � . � � ` � � i_ , � ; � �- �_� , ; , � � , � - L .,,; �, � ' FLOODPLAIN �, : , i , o �.�� , ' � f� � i � � � . . v � , ,_ , -�1 � � �`� �. � � \ \ � , �_ . �_ �� _ _L.- _ , _ , / � ' . \ � . � \ , _ .� y� � _- / � i i J ' ` `\ � , , , , \ \ � i . - -- � � ' i� � \\ \ � � __ s �� \ \ \ �� Q � � �; � ;- s �� , I i � 1 � , , . � , . .. � _ , ' — � ' \ � '`` `� ` � \, � � � � � � � _ � - ` o , ,%� - � ,- � - � � � � `1 l w � '`� - I� � � �"' i m \� � I � 1 � ' 1 � � _ � � � � � � � � � ��`{ � � � �� /:� � �- � \ � � � � � � �� ) � � � � \ � � � �- � � � � � �-:, - j �� j _ � ' U � � � � � _ 1��- �` � �� _ � ' i � � � �� ; \\�\ � ,, � � , � � �� '�, � I � � �/ � `, � � '-- -- ,, ' f '\`� -" � _ , , ; � � o ,\�\ \ / - � / I i � - - � 1 � � , � I � - - - � , , �' ' � ! � � 1 � , ' � � , _ � \ �� ; �` � � � � �� . \ �. � � _ \_ � , __ .' � - � l fi, , �' ,� ' , � � 1 � • , � , � .� ( �( '1 ' I -- :�r l, 4` � �s-� � � 1 � � , �� -� �� ,� � � � � � PROPOSED POND GRADING a � ,� � �� r 1( i� `� _.:. -- ' � ,- \r ., �_ f`\�- � � � � � ,_.� � 1 ��' � \ � , � \l � � `. , / � �, �� '' � . � \ � .- - - \ ��/' ' ) � ` �' � ' `' � � I � � � -' � ,, i , - '' � I � � i . \ 1 1� ,, -� � � � ^ . / 1 , � �, � � , �"� � �i � L' � ` �\�� , ,� �, �� FOR 8.3 AC FT 100 YEAR � ,- � , � ' �/ . _ , ` r � � - ,� � r � , � � � �: � _ \ I � � \/ I I IAA p� \ % f � �� _ � , 9��-. \ \ \ \ I i\\ � 1 �. ` �. \ � l � � � \ '� \ 1 V O L lJ I V I � .. \ _i "� .J. —., ' \ _, � , ` � \� ` � 1 \ . `P , ,�1 �.: � -;��a r�; .':+3,� . , � � . � � �.�. �_ �� 1 _ �r— � � � \ � . I I �i .; ' _�; l �' " �/ � � / i� � � , ! _ , , , , , 1\ �,\ , , � ,'� � . \ � , �. � �, �"^- 1 � ` l, � R . _ , 1 _ I `� I i '� - B 5125 5120 5115 5110 5105 C 5100 5095 50g0 5085 5080 ° 5075 5070 NOTES 1. VERTICAL DATUM: NORTH AMERICAN VERTICAI DATUM OF 1988 (NAVD88) �� J Z z � � � I I � I I I I I I I I� I I I � I I I� �;� I� �� I m I I v� � Q c� .�.� � Q .� � � � m o � W � � � N I� � � � 00 ~ I � > EM ER EN CY SPI LWAY � � ••� � �� c� ELEV. 5114.5 � I a' a' � 0000 � _ ^ - O O O ^ W w EXST GR U N D - Q -- � � `� `n II `-`� � "� II - �`J c�n AT CENT RLINE = I Q�� II II � I Q o N II � `� � � � N � � O O � � W � � Z Z � W pp � Z 0 -c0 � � � � � � � � PROPOS D OUTLET \ � � �o � ,n �z + � � o I-_ � > > H� N � � � � STR CTURE AT �- � _ � �� II z z z �� `�' II z z _ �� il SC NIC VIEWS � � � d" `n \ POND �� a�00 N C� ��CO CO � Q�� I- _ (n�(n�� c� U)�(n�co c� w��o�z O , � � � � � — - �_� � - -- -�- - � � � N O > > -,- _ I I_ � I _ I I_ EMERGENCY SPILLWAY �� I_ I I_ I ' I_ I _ I �v II z z I �; %- EL V. 5105. 3 � � � Q � � � �� _ PR POSED OU LET � STRUCTUR AT _ —�- -�-� I_ �_ , � � _ HAPPY H ART _ � � _ - I_ � � PROPOS D -0.35 �I FARMS OND �- �_ 0.31 � -, __� 36' RCP, �-- 40 .0 LF 36" RC , - 0. 35� — `- -- �-- STA. 0+52.72 164.6 L FES -0.52 0 �--- _ IN ERT ELEV 5102.00 � STA. 4+88.12 ELEV. 5100.01 '�'� N � 0" RCP, � '"�� , �� N�� PR POSED 30" RCP, 15.4 LF � 1. 5 � cNo � -`�j- �� GRADE 117.6 LF � "` � � " ��!��....; Q � � �� IIU `r' `� o Q�� STA. 42+24.43 w� w�,� N w� w� r°�' � 48" RCP, - �� 55� �II �� I VERT ELE . 5098.00 �� o 0 o I o� o� o � 31 .0 LF z � � �w rn ,,.� _ + �-w » -0.61� �- �� Q±�� d� � Q oo �� 66 RCP, � oo��~ oo��ll�- 29.4LF zz �n�� Q�� n�,^ Q�� ' - 20 0 -� I I II �c~n�� I I �� c~n�� 66" CP, � �'� � z `� � z � 389. LF 66" RCP, �> I �> �z �z 313.8 LF z z- o - o o '"� oo '"� � �- JI�J 5120 5115 5110 5105 5100 5095 5090 5085 5080 5075 CONCEPTUAL > � N OT FOR � � w ;ON STRU CTI ON � � � J J Q � 0 N � m � U o � Q � O � � ._ � �� 3 � � O� U `� 4- o� U Q LL z = � � Q � m °- a z � � � O � i= � z Q � J Q � z � 0 � Q o � _ � J U U z � w Q � � � � z � O �n� (� _ � � > U �w W o- � � = L� � o� � � �- o w� �� cn W z� 0 z� Q� �� Qw o _� = zo � �z � WQ _ o� w� w �-'� �- a Q �� o �Q �� oz z �- o � z� z cn v, o � z � � m o � �� ., m o� o �Q � � --� � ''' o Q = ~z c� cn o U � Q L''1 N U � � O �_ W� �� Q Q zz 0 �w cn o w= o� 0 zz Q �� Q� w� (� � z `'' wm J � O O o C� z o ¢z � � �� O w � �� Q � � 0 0� om � No � =Q � � --� � � z w � � � 0 0 � 0 w � � w � Z Z � _ � m � � w J z � OL.L� 0 J � w � � � Q ~�0 � wZ� � Ua� � Z� -� J °- O U Z Q U 1 "=100' 5070 VERIFY SCALE BAR IS ONE INCH ON ORIGINAL DRAWING. 0 1" DATE JANUARY 2022 5065 5065 PROJ D3345400 55+00 54+00 53+00 52+00 51 +00 50+00 49+00 48+00 47+00 46+00 45+00 44+00 43+00 42+00 41 +00 40+00 39+00 38+00 37+00 36+00 35+00 34+00 33+00 32+00 31 +00 30+00 29+00 28+00 � 27+00 DWG PC-C-001 SHEET 1 of 4 FI�ENAME: PC-P&P.dwg MHFD-Detention, �e�sion 4.06 Quly 2011J Projec[: Volestar-Ultimate Detenkion Pond (PLEASE NOTE: THEAREA ON THS MHFD SHEEf WA5 MULTIPLIED BY 1.2T0 ACCOUNT FOR SEDIMENTATION FOR WQCV) Basin ID: - i� �?ox wu.I. zw 1-.:.-� - T PO°` � EnampleZoneELonfiguration�RetentionPond) Watershetl InPormation Selec[ed BMP Type = EDB Watershed Area = 8.36 res Watershed Lergth = 1,149 Rc Watershed Length to Centroid = 689 R Watershed Slope = 0.011 R/R Watershed Imperviousness = 3].80 % percent Percentage Hydrologic Soil Group A= 0.�% percent Percentage Hydrologic Soil Group e= 39.0% percent Percentage Hydroloqic Soil 6roups C/D = 66.0% percent Target WQCV Drain Time = 40.0 hours Laation for 1-hr Rainfall Depths = llser Input Aftrr pioNdiny r��quirctl inpu�� above �nciiidino L-��iir r�inz:l d�pthc, uick'Aun CUHP' [o �nc�arc runatt hytlroaraPhs usin� [M1r cmb _]d-�.1 �laatle U L Hytl.��iaRl P ��d,ir�. Op[ional U= � 0�snde= WaterQualityCap[ureVolume(WQLVJ= �.121 cre-fee[ re-feet Excess llrban Runoff Volume (EURV) = 0.305 re-Feet cre-feet 2-yr Rurroff Volume (Pl = OB2 in.) _ �.183 ae-feet OB2 nches 5-yr Runoff Valume (Pl = 1.09 in.) _ �.285 re-feet inches 10-yr Runoff Volume (Pl = 1.4 in.) _ �.460 re-feet 1.90 inches 25-yr Rurroff Volume (Pl = 1.69 in.) _ �.]02 ae-feet inches 50-yr Runoff Volume (Pl = 1.99 in.) _ �.908 cre-feet in�hes 100ryr Rurroff Valume (Pl = 2.86 in.) = 1.565 cre-feet 2.H6 inches 5�0-yr Runoff Volume (Pl = 3.19 in.) = 1.]69 cre-fee[ inches Approximate 2-yr Detention Volume = O.II2 re-Feet Approximate 5-yr Detention Volume = �2]] ae-feet Approximate l0yr Detention Volume = �3]2 re-feet Approximate 25ryr Detention Volume = 0.43] cre-feet AOP/oximate 5�-yr Detention Volume = �.9]8 ae-feet Approximate 1�0-yr Detention Volume = �.720 cre-feet Sct Zone 1 as WQCV Defne Zones and Basin GeomeW Zone 1 Volume (WQNJ = Q12 re-Feet Zone 2 Volume (llser Defined - Zone 1) = 0.00 cre-feet Zone 3 Volume (100-year- Zones 1 tL 2) _ �.60 re-feet roeai oecern�o� eas�n vowme = o.�z re-reec m�erai s��u��ye vowme psv> = n' Initial Surcharge Depth (ISDJ = R Total Available Detentian Depth (H�o�i) = R Depth of Trickle Chanriel (H7�J = R Slope of Trickle Channel (S7c) = R/R Sbpes of Main easin Sides (Smain) = N�� 8asin Length-to-Width Ratio (Ruw) _ Imtlal SLrchar9e Area (A¢v) = R' Surcharge Volume Length (L��) = R S�rcharge Volume Width (W�yv) = R Depth oF Basin Floor (Hp�opa) = R Length of easin Floor (Lp�opq) = R Width of 8asin Floor (WF�ppp) = R Area of Basin Floor (AFippa� = R'' Volume of Basin Floor (Vp�pK) = R' Depth of Main Basin (HMaN) = R Length of Main Basin (LMaN) = R Width of Main easin (WMp�N) = R Area of Main 8asin (AMq�NJ = R' Volume of Main Basin (Vpip�N) = R' caicWaeed rorai easin voWme (v�o�i) = user cre-reet Depth Increment = 1.00 R Oplional Optioital Stage - Storage Stage Ovenitlr Lergth Width Area Ovcrnd� Arna Volume Volume Descrlptlan (ft Sbge(itt (ft (ft R� Ama(it-] (R'J ac-ft) Top of Micropool - �.00 - - - 32 Oa001 5099 - �.99 - - - 12,276 0282 6,092 0.140 5100 - 1.99 - - - 42,526 0.9]6 33,993 0.]G9 5101 - 2.99 - - - 62,048 1A29 85,]80 1.969 5102 - 3.99 - - - 69,905 1.593 151,506 3.9J8 5103 - 4.99 - - - ]5,06] 1.]23 223,]42 5.136 5104 - 5.99 - - - 80,847 1.856 301,699 6926 5105 - 6.99 - - - 86,]fil 1.992 385,503 8.850 5106 - 7.99 - - - 93,012 2.135 475,390 10.913 510] - 8.99 - - - 99,265 22]9 5]1,528 13.124 5108 - 9.99 - - - 1�5,638 2925 6]3,9]9 15.4]2 5109 - 1�.99 - - - 112,095 2.5�3 ]82,895 17.9]2 5110 - 11.99 - - - 118,T/9 2.]2] 898,282 2�.622 mHFo-oe�e�uo� �a-os - umma�e Po�absm easm amzoza, zzo Pm MHFD-Detention, �ersion 4.06 (July 1011J is { I 3io . � m 5 ' / o, o.00 a.00 2.JG0 z.ass ^ 1.3J0 0.685 � � s.00 Stage �k� �Leng[h�ft) �WitltM1(ft) Area�zq.ft.) s ao Stage �ft.� Area (acres) —volume (ac-ft) �.oa � � 39144 szaoa s IlYl�11 — o iz.00 20.604 is.aao 10.320 m E 5.160 � MHFO-Oetention v4-O6 - Ultima�e Pontl.tlsm, Basin 8/1/2�23, 2:2� PM � • :� • ' ' � MHFD-Detention, I/e�sion 4.06 (July 1012) Project: Polestar - Ultimate Detention Pond (PLEASE NOTE: THE AREA ON THS MHFD SHEET WAS MULTIPLIED BY 1.2 TO ACCOUNT FOR SEDIMENTATION FOR WQC4 Basin ID: - - izoHEa - Estimated Estimated 20NE 2 � zo�c � Stage (ft) Volume (ac-ft) Outlet Type 100.YP ..._ . ..._..._ VOLUME Epqy=wa�� Zone 1(WQCV) 0.93 0121 Onfice Piate +�+�a Zone 2(User) 0.93 0.000 Orifice Plate ZONE 1 AN03 OHIFICE vEaru�+errr OPoFICES Zone 3(100-year) 1.94 0.599 Weir&Pipe (Restrict) °O0L Example Zone Configuration (Retention Pond) Total (all zones) 0.720 User Inout: Orifice at Underdrain Outlet (tvoicallv used to drain WOCV in a Filtration BMP1 Calculated Parameters for Underdrain Underdrein Orifice Invert Depth = N/A h(distance below the fltretion media surface) Underdrain Orifce Area = N/A ftZ Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet Centroid of Lowest Orifice = Depth at top of Zone using Orifce Plate = Orifice Plate: Orifce Vertical Spacing = Orifice Plate: Orifice Area per Row = Stage of Orifice Centroid (ft) Orifice Area (sq. inches) 0.00 1.00 0.95 ft(relative to basin bottom at Stage = 0 ft) ft(relative to basin bottom at Stage = 0 ft) inches sq. inches (diameter = 1-1/16 inches) ation BMP Calculated Parameters for Plate WQ Orifce Area per Row = 6.597E-03 ftZ Elliptical Half-Width = N/A feet Elliptical Slot Centroid = N/A feet Elliptical Slot Area = N/A ftZ User Inout: Vertical Orifice (Circular or Rectanqularl Calculated Parameters for Vertical Orifce Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = N/A ft(relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A ftZ Depth at top of Zone using Vertical Orifce = N/A ft(relative to basin bottom at Stage = 0 f0�ertical Orifce Centroid = N/A feet Vertical Orifice Diameter = N/A inches Overflow Weir Front Edge Height, Ho = Overflow Weir Front Edge Length = Overflow Weir Grate Slope = Horiz. Length of Weir Sides = Overflow Grate Type = Debris Clogging °/ _ ed Grate and Outlet Pioe OR Rectanqular/Traoezoidal Weir and No Outlet Pioe1 Calculated Parameters for Overflow Weir Zone 3 Weir Nat Selected Zone 3 Weir Not Selected 1.00 N/A ft(relative to basin bottom at Stage �I�ig�ht of Grate Upper Edge, H� = 4.00 N/A feet 5.00 N/A feet Overflow Weir Slope Length = 12.37 N/A feet 4.00 N/A H:V Grate Open Area / 100-yr Orifice Area = 15.56 N/A 12.00 N/A feet Overflow Grate Open Area w/o Debris = 43.05 N/A ftZ iype C Grate N/A Overflow Grate Open Area w/ Debris = 43.05 N/A ftZ 0% N/A % User Inout: Outlet Pioe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectanqular Orifice) Calculated Parameters for Outlet Pioe w/ Flow Restriction Plate Zone 3 Restrictor Not Selected Zone 3 Restrictoi Not Selected Depth to Invert of Outlet Pipe = 0.00 N/A ft(distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = 2.77 N/A ftZ Outlet Pipe Diameter = 30.00 N/A inches Outlet Orifice Centroid = OJ9 N/A feet Restrictor Plate Height Above Pipe Invert = 16.50 inches Half-Central Angle of Restridor Plate on Pipe = 1.67 N/A radians User Inout: Emerqencv Soillwav (Rectanqular or Traoezoidal) Calculated Parameters for Soillwav Spiliway Invert Stage= 8.78 ft(relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= 0.26 feet Spillway Crest Length = 36.80 feet Stage at Top of Freeboard = 11.28 feet Spillway End Slopes = 2.50 H:V Basin Area at Top of Freeboard = 2.62 acres Freeboard above Max Water Surface = 2.24 feet Basin Volume at Top of Freeboard = 18.72 acre-ft Routed Hvdroqraph Results Design Storm Return Period One-Hour Rainfall Depth (in) CUHP Runoff Volume (acre-ft) Inflow Hydrogreph Volume (acre-ft) CUHP Predevelopment Peak Q (cfs) oPTIONAL Override Predevelopment Peak Q(cfs) Predevelopment Unit Peak Flow, q(cfs/acre) Peak Inflow Q (cfs) Peak Outflow Q (cfs) Ratio Peak OutFlow to Predevelopment Q Structure Controlling Plow Max Velocity through Grate 1(fps) Max Velocity through Grate 2(fps) Time to Drain 97 % of InFlow Volume (hours) Time to Drain 99% of Inflow Volume (hours) Maximum Ponding Depth (ft) Area at Maximum Ponding Depth (acres) Maximum Volume Stored (acre-ft) Tl,e user ean oi a�ride y�e def�[dt CUNP hvd; o�uhs and ainoff v.,lumes bv en(erino nery v, lu�s in the T��flovr Hy�r• �i�c,phs r�h/� (Coiumnc 4ti' t5rouq�5 AFJ. = W CV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year = N/A N/A 0.82 1.09 1.40 1.69 1.99 2.86 3.14 = 0.121 0.305 0.183 0.285 0.460 0.702 0.908 1.565 1.769 = N/A N/A 0.183 0.285 0.460 D.702 0.908 1.565 1.769 = N/A N/A 0.1 0.3 1.4 3.6 5.0 9.6 11.0 = N/A N/A = N/A N/A 0.01 0.04 0.17 0.43 0.60 1.15 1.32 = N/A N/A 1.6 2.6 4.4 7.2 9.3 15.7 17.6 = 0.1 2.5 0.2 0.8 1.8 3.6 5.0 9.9 11.5 = N/A N/A N/A 2.6 1.3 1.0 1.0 1.0 1.0 = Plate Overflow Weir 1 Overflow Weir 1 verflow Weir verflow Weir Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 Overflow Weir 1 = N/A 0.06 0.00 0.0 0.0 0.1 0.1 D.2 D.3 = N/A N/A N/A N/A N/A N/A N/A N/A NJA = 38 41 44 43 39 36 33 27 25 = 40 46 48 48 47 45 43 39 38 = 0.93 1.39 1.06 1.18 1.31 1.46 1.56 1.83 1.89 = 0.26 0.56 0.32 0.41 0.50 0.61 0.68 0.86 0.91 = 0.123 0.308 0.158 0.202 0.261 0.349 0.413 0.613 0.675 MHFD-Detention v4-06 - Ultimate Pond.xism, Outlet Structure 8/7/2023, 221 PM � • :� • ' ' � MHFD-Detention, I/e�sion 4.06 (July 1012) zo _ _ _ --- � SOOVRIN ...... S�OYR OUT .. .. .I. .. 18 -- �SOOVAIN I I ''� � � 1WVROUT II I '�� 16 -- —sovaiN _ �I — — — sovn our � � �I �I, I� 25YP IN . I ''' lA --ii 25YR OUT - ' � I lOVRIN . . II '�. ...... lOVR OUT � 12 --� — . . . . . �I �svaw . ; �. . I �'�. G_, i, ..... sva our . : . . � �'�. V 1� -- — --�— . . . 3 zva ir� . . ' �. o ' �. � i ;'� i u 2VAOUT '•��'• '� �� I I . � I g .; — euav im — . --.—. . . . �� . . . \ �:. ' �. EURV OUT � I �'� �� I �.. / \ •,� I � � �_"— �-... � I . �WQCVIN . �:' . t•�� . �IJ�— �— _ i i 6 ...... WQCVOUT _ �.—I— . /: � •._ ' —I— . ' .. .—I— .�:•. � � \ . i _ � ` _ 4 - _i �� ' ' � � �• i. I—�—I � .' -�: � � . _ • L J 1 L - .. ; ... ... —` i Z.,— . . . _ _ . .. . . f ' / . _ . _ _ _,�.,—. — . . . " � . . � o � ` \'.. ,' � �� f �. . -....� �•.. �- _ 6� .. ... ��e �, ... � � � .... - .... .. ... ... ...�...'n .. . ; .. _ —_ . . 0-. 0.1 1 TIME [hr] 2 1.8 1.6 1.4 x 1.2 x � ° 1 � Z O Z a 0.8 0.6 0.4 0.2 0 0.1 DRAINTIME [hr] 800,000 700,000 600,000 „ 500,000 x � � 400,000 0 > x 300,000 ¢ s a zoo,000 ioo,000 S-A-V-0 Chart Axis Override X-axis Left Y-Axis Ri ht Y-Axis minimum bound maximum bound MHFD-Detention v4-06 - Ultimate Pond.xism, Outlet Structure 8/7/2023, 221 PM 1 10 o . — — . 0.00 2.00 4.00 6.00 5.00 50.00 12.00 PONDING DEPTH [ft] � 100 500 400 300 � 3 0 � � 0 200 ioo Outf/ow Hydrog�aph Wo�kbook Filename: Inflow Hvdroaraohs Che usercan �v�� iida th � I ulatr�{ inYlow hydro�raphs frpm this �morkbool<with inFlpw hvclrnaraph5 1 vclopsd in � �.arate proqiam_ SOURCE CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP CUHP �terval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] �mi� 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.04 0.07 0:15:00 0.00 0.00 0.05 0.16 0.27 0.19 0.27 0.42 0.49 0:20:00 0.00 0.00 0.41 0.63 0.86 0.57 0.73 1.18 139 0:25:00 0.00 0.00 1.07 1.73 2.84 1.52 2.00 3.90 4.71 0:30:00 0.00 0.00 1.53 2.43 4.11 4.86 6.48 10.88 12.42 0:35:00 0.00 0.00 1.64 2.60 436 6.47 8.43 1438 16.27 0:40:00 0.00 0.00 1.64 2.55 4.28 7.17 9.25 15.55 17.53 0:45:00 0.00 0.00 1.54 2.43 4.06 7.11 9.15 15.67 17.64 0:50:00 0.00 0.00 1.45 231 3.80 6.95 8.93 15.25 17.17 0:55:00 0.00 0.00 137 2.18 3.57 6.50 838 14.58 16.42 1:00:00 0.00 0.00 130 2.05 335 6.07 7.85 13.93 15.68 1:05:00 0.00 0.00 1.24 1.96 3.18 5.68 736 1336 15.05 1:10:00 0.00 0.00 1.17 1.87 3.04 5.25 6.82 1233 13.91 1:15:00 0.00 0.00 1.10 1.77 2.91 4.86 632 1135 12.82 1:20:00 0.00 0.00 1.03 1.65 2.71 4.44 5.77 10.21 11.53 1:25:00 0.00 0.00 0.96 1.52 2.48 4.03 5.23 9.12 1030 . 1:30:00 0.00 0.00 0.89 1.41 2.25 3.62 4.68 8.10 9.14 1:35:00 0.00 0.00 0.83 131 2.05 3.22 4.16 7.16 8.08 1:40:00 0.00 0.00 0.79 1.22 1.91 2.89 3.73 6.41 7.25 1:45:00 0.00 0.00 0.76 1.14 1.80 2.64 3.41 5.84 6.60 1:50:00 0.00 0.00 0.73 1.08 1.70 2.44 3.14 534 6.04 1:55:00 0.00 0.00 0.69 1.02 1.60 2.26 2.91 4.89 5.53 2:00:00 0.00 0.00 0.64 0.95 1.48 2.09 2.69 4.48 5.07 2:05:00 0.00 0.00 0.57 0.85 132 1.87 2.40 3.98 4.50 2:10:00 0.00 0.00 0.51 0.75 1.16 1.65 2.12 3.50 3.95 2:15:00 0.00 0.00 0.45 0.66 1.01 1.45 1.85 3.04 3.43 2:20:00 0.00 0.00 039 0.57 0.87 1.25 1.59 2.62 2.95 2:25:00 0.00 0.00 034 0.48 0.73 1.06 135 2.20 2.48 2:30:00 0.00 0.00 0.29 0.41 0.61 0.88 1.11 1.80 2.02 2:35:00 0.00 0.00 0.24 033 0.49 0.70 0.88 1.42 1.59 2:40:00 0.00 0.00 0.19 0.26 038 0.54 0.67 1.06 1.19 2:45:00 0.00 0.00 0.15 0.21 030 039 0.49 0.78 0.88 2:50:00 0.00 0.00 0.12 0.17 0.25 030 037 0.59 0.67 2:55:00 0.00 0.00 0.10 0.14 0.21 0.23 0.29 0.45 0.51 3:00:00 0.00 0.00 0.09 0.12 0.17 0.18 0.23 034 039 3:05:00 0.00 0.00 0.07 0.10 0.14 0.14 0.18 0.26 030 3:10:00 0.00 0.00 0.06 0.08 0.12 0.11 0.14 0.20 0.23 3:15:00 0.00 0.00 0.05 0.07 0.10 0.09 0.11 0.15 0.17 3:20:00 0.00 0.00 0.04 0.06 0.08 0.07 0.09 0.12 0.13 3:25:00 0.00 0.00 0.04 0.05 0.06 0.06 0.07 0.09 0.11 3:30:00 0.00 0.00 0.03 0.04 0.05 0.05 0.06 0.07 0.08 � 3:35:00 0.00 0.00 0.02 0.03 0.04 0.04 0.05 0.06 0.07 3:40:00 0.00 0.00 0.02 0.02 0.03 0.03 0.03 0.05 0.05 3:45:00 0.00 0.00 0.01 0.02 0.02 0.02 0.03 0.03 0.04 3:50:00 0.00 0.00 0.01 0.01 0.02 0.02 0.02 0.02 0.03 3:55:00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.02 0.02 4:00:00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 4:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:20:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a:zs:oo o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 4:30:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 a:so:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 4:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 s:oo:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 s:os:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 s:io:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 s:is:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 s:Zo:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 s:Zs:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 s:so:oa o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 o.00 5:35:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:40:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:55:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MHFD-Detention v4-06 - Ultimate Pond.xism, Outlet Structure 8/7/2023, 221 PM � • :� • ' ' � MHFD-Detention, I/e�sion 4.06 (July 1012) MHFD-Detention v4-06 - Ultimate Pond.xism, Outlet Structure 8/7/2023, 221 PM Summary Staqe-Area-Volume-Discharqe Relationshios The user can create a summary S-A-V-D by entering the desired stage ina�ements and the remainder of the table will populate automatically. The user should 9raphically compare the summary S-A-V-0 table to the Full S-A-V-D table in the chart to confirm it captures all key transition points. Subdivision: Polestar Location: Fort Collins Stage Discharge Project Name: Polestar Project No.: 39797.01 Calculated By: ARJ Checked By: Date: 3/15/23 NOTE: In the Jacobs SWMM model the outfall was modeled as a 30" unrestricted pipe. SEE WQCV STAGE IN RED SEE WQCV STAGE IfJ RED Appendix J-3 SWMM Maps - . \ �.. , �,\ - _ . . 'p'�,.` ---�f-�n - � `�r'....- . j ' a,l I,#, �s M�.''� a . _ ' - �e _ _ - _ � � � . • :' �� . ' . `_ ' _ . . . � �. . �, ..- . . �, ��,d __, ' . . �� $ . ,z.l .. •� �� K F ".. ..� � . . -- .r . � i .. . r � . , . , �� : M � _ � I ' , S� �� f � ' n : � � � �"i " I. ' - _ . ._- '. - .. _ f.. -a�S: A�� \'«4 ' � ' . . ' . - �. -'. } �� Ya�'.�. .. . .-. . ..� ..-.s.:-..._ _ ___ ' .� � . :�. �d�? �•� x. C�•4t Sy � +�A'y�:n . . . . .�.,i �=>. . 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W � � O U � � w � � � � 0 U SHEET 2 OF 4 ,1oB No. 39797.01 LEGEND XX XX — BASIN NAME X.X X.X — BASIN AREA �- FLOW ARROW FOR ELEMENT X POND X PROPOSED POND � CONDUIT � PROPOSED CONDUIT H OUTLET � JUNCTION � PROPOSED JUNCTION 1 ` �', � l '} ��r � Q � 1 � + ti ' � � , �� . -- _ _ � �,�� , � ��. . . . l. ��ti� � � '. � . :� � � , :� h � ' � ��, � � ' ' . . �l' .� � i �� . � �,�w _ .'�L _. ��- - - � .i .. .. �-- , y � P . 1� I' ^ � ' �T . 1 �� .� �_ .. _ � � �,� � . , i_ , , �, : ► , �. � - y �� . + � 1 � � 1# i � .t►,;y+,� � .;.'.�{' . . ,, �_, . �. .. �-• ' �� . * �� .� 4 }� � :-� 0 BASINS HATCHED IN GREY ARE NOT IMPACTED OR TRIBUTARY TO THE PROPOSED SITE CHANGES BASIN DELINEATIONS �'"! FROM 2014 CANAL IMPORTATION BASIN = MODIFIED BASIN DELINEATION � � ,r � - � � - , �, � �, , � � � �, , � � , � + � � � } i� +� " } � ' � ' . � � � r � � , • � , ♦ NOTE IN THE SWMM MODEL THERE IS ADDITIONAL RUNOFF FROM TIME SERIES ITYDROGRAPHIC 401 — WHERE OVER FLOW PVBcL DITCH SPILLS INTO THE SCENIC VIEWS POND I.E. 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JACOBS OUTFLOW 47.01 CFS - JR ENGINEERING OUTFLOW: 38.48 CFS �� `� i'� ��'L �#i�'` �_ — �.■ ORCHARD PL .�. �� `�`` � ,� SCEN/C l//EWS ..� ,� � x = JACOBS INFLOW: 0 CFS JR ENGINEERING 32.99 CFS _l THERE IS A SUMP W/ - TWO INLETS HERE � -�� -� �� 4 � � W PLUM ST ti, � -�-�� I �- SPILLWAY_OUTFALL: 0 CFS � � �� s � IA/��`T r/ /7d /7rT/ / nT - - �� — ��I� . � . � 4'♦ � �J t. �� i,�� / i�_�� , + ��rti k� ' � pl 4•= - — — ��;�'.� � � r l�a �� `� ' �� ,' � � I � � '��I � �n �M1t , � � � � � 300 150 0 300 600 ORIGINAL SCALE: 1" = 300' NOTE IN THE SWMM MODEL THERE IS ADDITIONAL RUNOFF FROM TIME SERIES ITYDROGRAPHIC 401 — WHERE OVER FLOW PVBcL DITCH SPILLS INTO THE SCENIC VIEWS POND I.E. POND 313. �rw■r� - �_ � C� � Z Z � N Z W (�� iw�d.H Q Q W w Z�� W (n= W Z � � �' ��WW �z w ��m��mo ��(ljWd—'�N cn�>�W>�Q� w O O U O Z O —�N��Z��—�= �wa�w�� z=��c��zw� �raQaQooa U� Z N — � 0 � �� o ,?�r,o� I I �w QNcn� I I � C�xz� I I Q � Q m o� I I w � (��U� � W�F-� O � � � � � N � � g � �� .�' -� � _C � � �� o �� o Q' U U� � c ��a �� b� � ti� �� Q o � m ca c .� - a�5 U c� � �i W H Q � � m z 0 � > w � 0 z � O N O Q � � � � � � � � ^II z � Q Q � � 0 m m m a Q � � Z o (n (n � � � Y a W > n � C=� J U w z � Q �J--� O W � � _ � U a � (/') � � � � � � Q O � W \ W Q QC � � L � � > � � SHEET 4 OF 4 ,1oB No. 39797.01 Appendix J-4 Offsite Photos and Calculations POND 315 OUTFALL— DUEL 24" RCP EAST OF KIMBALL STEET �' , � . � r� I c � , � � i r '' � . �'' �-� � � . . ` s� i � ��f.' _ � -�_,., �' �'w"�'"x � f' . y., _ � � ��' ' �-� z-�::. b.�!, :� � �,i ; - .�'�ri► • �ir�. __ -� -�r�t� . in� ;-.. y� � r ��`�, - - - - . o,;�'. �'�" 7t: _ , i � � �a . ��. �, �1 _ .. `�.+�. _ __ t' � _ • , _ . . 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Box 270460 Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 34-0�96.00 - W-PLUMIO.RPT � � October 1995 Revised April 1996 r �rV�'Jbl�� fl(if�?;t�rr (��/k;� �� 315) � � �� ASSOCIATES RESOURCE bv— CONSULTANTS, �nka b ( �NC. sub�eci Fort Coilins, Colorado � Z - F �i " c�s�G .Zn�f l/Y/7i2�� ` ,'�f� i .`�i��,.�,- �/�G✓ ��/�e�/ /D S �v 7 cL� /v � n ,= y�^ r C' _:Z` 2� L�C �o � � / ^«/ier__ ��-�^j;:>/' � ,t� � c'•Z %afa � ��w per %//ow � fPG/ ID J 20 /c' 3C� �S yo � 2y IZ tir�i•>7;F`r . Cj,� L �lStG t/�i 9H, %2 $5 `�S• �_ bo 9s.sv �iS %�.OY /5,r 9U.3! date sh�et : � o(� date �oG no ,•i �^�;Tc�T �Donc� � �G3� ��' !� _'?`/` U�` .� = 9F 5y L-':.;% �� , J � �iii�.x K/,,,G,l/ r�{� E/w/ sp;it /=/�'� s > N � /O%��/ G'ssr. Pijt� �1�,-<�.,n: / ijl %ifiz�lrc�f�/ �%%��° � H�ss tr� /��t/ h'•�c L�� O.S_� /, /O � � 6Y D, b7 /. ? �/ �7 e' t�, E= y /. 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A�. �I�€ CUL`'�RT� WITH INLET CONTROL wREw or ruYuc aaoa �uK n�1 � 1 i �82 � �G� � , , , . � CHART 6 �2000 i000 B00 60� �20 ypp 106 400 y6 !00 •4 200 TZ 66 60 N � 54 U = IOO W 46 Q 80 U 42 � 60 ? a SO o 36 S � 40 � a —°'�6 � 33 30 W 3O 0 27 10 �!�IE B i� IS S � 12 7 2 — — — w a i � �_ � u _Y �� .D � � J fYN i�� / .G {ypY(Mip pUTL[T CLLVCRT ftAON�4 IUIL / fw w1M1 e� w Y��M� �W� Mr M •e �Mw� Mbi�n � M NMM RkMY^ . ID oP. 0 50 oJ � ' ��y �o ./''� �tY w Z / e° �J y % x O� / F = 3 \ � � �(` `so / oo � = a ,-'/�� / � ' SH4 / ,y0�'� ' _ S // / 3p0� 6 j � "_ � % LI1Y�lC q�).� � � — — Sp0" 8 ,�� / 10 i •�� 500 �0� 20 HEAD FOR STANDARD C, M. PIPE CULVERTS �L6WiNG FULL n � 0.024 i .��, � .,,.�� .o� ,�. ».s 186 3 2 � I 0 � c 5 F- w 4 � u � 3 2 H d 0 2 J a V ' ��n��:�� ■■■■■■■■■■■■ � E� t� i� zV ,5U 40 50 60 70 80 90 100 DISCHARGE (Q) C.F.S �� ■��%��/�� ,■■.��,��.■■■■�i��.■� ■■■��,■■■.��■■� �.��■�■� I��■■�■ .��■�.■■ . . . � . . .. . 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C. `, -n�•� �i- �- o- - ;'; iT3i„'� '. � "S:T �. u� :.�� +.; �t� �� '.` �^i�t MHFD-Cu/uert, �ersion 4.00 (May 1010) Project: Kimball Detention (Pand 315 Culverts) ID: �.� �,a.�n:,«e.. �v�rt:«,o.. � �l�o�o ��.� � — — -> � _ � H .sy. � , �m '°' �—s v \)c��. t.r.r. a — L L ", -r-------'----------------------- � - a.�. s. Desiqn Information (Input): �' �7 CirCUlar Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull-down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull-down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient D = 24 inches Grooved Edge Projecting H (Rise) = ft W (Span) = ft # Barrels = 2 Elev IN = 5096.6 ft So — 0.005 ft/ft L = 440 ft n = 0.013 Kb = 0 K, = 1 MHFD-Culvert_v4.0.xlsm, Culvert Rating 3/17/2023, 3:07 PM Desiqn Information (calculated): Entrance Loss Coefficient Ke = 0.20 Friction Loss Coefficient Kf= 5.43 Sum of All Loss Coefficients Ks = 6.63 Minimum Energy Condition Coefficient KEiow = -0.0028 Orifce Inlet Condition Coeffcient Cd = 0.67 MHFD-Cu/uert, �ersion 4.00 (May 1020) Project: Kimball Detention (Pond 315 Culverts) ID: STAGE-DISCHARGE CURVE FOR THE CULVERT 5103.6 5102.6 5101.6 j 5100.6 a� a� � a� a� � � � 5099.6 R � � 5098.6 5097.6 5096.6 . _ ❑ . _ ❑ • G il _ ❑ ♦ ,� ❑ e � � � ❑ � ❑ s _ ❑ e _ ❑ o _ ❑ . � • ❑ � • � — • ❑ � � -�� 0 20 40 60 80 Discharge (cfs) �-� Inlet Control 0 Outlet Control ♦ Stage-Discharge MHFD-Culvert_v4.0.xlsm, Culvert Rating 3/17/2023, 3:07 PM Stage Discharge Subdivision: Polestar location: Fort Collins Q=C*L*H^1.5 C=2J L=Weir Length H=Height Pond 315 - Weir Discharge Elevation Stage (ft) Weir Length (ft) Discharge (cfs) 5100.40 0 0 0.00 5100.60 0.2 11.6 2.80 5100.80 0.4 15.3 10.45 5101.00 0.6 19.6 24.59 5101.20 0.8 24.3 46.95 5101.40 1 43.2 116.64 5101.50 1.1 59.9 186.59 5101.60 1.2 63.5 225.38 5101.70 1.3 75.3 301.35 5101.80 1.4 87 389.11 offset 3.8 feet from culvert invert at 5096.6 Project Name: Project No.: Calculated By: Checked By: Date: Polestar 39797.01 ARJ 3/15/2023 Pond 315 Outlet Pond - Double Barrel Culvert Outlet See Attached MHFD-Culvert_4.0 Spreadsheet Pond 315 - 24" Double Barrel Culvert Outlet Elevation Stage (ft) Discharge (cfs) Energy Equation 5096.60 0.00 0.00 No Flow (WS < inlet) 5096.85 0.25 0.50 Min. Energy. Eqn. 5097.10 0.50 2.32 Min. Energy. Eqn. 5097.35 0.75 5.06 Min. Energy. Eqn. 5097.60 1.00 8.68 Min. Energy. Eqn. 5097.85 1.25 12.62 Regression Eqn. 5098.10 1.5� 17.28 INLET 5098.35 1J5 22.62 w�ET 5098.60 2.00 27.94 w�ET 5098.85 2.25 32.33 OUTLET 5099.10 2.50 33.69 OUTLET 5099.35 2.75 35.00 OUTLET 5099.60 3.00 36.28 OUTLET 5099.85 3.25 37.51 OUTLET 5100.10 3.50 38.71 OUTLET 5100.35 3.75 39.88 OUTLET 5100.60 4.00 41.02 OUTLET 5100.85 4.25 42.12 OUTLET 5101.10 4.50 43.21 OUTLET 5101.35 4.75 44.26 OUTLET 5101.60 5.00 45.30 OUTLET 5101.85 5.25 46.31 OUTLET 5102.10 5.50 47.30 OUTLET 5102.35 5.75 48.28 OUTLET Appendix J-5 Flow Comparison �• 0 � �. �jblyd�� .;X MulberryFlowPath � .'• �;�p��"Q! • I -- ',�,+ . '�" `i�' ��w . � � � � ,� � � � ... (MulberryFlowPath ��... �� Y��;� �i �± � .__ ! uNew Fiow = 463.3 .' � �, Y,� i- � Mulberry Flow Path � J o v • rc � ,„ , „� :,. ,.� h � R,� � p ` , Difference = 57.1 4; New Flow = 114.9 '� � �� ,��a�a .L'�� ,��t � -- r' - ! , j. . New Flow = 64t.3 ,o DiKerence - 6.4 �� '�R,�� . 1 �� n rr��e - 2a s�'. r� w�, �;,:. ,�. „ �_ � � l '� ` � � � Plum Flow Path ' ! •. ' �• .�;h/ � i � •,�,* s�3 �`. ,�� ;� ?�i �. � � . ,: �l � �_ Il�i : . t, � , . �• y `.�1 ,p��Pi� �,� _ a �t �� .! �i:- u _ .� ii`t � p ' New Flow 193.3 I . , ".' �.^ '�+ '. i ' �!'±�.M•,��4- -' .,�!��. �tA%�N �. -�"i' 1.� � �• io DiNerence � 49.8 � ? . - - �1� , •.!"� . • -', ,. r Y _ , .� ��, . , �. •� � �, (� � S - + , . " � : `� � � '':; � � Plum Flow Path . ��,. - New Flow = 200.4 � ; Plum Flow Path �y { � 0 1i PIUrtI FIOW Peih I, � r 4'� ;, _�'r�., �_. . Plum Flow Path / Difference = 36.3 __ . , I New Flow = 50.6 `,+ New Flow = 154.5 Plum Flow Path °ro Difference =-4_S I .,w,�� .:, °/a Di fference = 5 1. 5 � • 1 . New Flow = 352.2 New Flow - 407 P�um Flow Path _, , E� �- - New Flow 43 �.6 ', „_ % Difference 71.3 / Difference = -16.4 ,,t�„, �� - sr _ � ' . . % Ditterence - -13.4 Plum Flow Path + , w. �' .�2- ,y e -}.i,: �_. , � , �� '' NewFlow=63.8 '� �; a':= � ze;, . . : t rt - r :� :'2 i t�. �.� >1a � w� •� �•dn h .,�e t c S oo . , t.�' r z Difference --17.1 � r�i . . { ss*.w - � ;. ,v . .=r, ,e. . , �L_�.: . r.►�..� .�P.��Y. � _I 'qy A� �� 1 .,� r••.• � J . -..y p� '1,��y • � Ywr� ,�~ - � �, � L r , r ,;t�-i,��*�•, �' . . a � �, - I Elizabeth Flow Path �� i%,aL I'� �'�. �i � Y ' _ . ; , �'L_ � �� New Flow - 0 5 , • i - _ - . „ -• ' ' - - ��^+, �. •"� �' � % Plum Flow Path � a � ` % Diflerence200.3 "` f �1 � New Flow = 1926 �� - �", T ��p ;�, °io Difference = 10.1 � Clearview Flow Path i Clearview Flow Path ( Elizabeth Flow Path ' �_ - New Flow = 257.8 New Flova = 405.8 ' � °'o DiHerence =�25.1 io Di`ference 40.1 New Flow - t0.5 Plum Flow Path eo Difference = 101.9 New Flow = 354.9 � ,�'� y� , ' i• -�-- `� j °r� Difference - -25.9 ��j • �' _ , ',�; �q a � --- ` ,y�w)�s ,, i �� k Clearview Flow Path - `�� ----- ~ • � , � i `.: � New Flow = 426 j � * `.i,'�'Y.�� ,�- , .-. M �,. ' _� ' �� ` i I ; % Difference = -41.6 � ;�, � Clearvlew Flow Path , .., : � r ;_ •�� - _ � New Flow - 226 5 '�'�'1.� ..��' � ;° � ��. - ` �' ��" - Canal ImportaUon Flow Path I `"� ,r• r► RAt� , � ♦''�. ��i�._, ` New Flow = 521.9 • �„ DiHerenc� �•: � a,. , ,, Clearview Flow Path � � �'��y ., ' . �,.i� ", s� � � j ' New Flow = 396.8 _ ,,.• ;, . 'f":+��' % Difference -2.6 Clearview Flow Path ' �� Difference = 13 � Clearview Flow Path N2w FIOw = 334.5 New Flow = 390.5 v: ca.,-v-ra.��o / Ditterence -10 1 0,o DiHerence -42.9 � :, t .� :. s , �� r. F � � r�� ' '�' �� + -:: . - _ Canal Importalion Flow Path 'y' . � � t. * , . -�, ,�. �:�ri �+ � f � ��a,. : ;,�,`'+,�.i►n .�;c' _ `! New Flow _ 526.t � ��•' r., � � '�,> ``" ` - � �� Difference = -2.4 � . r l :,.�.=+� �� ;r' '-, �. � • � ' � r . .i .��. o y. � �.` . � ,.� � _ o � t�� e- � k .. ' {� � H � � r , �.�, - _.` •., �� '�-y,tr ��..'• ��J:_ , " . �;- �_f an Import �� -� t:_ C al ation Flow Path �Z S �`'` . r �.�1. � , ,•� � � ' � ; New Flow = 481.4 ��I . � tt I � � , � � � ;:. i D�fference - 0.7 � � ` � R � . • 1 Canal Importation Flow Path � . +: i _ � » � - -New Flow = 429.1 � ^�'"� � �,r , • d ' ','`�'�. _ ..�. ., � ,` i Difference - -7.5 � ,� � 'k �' •�. ; � i �: k'� CanalNew F ow� 256.w Path i ; - - --- '�.� 4.r `t � .. , . 1 l�..� , P -- �' �s , , f. �,� � } s '�„ °f Difference = -9.9 Ca�al Importation Flow Pat� �� . J y � � _ �`� _;4 - I New Ftow = 7�8.7 i '.' a ��.; �, Canal Importatlon Flow Path }. ; , , ti '� �� .?. Canal Importatio� Flow Path DiHerence - •14.3 � . •' � � ��_: r �. �'. , .- � ° �, �� . New Flow = 436.4 .� � _ New Flow - 196.3 y { : , *� � � o Difference = -6.6 '' � �� 4a DiHerence -3 3 t'' x'" _ ,.� . � "� � {,, a T j� y� �� 4'y�� . ` � � �` �� ' �a . � r��' � :� .ef �}',?\Y �s�"�•� �`�� S��.S.��t, ^ � _ , . �t�� ._ .,�� . � ,� i'. ! . �: . iy ?"x /� ' `� _ I � �, _ 'N C9AN.= �: _ � 'i� � ' Y T -��` � . � �s��w;+� .i��,.. �,wA�.'. .M'�� ,e ' -f �.`� �@`� �-� ^�.s[aL:� •:�h"•:.,�,x.. �T _ � � �. � _TM_, '!� LI � '-, �t. . . _ �f 4\ : � •� 1 � 3 �;• 4 = � �-- _ , _,� ' ��'-� � =ilE C��nl/ �� Z � � � Q� M � W � � U � O � J LL Z Z N � � Q W H � � Z � 0 U � � �3 Q N c� a W N SU �.56J F:et MGJ[RMMBQt C r ro:.o�� COFC2012.01_CI Basin Hydrologic Conversion_Report.docx 13 ANdER50N CONSUITING ENGINEERS� �NC. Table B.1.1 Plum Channel Flow Path Discharge Profile Discharge (cfs) HEC-Ras Sation EPA SWMM Element 100-year/ Result to Description be Mapped 10-year 2-year 5271 113 241 67 10 Upstream Study Limit 4872 15 330 76 18 4277.999 115_pipe/115_overflow* 214 140 73 14 Upstream of Rocky Street Culvert 4277 115_pipe/115_overflow* 214 140 73 14 Rocky Street Culvert Overtopping 3993 16_pipe/16_overflow* 234 160 79 24 3816 16_pipe/16_overflow* 234 160 7g 24 3544 116 221 70 13 2999.999 18_pipe/18_overflow* 377 349 117 46 Upstream of Gallup Road Culvert 2999 18 overflow 349 92 23 Gallup Road Overtopping 2661 18_pipe/18_overflow* 377 349 117 46 2570 118 375 116 46 1323 20 424 153 69 938 220-322 444 168 84 Upstream of Glenmoor Pond * Discharge based on the sum of pipe and overflow discharges Modified - Table B.1.1 Plum Channel Flow Path Discharge Profile Discharge (cfs) Effective HEC RAS - STATION EPA SWMM ELEMENT Effective HEC-RAS hydraulics model/ Result Corrective Effective Proposed Result Effective SWMM hydrology model Mapped by Anderson /Result Modeled /Result Modeled Location 5271 113 (313out in CE models) 241 155 252 245 Upstream Study Limit 5190 NODE 23 --- --- --- 362 Pond Inflow 4872 ( L)15 330 200 305 --- 4675 POND OUTFLOW J14 --- --- --- 174 Pond outflow 4277.999 C-1+115_pipe/115_overflow* 214/140 167/139 290/242 187/140 Upstream of Rocky Road Culvert 4277 C-1+115_pipe/115_overflow* 214/140 167/139 290/242 187/140 Rocky Road Culvert Overtopping 3993 C-1+16_pipe/16_overflow* 234/160 193/160 313/253 201/142 3816 C-1+16_pipe/16_overflow* 234/160 193/160 313/253 201/142 3544 (L)116 221 180 229 176 2999.999 18_pipe/18_overflow* 377/349 354/327 285/258 285/257 Upstream of Gallup Road Culvert 2999 18 overflow 349 327 258 257 Gallup Road Overtopping 2661 18_pipe/18_overflow* 377/349 354/327 285/258 285/257 2570 (L)118 375 352 284 281 1323 (L)20 424 406 356 356 938 (L)220-322 444 434 391 390 Upstream of Glenmoor Pond Discharge based on the sum of pipe and overflow discharges Flow is presented as (total flow)/(Surface Flow) --- null value XXXX -New Station or Element Modeled Appendix J-6 Spillway Variance Request � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', VARIANCE REQUEST Date: From: Subject: May 16t1i 2023 Joseph Frank, PE Scenic Views and Polestar Spillway Variance Request I am writing to request a variance from the 2018 Stormwater City of Fort Collins criteria regarding the spillway requirements for Scenic Views Pond and Polestar/Happy Heart Detention pond. Specifically, the variance is for: Chapter 8, Section 3.5— Spillway Max Flow Depth • Emergency overflow depth shall be no more than six inches (6") at the crest during the 100-year storm. The Scenic Views Pond and Polestar/Happy Heart Detention pond are located in the City of Fort Coll'u1s floodplain termed "Plum Street Flow Path" and have higher than average peak inflows. Scenic View Pond Spillwav Existing condition for Scenic Views Pond: The existing spillway has a depth of LS feet and width of 10 feet. The existing spillway elevation is at (5115.57 on the NAVD 88 datum) and (5112.5 on the NVGD 29 datum). The flow from the pond (349 cfs = peak pond inflow per corrected effective SWMM model) surpasses the capacity of the spillway, causing it to overflow and overtops the embankment at an approximate depth of 2.02 feet. The water then spills over the eastern portion of the retention pond for a distance of approximately 290 ft, see existing scenic views pond spillway section in Appendix A.1. Proposed condition: JR Engineering is proposing to modify the overflow spillway while maintaining the existing spillway elevation of S ll 5.57 as to not impact volume within the pond. The proposed spillway has a crest length of 51 feet and will result in an overflow depth 1.75 feet at 349 cfs, which exceeds the city's required depth of six inches. See the scenic views spillway improvement section in AppendiY A.1. Justification for Variance: The proposed improvements are intended to increase the emergency overflow spillway capacity and improve the existing spillway by providing additional riprap protection. This modification will decrease the overall breadth of the floodplain, reduce the emergency overflow depth from 2.02 feet to 1.75 feet and serve as an improvement to the existing scenic views retention pond. The spillway variance is necessary to increase the emergency capacity and prevent overtopping of the existing einbankment. Please refer to exhibits and calculations in Appendix A.1 for additional information. ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING Sfl l�r'.ARS OF I3�lliLLliNCN', Polestar Detention Pond Spillwav Proposed Polestar/Happy Heart Farms Spillway: The proposed spillway has a crest length of 36.8 feet and will result in an overflow depth 2.21 feet at 362 cfs (peak pond inflow per proposed SWMM model), which exceeds the city's required depth of six inches. This spillway is intended to remain in place when the ultimate regional pond is constructed which will result in an overflow depth of 1.61 feet at 221 cfs. See the Polestar detention facility spillway section in AppendiY B.1. Justification for Variance: The request is to allow for the saine approach as the Concept Canal Importation Master Plan by Jacobs and prevent the flow from the emergency spillway from being directed towards existing structures and homes downstream. By narrowing the spillway and allowing the overflow depth to exceed siY inches the spillway will better direct flows between houses and towards the improvements in the drainage easement to the east of the Polestar development. Refer to eXhibits and calculations in Appendix B.1 for additional information. ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', Appendix A.1 ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 � � < � �' '� ' (; ;f � � �� --�J , � i. �' ' � 1 � '�� - � � � � , I i � � . -,;.�'� _ - o � ' 1 � � � , , �, L / � � _ — � „� �'' � — � � , � � `— �,� Ir �� —��.�� l � � 1 I � I� � �� '' �� , � , � — , �, _� � i� � � J� � \ � � � � `� � _ s , / — ,. I `�` -�� - f �'� � i� '�, �, ,�i ) � � � � � � � � � � —� � � � "� ' �� ii� -� - - � �' � III�; �� i � � - �' ' � �-�' �i�',� �-� _ , � � ', � �� _ �, / �, I � � 51 � " ✓ � � � � � � ;' _ " �� I �,' \ ', � � /I � � \� \ � �� j � � , —� ___. , � �' 1�� SCENIC VIEWS SPILLWAY� _ _ - -- � _- -- = / �, � __ �_ _ — ,�� .�,, �� '� , �� / � � � � _ �_ . � � �,� , � o ,� ,.�-�- D l i �� -� �"', - I - _ - 9 ' , r-- � - , ;� � � � - - �� _ b� '--- ) ,\ �,\ � ; �i' `'p � \� � � -- � (� ` � � i�J� � � �� ; rn ` � � �� _ � � r -� � — `— � — �� (�� — _ � — _ i� ' �_ / , '!- 5115---- -- -- ,� _��- _l � — �=OHU --o-- � -- � —�=��I _�J - v� � � � \., _ • , � � . 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SPILLWAY r � �-' � - - ��j� � �` � , ,- ' ' l _ , • . � ;��_, ,� � _ ' �� . �� ; � �,� � � � �, � � 5j�5�� \ � - � �_ � � RAIN GARDEN � � � a � '� � � , - �� SCENIC VIEWS o ( �\ ` RETEN110N POND , 51 C�5 � � � r � ' � �� ; POLESTAR SPILLWAY ,n � , � �� - � � ,� ; � � � � , , - ' - - �'�� .� � � , � � I _ ,. , _ �� ti� I � � � � �� _ �— �1� � � ��,. � � � - , ,�-� -- — ��.� � � I I , ' �� ` ' ,�� '� 1 �' � � � � � � � � POLESTAR DETENTION POND ' � � � � � \ � i j � ° � � . � , , 1 tl �� I ,� �� ,� ,� ,� ,� j ,�� ,� ,� ,� �� I I ,�� ,� ,� ,�� I �i � � �' � \ o �� 7 , , � �I _ , � ��, �\ �;n�i I I I `, ' I I I ��-. -- -- ,; �\ �� Jl I '. `` \\ �\ � � �f �� , � , � � � ; ` ; �- -- � � �� .�, � �� ,�,r STILLING BAIN / _� . �,� �. , � �A� Y � — 1.�_ � � 1 � � - _ r �� '� _ _ ` ; � / C - '�� \��= i 1 ,� , � �'�; A ��-� � � \ � � \ \� � ,, �` - \ y V � oC `\ � �_ � � � �� \\ ��\\� \\ \ l I Ai ' . 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(NO ATTENUATION PER CRITERIA) BERM ELEV=5117.07 DEPTH OVER EMBANKMENT 0.5 FEET BERM ELEV=5117.07 I1=1 1=1 1=1 1= I= 1= 1= 1= 1= 1= 1= 1= 1= 1= 1= I o =______________ I—I—I—I—I—I—I—I—I—I—I—I—I—I— — — WEIREELV=5115.n — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — I .� — — — — — — — — — — — — — — — 100 YEAR EMERGENCY OVERFLOW FROM JR CE SWMM MODEL = 252 CFS APPROXIMATE DEPTH 1.9 FT 3.75' 10.00' 3.75' WSEL BASED ON ROUTED 100-YEAR POND OUTFLOW RATE EXISTING SPILLWAY CAPACITY UNDER DEPTH OVER EMBANKMENT 0.4 FEET EMBANKMENT - 47.8 CFS EX. SCENIC VIEWS - SPILLWAY 6 3 0 6 12 POLESTAR JOB N0. 3979701 03/20/2023 ORIGINAL SCALE: 1" = 6' SHEET 1 OF 1 � J•�L $NGIN�IN� A Westrian Company �YB� �—%�l� • CiO�Ofi1(�0 �Jff10S �}. - ..�—'.� FOft r,0�f1S �� • NNYN� � SCENIC VIEWS - SPILLWAY IMPROVEMENT TOTAL INFLOW INTO SCENIC VIEWS POND IN SWMM 348.65 100 YEAR EMERGENCY OVERFLOW = 348.65 CFS W/ A FLOW DEPTH OF 1.75 FT AND 0.5 FEET OF FREE BOARD WSELV BASED ON 100-YR PEAK INFLOW RATE (NO ATTENUATION PER CRITERIA) BERM ELEV=5117.82 u 1 � _ _ � ii�: � ii�: � :i�: � :ie: � i1�! � :i�: � :i�: � :i�� 5.63' TYPE II BEDDING 1' THICKNESS 51.00' OVERFLOW MODELED IN SWMM WHEN SCENIC VIEWS POND IS 100� FULL 1.40 FT DEEP AT 244.76 CFS 0.85 FEET OF FREEBOARD WSEVL BASED ON ROUTED 100-YR POND OUTFLOW RATE TYPE M RIP RAP � 2' DEPTH 6 3 0 6 ORIGINAL SCALE: 1" = 6' BERM ELEV=5117.82 5.63' SCENIC VIEWS - SPILLWAY 12 POLESTAR � JOB N0. 3979701 03/20/2022 SHEET 1 OF 1 = 2.5 1� � J•�L $NGIN�IN� A Westrian Company �YB� �—%�l� • CiO�Ofi1(�0 �Jff10S �}. - ..�—'.� FOft r,0�f1S �� • NNYN��IB2ffIBA0f11 Scenic Views Pond Broad Crested Weir Project Description Solve For Input Data Discharge Headwater Elevation Crest Elevation Tailwater Elevation Crest Surface Type Crest Breadth Results Crest Length Headwater Height Above Crest Tailwater Height Above Crest Weir Coefficient Submergence Factor Adjusted Weir Coefficient Flow Area Velocity Wetted Perimeter Top Width Crest Length 348.61 cfs 5,117.32 ft 5,115.57 ft 0.00 ft Gravel 20.00 ft 51.0 ft 1.75 ft -5,115.57 ft 2.95 ft^(1/2)/s 1.000 2.95 ft^(1/2)/s 893 ftz 3.90 ft/s 54.5 ft 51.02 ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Scenic Views Pond.fm8 Center [10.03.00.03] 2/9/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Chapter 12 Storage CREST Of EMERGENCY SPILLWAY EMERGENCY OVERFLOW WSEI 100—vE,4R WSEL � DETENTION BASIN �4 - � 1 � � E+ABANKNEVT WIDTH I FL')14 � y� 3' MIN a�oNo roP oF EMBANKMENT 23 � S' `��-- - —_1 . � I � FHEEBOARD \SOIL RIPRAF' 2D� J TOP OF FOOTING AT OR BELOW El(TE�DED RIPRAP BOTTOM OF SOIL RIPRAP UPSTREAIA OF WALL CONCR� OVERFLOW WALL (WALL AND REIIFORCING DESIGNED 8Y ENGInEER) EMERGENCY SPILLWAY PROFILE AS NEEDED TO PA55 THE iC0—"R UNDETNNED 04 MORE S" TO 4" EMERGENCY OVERFLOW WSEL 1' MIN TJPSOIL COVER FREEBOARD --- CREST OF EA�ERGENCY SPILLWAY � - -` _ , i� �1 Z 2.5 � �UIL RI�'KAI' 2L?g� EMERGENCY SPILLWAY SECTION AND SPILLWAY CHANNEL 35 30 25 X a 0 20 � � � � �'4 � 15 ,� �, � � � r 10 S TYPE N �� ..�.�. � 0 0 5 10 15 20 25 30 Unit Discharge (cfs/ft) Figure 12-21. Embankment protection details and rock sizing chart (adapted from Arapahoe Counry) September 2017 Urban Drainage and Flood Control District 12-33 Urban Storm Drainage Criteria Manual Voluine 2 � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', Appendix B.1 ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 POLESTAR DETENTION FACILITY - SPILLWAY TOTAL FLOW INTO THE POND IN SWMM IN THE INTERIM PROPOSED CONDITION 361.8 CFS 100 YEAR EMERGENCY OVERFLOW = 361.8 CFS W/ A FLOW DEPTH OF 2.21 FT FREEBOARD 0.50 FT WSEL BASE ON 100-YR PEAK INFLOW RATE. (NO ATTENUATION PER CRITERIA) 50.50' TOTAL WIDTH , 48.00' AT FLOW DEPTH BERM ELEV=5110.50 5- �1 WEIR ELEV=5107.79 3" TOPSOIL COVER 6.85' - TYPE II BEDDING i 1' THICKNESS ii-i i i-i i i- - 2.5 1� / I� 36.80' 3" TOPSOIL COVER TOTAL FLOW INTO POND IN SWMM IN THE ULTIMATE CONDITION 221.2 CFS 100 YEAR EMERGENCY OVERFLOW = 221.2 CFS W/ A FLOW DEPTH OF 1.61 FT 1.13 FT OF FREE BOARD PROVIDED WSEL BASE ON 100-YR PEAK INFLOW RATE. (NO ATTENUATION PER CRITERIA) 6.85' BERM ELEV=5110.50 TOTAL DEPTH 2.71 FT SIZED FOR ULTIMATE CONDITION WITH AT LEAST 6 INCHES OF FREEBOARD TYPE H RIP RAP @ 3' DEPTH 6 3 0 6 ORIGINAL SCALE: 1" = 6' ONSITE - SPILLWAY DETAIL 12 POLESTAR � JOB N0. 3979701 08/07/2023 SHEET 1 OF 1 � J•�L $NGIN�IN� A Westrian Company �YB� �—%�l� • CiO�Ofi1(�0 �Jff10S �}. - ..�—'.� FOft r,0�f1S �� • NNYN��IB2ffIBA0f11 Polestar Interim Broad Crested Weir - 1 Project Description Solve For Input Data Discharge Crest Elevation Tailwater Elevation Crest Surface Type Crest Breadth Crest Length Results Headwater Elevation Headwater Height Above Crest Tailwater Height Above Crest Weir Coefficient Submergence Factor Adjusted Weir Coefficient Flow Area Velocity Wetted Perimeter Top Width Headwater Elevation 361.80 cfs 5,107.79 ft 0.00 ft Gravel 25.00 ft 36.8 ft 5,110.00 ft 2.21 ft -5,107.79 ft 2.99 ft^(1/2)/s 1.000 2.99 ft^(1/2)/s 81.3 ftz 4.45 ft/s 41.2 ft 36.80 ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Polestar Pond.fm8 Center [10.03.00.03] 8/23/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Ultimate Polestar - Broad Crested Weir Project Description Solve For Input Data Discharge Crest Elevation Tailwater Elevation Crest Surface Type Crest Breadth Crest Length Results Headwater Elevation Headwater Height Above Crest Tailwater Height Above Crest Weir Coefficient Submergence Factor Adjusted Weir Coefficient Flow Area Velocity Wetted Perimeter Top Width Headwater Elevation 221.20 cfs 5,107.79 ft 0.00 ft Gravel 25.00 ft 36.8 ft 5,109.40 ft 1.61 ft -5,107.79 ft 2.93 ft^(1/2)/s 1.000 2.93 ft^(1/2)/s 59.4 ftz 3.73 ft/s 40.0 ft 36.80 ft Bentley Systems, Inc. Haestad Methods Solution FlowMaster Polestar Pond.fm8 Center [10.03.00.03] 8/23/2023 27 Siemon Company Drive Suite 200 W Page 1 of 1 Watertown, CT 06795 USA +1-203-755-1666 Chapter 12 Storage CREST Of EMERGENCY SPILLWAY EMERGENCY OVERFLOW WSEI 100—vE,4R WSEL � DETENTION BASIN �4 - � 1 � � E+ABANKNEVT WIDTH I FL')14 � y� 3' MIN a�oNo roP oF EMBANKMENT 23 � S' `��-- - —_1 . � I � FHEEBOARD \SOIL RIPRAF' 2D� J TOP OF FOOTING AT OR BELOW El(TE�DED RIPRAP BOTTOM OF SOIL RIPRAP UPSTREAIA OF WALL CONCR� OVERFLOW WALL (WALL AND REIIFORCING DESIGNED 8Y ENGInEER) EMERGENCY SPILLWAY PROFILE AS NEEDED TO PA55 THE iC0—"R UNDETNNED 04 MORE S" TO 4" EMERGENCY OVERFLOW WSEL 1' MIN TJPSOIL COVER FREEBOARD --- CREST OF EA�ERGENCY SPILLWAY � - -` _ , i� �1 Z 2.5 � �UIL RI�'KAI' 2L?g� EMERGENCY SPILLWAY SECTION AND SPILLWAY CHANNEL 35 30 25 X a 0 20 � � � � �'4 � 15 ,� �, � � � r 10 S TYPE N �� ..�.�. � 0 0 5 10 15 20 25 30 Unit Discharge (cfs/ft) Figure 12-21. Embankment protection details and rock sizing chart (adapted from Arapahoe Counry) September 2017 Urban Drainage and Flood Control District 12-33 Urban Storm Drainage Criteria Manual Voluine 2 � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', App endix C .1 ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 From: Theodore Bender <tbender@fcgov.com> Sent: Monday, May 1, 2023 5:11 PM To: Joey Frank; Andrew Joyce; Kenneth Merritt Cc: Heidi Hansen; Dan Mogen; Matt Simpson; Ken Sampley Subject: Polestar Variance Response Attachments: Downstream Structures.jpg Hello JR Team, Thank you for your patience as we work through this variance request. During our review, it came to our attention that the correct minimum freeboard requirement at the spillway may not be the "6-inches" that we had been discussing, but potentially 12-inches. This requirement is based on the need to provide 12-inches of freeboard from the (primary) 100- year WSEL to the top of embankment (please see Chapter 8, Section 3.4, 15Y bullet of the City 2018 Stormwater Criteria Manual). Typically, a detention pond overflow spillway is the secondary outlet with the primary outlet being a pipe at lower stage. The only outlet from the Scenic View Pond is the overflow spillway. This situation created the need for additional internal discussion and did slow down our response. We understand the Polestar development project would improve the Scenic View spillway and we have taken this into consideration. We'd like to emphasize that currently there are no residential structures located directly below this spillway. It is our understanding the Polestar development would like to place residential structures directly below (to the north and south) the primary Scenic View spillway. This has been the main driver in our internal discussion to maintain safety for the future residents of this site. The result of our internal discussion is that City staff has agreed the 12-inches of freeboard, above the overflow WSEL, will not be required. Instead, we like to ask these structure directly below the Scenic View spillway be elevated in relation to their adjacent BFE. Here is our response for the two detention ponds: Polestar Pond (Happy Heart/Eastern pond) The 6-inches of freeboard at this pond measured from the 100-yr WSE to the top of the pond embankment is approved. The main concern at this pond is that we not direct flow from the emergency spill towards any existing downstream structures. As we discussed in the past, we asked our master planning consultant to narrow up the conceptual design weir cross-section for this reason. The full master planned improvement at this location also includes an outlet pipe that would run beneath Orchard Place to the north. The proposed Polestar spillway weir dimensions are acceptable if the hydraulics show these existing downstream structures are not impacted. As a part of the hydraulics phase of the CLOMR, please focus on this area and provide a figure to show these downstream structures will not be impacted. An additional cross-section (or two) may be needed and appropriately placed to provide confidence in the floodplain and floodway width in this area. If the CLOMR hydraulics show the proposed Polestar spillway weir dimensions direct flow towards these existing downstream structures, we would ask that it be modified and remodeled. Thank you for including the stability and potential erosion to this spillway section in your analysis. From the CLOMR hydraulics study, we plan to review the flow depths and velocities in this area to make sure the proposed solution is able to protect the area from excessive erosion. Scenic Views Pond (Western pond) City staff discussed the freeboard at the Scenic View Pond in detail. I understand from your email last week you no longer wish to pursue a variance request at this location. Please send us a spillway cross-section similar the eastern pond to show the 100-yr WSE, freeboard, and associated elevations of the crest and berm. The 6-inches of freeboard suggested at this pond measured from the 100-yr WSE to the top of the pond embankment is acceptable. As mentioned above, we would like to ask your team to provide 18-inches of freeboard from the highest adjacent BFE for the structures immediately east (downstream) of the Scenic View pond (image attached). This BFE would be developed by your team as a part of the upcoming hydraulics portion of the CLOMR. Because these structures will be placed downstream of the primary outlet to this pond, we feel this level of flood risk reduction is necessary. Our decision is grounded in public safety and the safety of the new residents downstream of this spillway. As with the eastern pond, thank you for including the stability and potential erosion to this weir section for the Scenic View Pond in your analysis. We will review this as well with the hydraulics portion of the CLOMR. Again, thank you for your patience. I know this timeline has not been ideal for your client. This is a complicated project in a high flood risk area. This project is more complicated than other CLOMR requests; this CLOMR proposal is to change both the hydrology and hydraulics for this site, while most CLOMRs only propose to change the hydraulics. Please reach out if you'd like to discuss. We are happy to chat further. � Theodore R. Bender, PE, CFM Stormwater Engineering Manager Master Planning and Floodplain Management Fort Collins � S�orri:��ter 700 Wood Street Fort Collins, CO 80522-0580 (970) 221-6503 tbender@fc�ov.com � th �J . - �/!/7((I('/'.5'(7�'� J R ENGINEERING 5f7 l�r'.ARS OF I3�lliLLliNCN', Appendix D.1 ❑ 7200 South Alton Way ❑ 25188 Genesee Trail Road ❑ 5475 Tech Center Drive ❑ 2900 South College Avenue Suite C400 Suite 110 Suite 235 Suite 3D Centennial, CO 80112 Golden, CO 80401 Colorado Springs, CO 80919 Fort Collins, CO 80525 303-740-9393 • Fax 303-921-7320 303-740-9393 • Fax 303-921-7320 719-593-2593 • Fax 303-921-7320 970-491-9888 • Fax 303-921-7320 -. _ -.�•�;��;j' i_,� � �r- _ July 2�, �ti23 F'oiestar Gardens, Inc 85a S Ouerlancf Trail, #15 Fort Callins, CO itE: i.etter �f Intent far �as�men�s far r�ten�ioN�r pt�rid 4rr►prv�'�t.�sr�nt� �'zsr i�,��#:.� ,_ Final eas�ement documents wifl be revlewed by an atkorney for 5adslte FC�dge C�menor y�'c�`�su�a�;�'." Associatfo�. Dear Development Review Caardina#or: The Saddle Ridge Cammons Candominium Associa�fon is the o4vner of Tract A tt�at ab�stw •'� r=: e> ..- Village Property. We understand that as pa�t ofthe PolQs�ar 6ardens dc�sreiop�rterrt praJect, tt:��E (Rolestar Gardens) wiEl be requirec{ to make imprrn+eme►tts to the exisizt�g reteni3ort p�rs�►d- �J� `Sac�� Ridge Commonsj agree to work with Poiestar to obtain th� rteedect easemerrts fort�e ��s�sa�er*� pendin� approva{ from the Assaciati�n's at#orneq. 5lncerelY, Tl�e Baard of directa�s 5addle Rldge Comrrtons Condamin�um Association 1....� �....o�.. �_ `' '�.�,�.�.�-�. — -- - t Sig#latur� ��' y �J �� 23 APPENDIX F - MAPS , , �� i� � __ r � � 1 - - � � � t� � � - � �- �. _ " � ; � � ,. � 1 , -- j ,_ _ ' \. / -/ ,�' �� r� f ��- �% / t� \� � � , ; � � _ , � � � ' � � �� I r \, �� _ 1 L , �; 1' I -, � _ `� � � P I I� r I �� l--�n \ r r � , __ ; -�,_ _ ��, � I � '� ! ��o � � � 10. 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THE RATIONAL METHOD HAS BEEN USED TO SIZE INDIVIDUAL STORM PIPES AND DRAINS. REFER TO SWMM MAPS PROVIDED IN APPENDIX E OF THE DRAINAGE REPORT FOR ADDITIONAL INFORMATION ON INFLOWS IN AND O U T O F S I T E A N D I N F O R M A T I O N R E G A R D I N G OFFSITE BASINS AND HISTORIC BASINS. NOTES • THIS PROPERTY IS LOCATED WITHIN A CITY REGULATED 100-YEAR CANAL IMPORTATION FLOODPLAIN AND FLOODWAY AND MUST COMPLY WITH CHAPTER 10 OF THE CITY MUNICIPAL CODE. • RESIDENTIAL USES IN THE 100-YEAR FLOODPLAIN MUST BE ELEVATED ABOVE THE REGULATORY FLOOD PROTECTION ELEVATION. RESIDENTIAL USES ARE PROHIBITED WITHIN THE FLOODWAY. • A FLOODPLAIN USE PERMIT IS REQUIRED FOR ANY WORK WITHIN THE 100-YEAR FLOODPLAIN. A NO-RISE CERTIFICATION IS REQUIRED FOR ANY WORK WITHIN THE FLOODWAY. • CRITICAL FACILITIES ARE PROHIBITED WITHIN THE 100-YEAR FLOODPLAIN. • THE APPLICANT IS AWARE THAT THE CURRENT PLAN DOES NOT MEET REGULATORY FLOODPLAIN REQUIREMENTS AS PROPOSED AND IS CONTINUING THROUGH THE PLANNING PROCESS AT THE APPLICANT'S OWN RISK. BUILDING AND CONSTRUCTION PERMITS FOR STRUCTURES NOT MEETING FLOODPLAIN REQUIREMENTS WILL BE HELD UP IF THE LOMR IS NOT REGULATORY. • THE INTERIM POND OUTFALL IS PRIVATE AND WILL REQUIRE AN EASEMENT FROM ADJACENT PROPERTY OWNERS. � a' N � � � � g � � .�' .� � _� � r` � � �J = o � � o Q' U U� � � �� rn � b � � ti� �� a o � m �� - a�5 U c� � �i w o � m ' • . �� • ` •� ' � � • m m m Q Q � � Z o � � o � � Y a w > n � C=� C� Q � J � > � � 80 40 0 80 160 a � � ORIGINAL SCALE: 1" = 80' Know what s belOW. J C111 before you dig. � � ENGINEER'S STATEMENT PREPARED �� ENGINEERI LJV�� JOSEPH MA �OO uv��LR1�J�� O COLORADO P.E. FOR AND ON BEHALF OF JR ENGINEERING, LLC •��L��`F'li JR N' �'�� . . 3399 �; .� : DAT�� G�� ••....• �ONA� �� Q � � Q Z Q 0 SHEET 27 OF 68 ,1oB No. 39797.01 i ,�-_ � ; / r ' �� '� i � l � '� . � � � � - - ' ' i � - - � - ; � � - _- = �, . � �� NOTES: _ ,- __ ,, , �� 1 � yf ( / I , � �"' � ` � - - � � � \ 0 ; SITE IS GREATER THAN 20 ACRES. � / _ = , _ i� �� j ��f � � �� - , _�� 1 I � / � , _� i ' � � �� ' J � �/ � � - - - '- \\ , � i ` �\ � � \ � /�,,. --�` � 1 O � I - - - � � THE RATIONAL METHOD HAS BEEN USED TO _ __ L � � � �� /�� o � � � � � ,� , � � � �_ � � � " �, ,-' SIZE INDIVIDUAL STORM PIPES AND DRAINS. s ,' � � ' � � � ♦ . ' o � �� , 17 W � � � � , � , � � � �� _ � � � � � � � REFER TO SWMM MAPS PROVIDED IN �' ° � ��, � � � , � � � � � , ��, ,�� - � � �' �� , - � � APPENDIX E OF THE DRAINAGE REPORT FOR ��`� �� I � \ / ,; / � �� ,� , �- __ __ _ _ � � � �� ' _ _ � ADDITIONAL INFORMATION ON INFLOWS IN AND ''� � � � � ` \ I� O ; _� / � �l /I / I OUT OF SITE AND INFORMATION REGARDING � -�� -� � � > � ; � �� ,,/� � � � --- OSl ,_ ___ _ � � �w Cr� � � _, � � '� _ _ � � � � �� OFFSITE BASINS AND HISTORIC BASINS. ��:, � � _ ,,_ _ o.s, ,5% � : � � � L OCUS T GRO l/E ' � � o ► � '� � � ��. � � ', � ( � i � � � � � -�� _ , _ � --. - . � � THIRD FlL llV G ` �� . ° � � ,' � �� __ __ - �� _ , __- � � � I ' %�' � � � , - � � �-� I �'' �� ;�II ° —F -- � ' \ NOTES o ; �, . � E �Og , I � , � �V � / � ,�� -- _ ___ , J , ` � `I /� ��1 III ��\ j �' II'I� J� ` s- --, � � � ,� '� � • THIS PROPERTY IS LOCATED WITHIN A CITY REGULATED 100-YEAR CANAL � �` � " �� ,5�2�- � �� I �' `" � IMPORTATION FLOODPLAIN AND FLOODWAY AND MUST COMPLY WITH % \ � � 1. _ '� ' � ;'� �/ ;; � II r I 0S2 � o� �� 1 I � �� CHAPTER 10 OF THE CITY MUNICIPAL CODE. �. �' a� --- � � � I�. f I � • RESIDENTIAL USES IN THE 100-YEAR FLOODPLAIN MUST BE ELEVATED -- - _ - - - - ' � � '� �� 1 � '�� _ _ _ - - - - - - - - \_ _ � - - - - - _ - - - � �� o I I � � � 0.09 51� \ � �� J � / \ , � ABOVE THE REGULATORY FLOOD PROTECTION ELEVATION. RESIDENTIAL USES '�. ARE PROHIBITED WITHIN THE FLOODWAY. X `� \ I �� - - � 5120 � - - _ \! -. I i � � � ''� - , ;' �� /� i l 1 / ` `, . A FLOODPLAIN USE PERMIT IS REQUIRED FOR ANY WORK WITHIN THE I ''� II� �i o \ � �/ \ I 100-YEAR FLOODPLAIN. A NO-RISE CERTIFICATION IS REQUIRED FOR ANY � � � � 29 �� II_� III � �� _ _ _ _ _ _ � � / � � � � WORK WITHIN THE FLOODWAY. � /`\ � i ` �- __ ,� �, - � �� w � � , --_ = _ � � � • CRITICAL FACILITIES ARE PROHIBITED WITHIN THE 100-YEAR FLOODPLAIN. - !,� , > " , �- , _ _ -- � .,. , _ I ^ , _ -- , _ , • , __�--- , __ , f / I n�� THE APPLICANT IS AWARE THAT THE CURRENT PLAN DOES NOT MEET , � ___ , � - � � � '�\� �� E1 � i` `� �� `� _- l I I � ' REGULATORY FLOODPLAIN REQUIREMENTS AS PROPOSED AND IS CONTINUING 5- � _____ . --- - - -- � " � � � � I -',��f��b��- �� ,�' � � '��`� � ' � � I �� -% � '� /�II Z i �� THROUGH THE PLANNING PROCESS AT THE APPLICANT S OWN RISK. �� X b 'I �' ,_, ^�-2 3 4 .2a. 4�% �0 � � W_�_ � _. .= I J , J , �, ` BUILDING AND CONSTRUCTION PERMITS FOR STRUCTURES NOT MEETING l __ � � � _ _--- 6 ; f � - - - � , -e - - - � ` II� � ��I � \ � � �� -� " I ' � � (J � � III I � FLOODPLAIN REQUIREMENTS WILL BE HELD UP IF THE LOMR IS NOT ' r`) ___ _� _ __ _ __: � � , �� - � � � ,. ,,.I_ - _ �(�� - � � � REGULATORY. / - -- \ - ; I \ 1/� - � � I � d� � II ,_ �� `' /`\ � �� I �� • THE INTERIM POND OUTFALL IS PRIVATE AND WILL REQUIRE AN EASEMENT _ _- - - � -. � _ ; ' � � ' _.�_ _ _, � � I i � ��-- � i �-' � III O � �� -- � � FROM ADJACENT PROPERTY OWNERS. � _ ,' I , _- - _ �� h II � -- , I ;�,, ' �� - - �- 5�15 __ __ - - �' �'�, � � �� / III �' y v J � , ___---. � , , _ __ _- ___ __= IIII �- � ' / \ � �- - 1� . - - - � � � . � , � _ -- : � � / �"�. , ___ � E ---0� � -, - --- , 6 .� __- --- � ;- -- --- -- -------- -- r. � � 1 5115--�- ------- - ----� , � ` - _ `- -. ,�i , / ��, �I _ � /, . `�. � ,' \ - — —� — — �' �- -- , -- - � --�---- - �- � � — — — J , — — — ` � � �" , j = � --- � � -- ---- -- -- - : ' — — - - — — -- , r __ . — _ , _ - i - - SI>7� ,. - __._- - _ �_ e _ — — _ - -- _ __ -, � �J /I\� — — ^ � T �- � �� — — — — � , — — ,__ — — — — — — _ r � I — — — — — — __-- - --, - _.�' � �- /V�5910� --- - W ----- kY ---- -- -- W----- --J -- --- - — - _— = — — �- - = - -- — — — =��R�P --� — — �- �— - o � � - - - ^ — _ _ _ _ - � --- S -----_�---- S - S,= \ S t;- -- --- ' w � ---__ _ � � -'�,---- ----- ----= � ; -- ---1.06% -- _- - S -- - ----= -► _ � �; _ � - _ - -- -- �; _- ___ .. -- S -- -- S ."� --- S �- .70%------� 1 -- -_ $ ----- $ -- ==-�'-- -� --�---- \� -- - '' $R�M�R9-R� " � _ - _ +!� �/�E'�� L S - � - __ , -- - - - _ - _ ---- -- , , _ , �--�-�- . _ S � � � ,' � 1 � �� _ __ �� -- _ � � j � �- - ' � _ , -zs _ � �— / ,' �_- _ _- �•. , -- -�- _ --- -- ,'� 5109.003e , __-- � �`'�,� ,' � _ � T - - -- ------ --- - _ _ ---- �, ---- �: ----- --- _. �-- - - --- - - - - - 00 _ , x -� � x� - 1 �9. - - _ - - � -- ----- -- ; '4 - � - --- - ---- E3 - -- --� - -� �� U �- �! ---- ------ ;--- - E2 -- � -- - ----- '�--------- ------ 0.31 9% �u0 �� , - -- _ \ 0.54 4% 5.1 �`� Ti��_� __�� ,�� 4 � s �o - � , , I / _ ,= ��" � � ��1 � ��` � � � � � `� �� 4 �� \ o ,__� � � ' 1 2 I � � �� T� � � � �� - �� o �'--r�, � � � � � I � �; I � � 3 � � 4 � OU TL T � � 5 �, 6 ;- �' � 8 � 9��' o � I " �- `� �. I O I � 1 00 _'- � , � � / I � � , , - �' � � f o c�o� 5��5 � �� i�� I I =� � �0 I �,, �o � / � � � ,' ! OVERFLOW SWALE W/ TYPE O % oo �' , "- I � � c�/f ', � ' C NLET % � � ; %' � ° I -� � I I ------ ._._ --- -- -�l-- �� , --- _ ------ — !-- ----- 5��--- — — ----- ------ ----- —�� --- ------ o - _ � _ � � �� o I -� � • �,� - - - o� � � - I � � _ -!-�� _ o I ' ; � . , J ' �� , � " �' � ; 5110 � _ F1 " � � ' _ r I � -- ------ ---- � o � , � - ----------- ---- ---� --- � - � � �. � , _� ; - _ , � � I � �i; � � , ' 5110 I � ._ °- 3.9231% ----, - --♦ 0000 � , _ _ � � � �� .� - - _ o 0 0 I , � ., 5-��-� _ � � �` � V / 4 � � � / I � � . i . � -o ?�9)� ;n� ��f• . ; � , . � i __ /% ` O o� 0� Ti?ACT A, , , � �;,,� ; - i i •% ; , , � � 5� p5 _ ; o °� ''o I I , . , � I; THE SECOND REPLA T OF SCEN/C � ,� � � ; s ' � ;% ( � '' . - � � " � i , �� IEWS, P. U. D. � II � � % � � .. . � � ; � � � �' p �� ' �� ; ' ! ' � . � ,�`` ` � REC. NO. 98027263 • '•' ' ' '' � * ` , � � � ��T : A.' ,T�� .s 11 .98 i h , � � . � `� I SCEN/C �/EWS POND � . t1 �; � � � ; � i ! � . � .. .. _ - - - - - - I � � �� i i i ; 1 I � j �� :w �, i %� ♦ �'�� , � , '' `,f -� ; �r, � �i i j � � I, I ; I i • • � � ' ` � � � ` (� �� ; � ' ' I � ; �i� � • �� 1 81 �� Slp � �' - '� � � � � � -' � �`' ' : ti y . S v� � � � F' i � I . _. A1� . - � � � �• - � �/ �:-- � ' EMERGENCY OVERFLOW `�' �,-,,, _�,�,-.,___ , � � � � o� � � ( � � � � �4 �- ` � � � ��`� V � 2 3 1��:__ . � � � 'i"]:�. � ��t �� '� 1.02 16% i j � . ' 1. - � - ,rL,rO .. I' ,, I ,_ �. . , `� ; j , • . ';�.1 :.` � � / ELEVATION 5107.79 � ��''- �.�-�', � � �-I a / 1' _ ��', - � 1 ��, � � � � %� �� _ � _ � � t � ; , �•_r.•�,.�, � � � � , , , �, _ � � ;' , r - T > ,� ,' �� + ��511 � I � � � � � � �� o i � � � y�` EFFECTIVE FLOODWAY BOUNDARY � � ,, .-� �' � � �_ �,� .� � "" � � - /� -;3��->_-'= --- i � � � yyY 1 � 8.31 %, �. ' � ►.. __� , � I ' --- -- ' � �D � , � _ � � � � , � J�-�, I \ __ '� - - - '�, � �' I � -� � ' ��' � � �� . _, � , �� , � . � ;, �■,, �� , . �� , d� ��'� � I �; �` 10 11 12 13 ��'14 15 6 �' 17 18 � -, ,��'�� ,� wa�R Quaun PRov��E� �'-F -� \`�� y � 3 �-� 5 6 7 8\' � I c� I I 4 I � �� 1`� �` 0.12 ACRE-FT � ', I � �, � � - �� ` �� ; _. I , �� I �� I I � o` � 100 YEAR VOLUME PROVIDED 9.44 ACRE-FT ; �� _ �� i � � i� '�� i I � A, � I i �� 100 YR-WSELV 5108.89 �' � � �, �� ' � ; � � � ,� �� 100 YEAR VOLUME REQUIRED �I I �`��` ��- � - � � �� , � �'' - . �s ��. '� I �; �� I 4.88 ACRE FT , r / � �5105��1 I � �� r l� � _ I �� Fc � ,�� h — , �� — , � -� �� 1 82� - _ -- � , B� � , �, , � �-- � �o,� � � �/�l � �� - �.z3 0� � '�� y � �� j � �� `� _ � � i / J � �\\ � - - - - � T � - � - b'' ` - - - - � � � EFFECTIVE 100 �YEAR FLOODPLAIN � ; � � � ■ � � � T � ��'� �1�� y � - � , ' , , . �� / \ � 'l- � _ � AZ - � �� , i , � � __-- _ _ _ _� � , �� , o �� 1 � �� , , �� , . �,, � � _ _ � , o.5s o� � , MELE LANE � � � � - - - - a `� � � � .� � ;; u�`�� - n i� HOKU LANE � � � \ , ; , L._____ � - - � ,,. ,,> �� ' __, - _ _ _ �oo � �r , �� , �_ �� _ � , �- 0 y _ , _ \ � � - _� � - - - '`� ` - _ , , , , _ . � �5>2 �' �' � -, - � � �� S1 p4 _ � \ � 1 _ . � _, . �_ � . �_ :; �`s�� `�. 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