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Home My WebLink AboutFISCHER PROPERTIES - FDP230010 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT FINAL DRAINAGE REPORT FISCHER PROPERTIES FORT COLLINS, COLORADO MARCH 15, 2023 NORTHERNENGINEERING.COM 970.221.4158 FORT COLLINS GREELEY This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is necessary, we recommend double-sided printing. NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES COVER SHEET March 15, 2023 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 RE: FINAL DRAINAGE REPORT FOR FISCHER PROPERTIES Dear Staff, Northern Engineering is pleased to submit this Final Drainage Report for your review. This report accompanies the Final Development Plan submittal for the proposed Fischer Properties. This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and serves to document the stormwater impacts associated with the proposed Fischer Properties project. We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in the FCSCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Adam Boese, PE Stephanie Thomas, PE Project Engineer Project Manager Compliance Statement I hereby attest that this report for the final drainage design for Fischer Properties 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. NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES TABLE OF CONTENTS TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION ....................................................................................... 4 II. DRAINAGE BASINS AND SUB-BASINS ............................................................................................ 6 III. DRAINAGE DESIGN CRITERIA ....................................................................................................... 6 IV. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS ............................................................. 7 V. HISTORIC DRAINAGE PATTERNS .................................................................................................. 8 VI. PROPOSED DRAINAGE FACILITY DESIGN ...................................................................................... 8 VII. CONCLUSIONS ........................................................................................................................ 15 VIII. REFERENCES ........................................................................................................................... 16 TABLES AND FIGURES Figure 1 - Vicinity Map ................................................................................................................................ 4 Figure 2 - Aerial Photograph ..................................................................................................................... 5 Figure 3 - Existing Floodplains .................................................................................................................. 5 Table 1 – Historic Rational Summary ....................................................................................................... 8 Table 2 – Proposed Rational Summary .................................................................................................. 11 Table 3 - LID Summary ............................................................................................................................. 12 Table 2 - Detention Summary ................................................................................................................. 13 APPENDICES APPENDIX A – HYDROLOGIC COMPUTATIONS APPENDIX B – DETENTION CALCULATIONS APPENDIX C – WATER QUALITY / LID CALCULATIONS APPENDIX D – STORM SEWER CALCULATIONS APPENDIX E – INLET CALCULATIONS APPENDIX F – WEIR CALCULATIONS APPENDIX G – RIPRAP CALCULATIONS APPENDIX D – EROSION CONTROL REPORT APPENDIX E – USDA SOILS REPORT APPENDIX F – FEMA FIRMETTE MAP POCKET C 700 – HISTORIC DRAINAGE EXHIBIT C 701 – DRAINAGE EXHIBIT NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 4 | 16 I. GENERAL LOCATION AND DESCRIPTION A. LOCATION 1. Vicinity Map Figure 1 - Vicinity Map 2. Fischer Properties project site is located in the southwest quarter of Section 15, Township 7 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. 3. The project site (refer to Figure 1) is bordered to the north by Westward Drive; to the east by South Shields Street; to the south by existing developed single-family lots; and to the west by Del Mar Street. 4. There is existing storm drainage infrastructure within South Shields Street in the form of curb inlets and storm sewer manholes. B. DESCRIPTION OF PROPERTY 1. Fischer Properties is comprised of ± 5.34 acres. 2. The site is currently a developed parcel of single-family homes with mostly unpaved drives, and pasture for horses and livestock. 3. The existing groundcover consists of short grasses, cleared pasture, treated lawns, and existing single-family homes. The existing on-site runoff generally drains from the southwest to the northeast across flat grades (e.g., 0.50% - 2.00%) to South Shields Street. From there, the drainage continues into curb inlets on South Shields Street, which convey runoff south to Canal Importation Ditch to Spring Creek, and on to the Cache La Poudre River. 4. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey website: (http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx), the site consists primarily of Altvan-Satanta loams (Hydrologic Soil Group B) and Nunn clay loam (Hydrological Soil Group C). NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 5 | 16 Figure 2 - Aerial Photograph 5. Spring Creek and Canal Importation Ditch are the only major drainageways nearby the project site. 6. The proposed development will consist of one (1) apartment building and nine (9) single-family lots. Other proposed improvements include parking lots, sidewalks, courtyards, and landscaping. 7. The proposed land use is mixed. This is a permitted use in the Low Density Residential (LDR) District which will comprise the entirety of the proposed single-family lot area, and the Neighborhood Conservation Buffer (NCB) District which will comprise the entirety of the multi-family building development. C. FLOODPLAIN 1. No portions of the site are located in a FEMA regulatory floodplain, as demonstrated in FEMA FIRMette map panel 0978 (Product No. 08069C0978G). The site is also not located in any City regulated floodplain. Figure 3 - Existing Floodplains NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 6 | 16 2. There are no special floodplain considerations required regarding finished floor elevations of building footprints. 3. No floodplain use permit will be required for this project. II. DRAINAGE BASINS AND SUB-BASINS A. MAJOR BASIN DESCRIPTION The project area of Fischer Properties is located within the City of Fort Collins Old Town major drainage basin. Detention requirements for this basin are to detain the difference between the 100- yr developed inflow rate and the historic 2-year release rate. B. SUB-BASIN DESCRIPTION 1. The outfall for the project site is Spring Creek. The project will connect to exist storm mains in Shields Street which will convey the flows to down to Pitkin St. where it turns east and then through CSU campus and then south to Spring Creek. 2. The existing subject site can be defined with 6 distinct drainage basins. 3. The existing site runoff generally drains from southwest to northeast onto South Shields Street. 4. The project site receives runoff from Del Mar Street and Lakewood Drive to the west, as well as portions of the single-family lots bordering on the north and south, which are generally B-Type lots. III. DRAINAGE DESIGN CRITERIA A. OPTIONAL PROVISIONS There are no optional provisions outside of the FCSCM proposed with Fischer Properties. B. STORMWATER MANAGEMENT STRATEGY The overall stormwater management strategy employed with Fischer Properties utilizes the “Four Step Process” to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has incorporated each step. Step 1 – Employ Runoff Reduction Practices. The first consideration taken in trying to reduce the stormwater impacts of this development is the site selection itself. By choosing an already developed site with public storm sewer currently in place, the burden is significantly less than developing a vacant parcel absent of any infrastructure. Fischer Properties aims to reduce runoff peaks, volumes and pollutant loads from frequently occurring storm events (i.e., water quality (i.e., 80th percentile) and 2-year storm events) by implementing Low Impact Development (LID) strategies. Wherever practical, runoff will be routed across landscaped areas or through a rain garden or underground detention. These LID practices reduce the overall amount of impervious area, while at the same time Minimizing Directly Connected Impervious Areas (MDCIA). The combined LID/MDCIA techniques will be implemented, where practical, throughout the development, thereby slowing runoff and increasing opportunities for infiltration. Step 2 – Implement BMPs that Provide a Water Quality Capture Volume (WQCV) with Slow Release. The efforts taken in Step 1 will help to minimize excess runoff from frequently occurring storm events; however, urban development of this intensity will still have stormwater runoff leaving the site. The primary water quality treatment will occur between underground vaults located at the southeast area of the project, and rain gardens between the single-family and multifamily areas of the property. The remaining runoff will be treated for water quality in the three proposed detention ponds in the center south area and the east parkway between the apartment building and South Shields Street. Step 3 – Stabilize Drainageways. While not directly applicable to this site, the project will pay one- time stormwater development fees as well as ongoing monthly stormwater utility fees, both of which help achieve citywide drainageway stability. NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 7 | 16 Step 4 – Implement Site Specific and Other Source Control BMPs. This step typically applies to industrial and commercial developments. IV. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 1. The subject property is not part of any Overall Development Plan (ODP) drainage study or similar “development/project” drainage master plan. 2. The site plan is constrained on all sides by public streets, with the exception of the south edge and the west half of the north edge, which are constrained by existing single-family lots. A. HYDROLOGICAL CRITERIA 1. The City of Fort Collins Rainfall Intensity-Duration-Frequency Curves, as depicted in Figure 3.4-1 of the FCSCM, serve as the source for all hydrologic computations associated with Fischer Properties development. Tabulated data contained in Table 3.4-1 has been utilized for Rational Method runoff calculations. 2. The Rational Method has been used to estimate peak developed stormwater runoff from drainage basins within the developed site for the 2-year, 10-year, and 100-year design storms. Peak runoff discharges determined using this methodology have been used to check the street capacities, inlets, swales, and storm drain lines. 3. Two separate design storms have been utilized to address distinct drainage scenarios. The first event analyzed is the “Minor,” or “Initial” Storm, which has a 2-year recurrence interval. The second event considered is the “Major Storm,” which has a 100-year recurrence interval. B. HYDRAULIC CRITERIA 1. The drainage facilities proposed with Fischer Properties project are designed in accordance with criteria outlined in the FCSCM. 2. As stated in Section I.C.1, above, the subject property is not located next to a FEMA designated floodplain, nor is it located within any identified floodplain limits. C. FLOODPLAIN REGULATIONS COMPLIANCE As previously mentioned, this project is not adjacent to a FEMA regulated floodplain and as such, it will not be subject to any floodplain regulations. D. MODIFICATIONS OF CRITERIA There are no formal modifications outside of the FCSCM proposed with Fischer Properties. E. CONFORMANCE WITH WATER QUALITY TREATMENT CRITERIA City Code requires that 100% of runoff from impervious surfaces in a project site shall receive some sort of water quality treatment. This project proposes providing water quality treatment using several methods including a rain garden, underground chambers, and extended detention. F. CONFORMANCE WITH LOW IMPACT DEVELOPMENT (LID) The project site will conform with the requirement to treat a minimum of 75% of the project site using a LID technique. Rain gardens and underground chambers will be used to capture and filter or infiltrate the water quality capture volume. G. SITE CONSTRAINTS Due to the physical constraints associated with an infill project of this nature and the prohibition of providing water quality facilities within the public right-of-way, there are some small, narrow areas around the perimeter of the project that cannot be captured. A small portion of the northern drive access onto Westward Drive will not be captured due to site grading limitations as well as a sliver of NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 8 | 16 land containing mostly Right-of-Way and Utility Easement along South Shields Street will not be treated. To account for not capturing these flows, there are several off-site areas that will be treated for water quality. An area swap is being proposed for these portions to override the portion of site area that is not being treated. See Appendix C for LID calculations and exhibit. V. HISTORIC DRAINAGE PATTERNS A. GENERAL CONCEPT 1. Historically stormwater runoff from this property drained to the north east to Westward Drive and Shields Street 2. No detention or water quality was provided historically. 3. This site was split into multiple historic basins to study the historic runoff. The allowable release rate from this site is the 2-year historic. Sub-Basins H-1 and H-2 Sub-Basins H-1 and H-2 are on-site basins that comprise of an existing single family lots and undeveloped land. These basin historically drained to Shields Street and Westward Drive undetained. Sub-Basins OS-1 to OS-4 Sub-Basins OS-1 to OS-4 are off-site basins that comprise of an existing single family lots. These basin historically drain onto the subject property. The runoff from these basin ultimately drains to Shields Street and Westward Drive undetained. Rational Flow Summary | Developed Basin Flow Rates BASIN TOTAL AREA (acres) Tc2 (min) Tc100 (min) C2 C100 Q2 (cfs) Q100 (cfs) H1 2.74 12.8 12.8 0.39 0.49 2.15 9.41 H2 2.65 12.6 12.6 0.25 0.31 1.34 5.84 Offsite Basins OS-1 0.13 5.0 5.0 0.81 1.00 0.31 1.32 OS-2 0.52 10.8 10.8 0.44 0.55 0.49 2.16 OS-3 0.40 8.1 8.1 0.43 0.54 0.41 1.79 OS-4 0.93 10.1 10.1 0.33 0.41 0.68 2.95 Table 1 – Historic Rational Summary 4. The allowable release from this site is the total 2-year historic runoff of basins H-1 and H-2 for a total release of 3.49 cfs. VI. PROPOSED DRAINAGE FACILITY DESIGN B. GENERAL CONCEPT 5. The main objective of Fischer Properties drainage design is to maintain existing drainage patterns, while not adversely impacting adjacent properties. 6. A list of tables and figures used within this report can be found in the Table of Contents at the front of the document. The tables and figures are located within the sections to which the content best applies. NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 9 | 16 7. Drainage for the project site has been analyzed using seven (23) onsite drainage sub- basins, designated as sub-basins 100-105, 200-208, 300-305, OF-1, and OF-2. Furthermore, there are four (4) offsite drainage sub-basins designated as sub-basins OS-1, OS-2, OS-3, and OS-4. The drainage patterns anticipated for the sub-basins are further described below. Sub-Basins OF-1 and OF-2 Sub-Basins OF-1 and OF-2 are comprised of a small portion of the access drive to the north and a small portion adjacent to the South Shields Street ROW that will be un-detained due to site grading constraints. Sub-Basin 100-105 Sub-Basin 100 is comprised of the northeast corner of the proposed apartment building. Drainage is routed to Pond 1 via curb-chases, landscape drains and downspouts. Sub-Basin 101 is comprised of north half of Pond 1. It is connected to the south half of Pond 1 by a storm drain line that will equalize the two halves in a major storm event. Sub-Basin 102 is comprised of the main entrance to the apartment building. Drainage is routed to Pond 1 via curb chase and landscape drains. Sub-Basin 103 is comprised of a small roof area and landscaped area on the east side of the building. Drainage is routed to Pond 1 via landscape drain. Sub-Basin 104 is comprised of a small roof area and landscaped areas on the east side of the building. Drainage is routed to Pond 1 via curb chase and landscape drains. Sub Basin 105 is comprised of a small area of on the east side of the apartment building and the south half of Pond 1. Drainage is routed to Pond 1 via landscape drain. Pond 1 will provide 100-year detention and traditional water quality for Sub-Basin 100-105. Pond 1 will discharge to the existing South Shields Street storm drain. Sub-Basin 200-208 Sub-Basin 200 is comprised of the multi-family building, adjacent parkways, and parking lot. Drainage is routed to Pond 2 via area inlets in the park area and enters the Stormtech manifold upstream of the 100-yr overflow weir. Sub-Basin 201 is comprised of parts of the apartment building, adjacent parkways, and parking lot. Drainage is routed to Pond 2 via curb inlet in the parking area and enters the Stormtech manifold upstream of the 100-yr overflow weir. Sub-Basin 202 is comprised of parts of the apartment building, adjacent parkways, and parking lot. Drainage is routed to Pond 2 via roof drains and a curb inlet in the parking area and enters the Stormtech manifold upstream of the 100-yr overflow weir. Sub-Basin 203 is comprised of parts of the apartment building, adjacent parkways, and emergency access drive. Drainage is routed to pond 2 via area inlet and enter the Stormtech manifold upstream of the 100-yr overflow weir. Sub-Basin 204 is comprised of southeast corner of the proposed apartment building. Drainage is routed to Pond 2 via landscape drain and enters the Stormtech manifold upstream of the 100-yr overflow weir. Sub-Basin 205 is comprised of parts of the apartment building and the eastern courtyard area. Drainage is routed to Pond 2 via landscape drains and roof drains and enters the Stormtech manifold upstream of the 100-yr overflow weir. Sub-Basin 206 is comprised of parts of the apartment building and the western courtyard area. Drainage is routed to Pond 2 via landscape drains and roof drains and enters the Stormtech manifold upstream of the 100-yr overflow weir. Sub-Basin 207 is comprised of parts of the apartment building, adjacent parkways, and parking lot. Drainage is routed to Pond 2 via area drains in the parking lot and roof drains and enters the Stormtech manifold upstream of the 100-yr overflow weir. Sub-Basin 208 is comprised of parts of the northwest corner of the apartment building, adjacent NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 10 | 16 parkways, and parking lot. Drainage is routed to Pond 2 via curb inlet in the parking lot and roof drains and enters the Stormtech manifold upstream of the 100-yr overflow weir. Detention Pond 2 (Stormtech Chambers) will provide LID water quality treatment and underground detention for Basins 200-208. The Underground detention pond will discharge to the existing South Shields Street storm drain. Sub-Basins 300-305 Sub-Basin 300 is comprised of Pond 3 and part a single-family lot. Drainage surface flows to Pond 3 outlet structure. Sub-Basin 301 is comprised of Rain Garden B, parkways, and parking areas. Drainage surface flows to Rain Garden B where it is treated for LID and released via either subdrain or overflow structure to Pond 3. Sub-Basin 302 is comprised of Rain Garden A parkways and parking areas Drainage surface flows to Rain Garden A where it is treated for LID and released via either subdrain or overflow structure to Pond 3. Sub Basin 303 is comprised of part of a single-family lot. Drainage surface flows via sheet flow or rear yard swale to Rain Garden A. Sub-Basin 304 is comprised of single-family lots and public right-of-ways. Drainage is conveyed via side yard and rear yard swales to public curb and gutter to Rain Gardens A and B. Sub-Basin 305 is comprised of single-family lots and public right-of-ways. Drainage is conveyed via side yard and rear yard swales to public curb and gutter to Pond 3. Rain Garden A will provide water quality treatment for sub-basins 302, 303, 58% of Sub-Basin 304 and Sub-Basins OS-2 and OS-5. Rain Garden B will provide water quality treatment for Sub-Basins 301 and 42% of Sub-Basin 305. Detention Pond 3 will provide 100-year detention for all on-site basins and traditional water quality for basins 305 and OS-3. Pond 3 will discharge to the existing South Shields Street storm drain. Sub-Basins OS-1 Sub-Basin OS-1 is an offsite basin containing existing Del Mar Street. Stormwater runoff from this basin will be routed through Basins 300 and 200 to Westward Drive and ultimately Shields Street. This is the historic drainage path for this basin. No detention or water quality treatment is provided for this basin with this project. Sub-Basins OS-2 Sub-Basin OS-2 is an offsite basin containing existing single-family residential lots. Stormwater runoff from this basin will be routed through Basins 304 & 300 to Westward Drive and ultimately Shields Street. This is the historic drainage path for this basin. This basin will be treated for LID within Rain Garden A because it is a contributing basin. No detention is provided for this basin with this project. Sub-Basins OS-3 Sub-Basins OS-3 is an offsite basin containing existing single-family residential lots. Stormwater runoff from this basin will be routed through Basins 300. Stormwater runoff from this basin will be routed through Basins 300 to Westward Drive and ultimately Shields Street. This is the historic drainage path for this basin. No detention or water quality is provided for this basin with this project. Sub-Basins OS-4 Sub-Basins OS- is an offsite basin containing existing single-family residential lots. Stormwater runoff from this basin will be routed through Basins 200. The underground stormtech chambers will provide LID treatment for this basin. 100-year stormwater runoff from this basin will be routed through Basins 300 and 200 to Westward Drive and ultimately Shields Street. This is the historic drainage path for this basin. No detention is provided for this basin with this project. NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 11 | 16 Sub-Basins OS-5 Sub-Basin OS-2 is an offsite basin containing existing single-family residential lots. Stormwater runoff from this basin will be routed through Basins 303, 302, 301 & 300 to Westward Drive and ultimately Shields Street. This is the historic drainage path for this basin. This basin will be treated for LID within Rain Garden A because it is a contributing basin. No detention is provided for this basin with this project. Rational Flow Summary | Developed Basin Flow Rates BASIN TOTAL AREA (acres) Tc2 (min) Tc100 (min) C2 C100 Q2 (cfs) Q100 (cfs) 100 0.08 5.0 5.0 0.47 0.59 0.11 0.48 101 0.26 5.0 5.0 0.69 0.86 0.51 2.24 102 0.05 5.0 5.0 0.79 0.99 0.10 0.45 103 0.02 5.0 5.0 0.84 1.00 0.04 0.15 104 0.06 5.0 5.0 0.80 1.00 0.13 0.57 105 0.14 5.0 5.0 0.51 0.64 0.20 0.88 200 0.46 5.0 5.0 0.85 1.00 1.10 4.53 201 0.18 5.0 5.0 0.86 1.00 0.43 1.76 202 0.26 5.0 5.0 0.83 1.00 0.62 2.60 203 0.07 5.0 5.0 0.67 0.84 0.14 0.61 204 0.02 5.0 5.0 0.72 0.90 0.05 0.22 205 0.28 5.0 5.0 0.81 1.00 0.65 2.81 206 0.27 5.0 5.0 0.77 0.96 0.59 2.56 207 0.21 5.0 5.0 0.87 1.00 0.51 2.06 208 0.12 5.0 5.0 0.81 1.00 0.27 1.15 300 0.37 7.3 7.3 0.33 0.41 0.30 1.33 301 0.21 5.0 5.0 0.75 0.94 0.45 1.98 302 0.20 5.0 5.0 0.69 0.86 0.40 1.74 303 0.09 5.0 5.0 0.56 0.70 0.15 0.64 304 0.97 5.0 5.0 0.64 0.80 1.77 7.73 305 0.80 5.0 5.0 0.64 0.80 1.46 6.36 OF-1 0.23 7.2 7.2 0.33 0.41 0.19 0.82 OF-2 0.04 5.0 5.0 0.70 0.88 0.08 0.36 OS-1 0.13 5.0 5.0 0.81 1.00 0.31 1.32 OS-2 0.31 7.6 7.6 0.44 0.55 0.33 1.45 OS-3 0.40 8.1 8.1 0.43 0.54 0.41 1.79 OS-4 0.93 10.1 10.1 0.33 0.41 0.68 2.95 OS-5 0.21 7.6 7.6 0.44 0.55 0.23 0.99 Table 2 – Proposed Rational Summary A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. C. LID AND WATER QUALITY Water Quality Concept 1. Stormwater runoff from this site is proposed to be treated through a combination of rain garden, underground chambers and traditional Water Quality. 2. This site is required to treat 100% of the site through an approved water quality measure. Due to site constraints stated previously, Basins OF-1 and OF-2 are unable to be captured and treated for NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 12 | 16 water quality. In order to meet the water quality requirement, the existing impervious area of off- site basins OS-2, OS-4 and OS-5 are proposed to be treated in exchange. Rain Gardens/Underground Chambers 3. Rain Gardens A and B provides Low Impact Development (LID) for Basins 301, 302, 303, 304, OS-2 and OS-5. This rain garden was sized to provide 120% of the calculated 12-hour volume. 4. Stormtech Underground Chambers provides Low Impact Development (LID) for Basins 200-208 and OS-4. This underground chamber system was sized to provide 120% of the calculated 12-hour volume. 5. Overflow inlets will be provided in both rain gardens to pass storms greater than the WQCV to Detention Pond 3. 6. An overflow weir is provided in the underground chambers to pass storms greater than the WQCV into the detention portion of the underground chambers (Detention Pond 2). 7. The site is required to treat 75% of new impervious area with LID treatment. Due to site constraints stated previously, Basins OF-1 and OF-2 are unable to be captured and treated for water quality. In order to meet the water quality requirement, the existing impervious area of off-site basins OS-2, OS-4 and OS-5 are proposed to be treated in exchange. This site treats 87.15% of the on-site impervious area with LID and an additional 10,714 ft2 of offsite area for an effective percent of impervious area treated of 94.64%. Water Quality Pond 1. Pond 1 provide water quality for Basins 100-105 through a traditional 40-hour extended detention basin. The WQCV for Pond 1 was sized to 120% of the calculated 40-hour volume. Total WQ Treatment 1. Using a combination of LID and Traditional Extended Detention Basins of both on-site and off-site basins, this site is able to treat 106% of the required site impervious area. LID Site Summary - New Impervious Area Total Area of Current Development 234,073 ft2 Total On-site Impervious Area 143,103 ft2 75% Required Minimum Area to be Treated by LID 107,327 ft2 Total On-site Impervious Area Treated by LID 103,480 ft2 Percent On-site Impervious Treated by LID 72.31% Additional Off-site Impervious Area Treated by LID 10,714 ft2 Percent Total Impervious Area Treated by LID 79.80% Total Impervious Area Treated by Traditional WQ 36,977 ft2 Percent Impervious Treated by Traditional Water Quality 25.84% Percent Impervious Area Treated by Traditional WQ or LID 105.64% Table 3 - LID Summary NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 13 | 16 D. DETENTION POND SUMMARY 1. Three detention ponds are proposed with this development and will detain up to the 100-yr storm event and release at or below the calculated release rate. See Table 2 for detention summary. Table 4 - Detention Summary 2. Detention allowable release rate is based on computed 2-year historic flow for the overall property. The proposed release from the site is 3.49 cfs which is equal to this historic 2-year runoff. 3. Stormwater facility Standard Operations Procedures (SOP) will be provided by the City of Fort Collins in the Development Agreement. 4. Final Design details, and construction documentation are provided to the City of Fort Collins for review as a part of the review of the final development plan submittal. E. SPECIFIC DETAILS 1. On-grade curb cuts located at the end of the cul-de-sac on Lakewood Drive route surface runoff from Basins 304 and OS-2 to Rain Gardens A & B. The curb cuts were modeled as on-grade inlets to determine interception capacity and bypass flows in the 2-yr and 100-yr storm evens. Rain Garden A has been sized to treat 58% of the flow from Basin 304 and OS-2 in the water quality event. Rain Garden B has been sized to treat 42% of the flow. Overflow structures for both Rain Gardens will be Nyloplast 2’x3’ bar grate inlets which were sized per their respective basins minus bypass flows. See Drainage Exhibit for a detailed one-line diagram for the minor and major flow splits for these basins. 2. Detention Pond 1’s overflow path will be shared between the northern and southern half of the pond. A reinforced spillway will be provided on the east side of the pond and direct emergency flows to South Shields Street. See appendix F for the Hydraflow Express Weir Report for this spillway. 3. Detention Pond 2’s overflow path will be in the proposed parking area just east of 1205 Westward Drive. On-site and offsite emergency flows from Basin 200-208 and OS- 4 will combine with emergency flows from Detention Pond 3’s spillway at this location prior to exiting the site to the North towards Westward Drive. HY8 was used to analyze this spill path. 4. Detention Pond 3’s overflow path will be in the proposed parking area just south of 1205 Westward Drive. On-site and offsite emergency flows from Basins 300-305, OS-1, OS-2, OS-3 and OS-5 will crest at this design point prior to overtopping and continue east to the emergency spillway for detention pond 2 and north to Westward Drive. Due to the irregular shape of the spillway HY8 was used to model this emergency spill path. 5. Stormtech underground chambers have been sized to provide LID water quality and detention volume. Water Quality Capture Volume was calculated for a 24-hour drain Pond ID Extended Detention WQCV (CF) LID WQCV (CF) 100-Yr. Detention Vol. (CF) Total Volume (CF) 100-Yr. Detention WSEL (Ft) Peak Release (cfs) Pond 1 554.00 N/A 3,568.00 4,122.00 5,029.31 0.40 Pond 2 N/A 2,209.00 12,053.00 14,262.00 5,028.94 1.99 Pond 3 997.00 1,474.00 18,311.00 19,308.00 5,031.31 1.10 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 14 | 16 accounted for in the Isolator Row Stormtech Chambers and surrounding aggregate. The FAA method was utilized to determine how much volume was required within the water quality chambers alone. The infiltration rate of the separator fabric times the base area of the Isolator Rows was calculated and used for the release rate within the FAA calculations. There are two entry paths to the Stormtech system, one from the west and one from the east. Both paths connect to the entry manifold via storm drain after collecting major and minor storm flows in area drains, inlets and roof drains. Combined 100-yr flows were analyzed to size overflow weirs for each entry path with the goal of equalizing the 100-yr overflow head elevation at both locations. See Appendix D for Hydraflow calculations for Storm line A4-A and A4-B leading up to the two weir manholes. Detention volume was treated as an entirely separate entity within the chamber system. The FAA method was utilized to determine how much volume was required to be detained. Detention Basin 2’s maximum release rate of 1.99 cfs was assumed for the FAA calculation and 30% void ratio was assumed for the storage capacity of the surrounding aggregate. A Nyloplast Basin with 100-yr orifice will work as an outlet structure to regulate the release rate from detention Pond 2. NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 15 | 16 VII. CONCLUSIONS A. COMPLIANCE WITH STANDARDS 1. The drainage design proposed with Fischer Properties complies with the City of Fort Collins Master Drainage Plan for the Spring Creek and Canal Importation Basins. 2. The drainage plan and stormwater management measures proposed with Fischer Properties project are compliant with all applicable State and Federal regulations governing stormwater discharge. B. DRAINAGE CONCEPT 1. The drainage plan and stormwater management measures proposed with Fischer Properties project are compliant with all applicable State and Federal regulations governing stormwater discharge. 2. Fischer Properties will not impact the Master Drainage Plan recommendations for the Canal Importation and Spring Creek major drainage basin. NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY FINAL DRAINAGE REPORT: FISCHER PROPERTIES 16 | 16 VIII. REFERENCES 1. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 159, 2018, and referenced in Section 26-500 of the City of Fort Collins Municipal Code. 2. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 3. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright- McLaughlin Engineers, Denver, Colorado, Revised January 2021. NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES APPENDIX APPENDIX A HYDROLOGIC COMPUTATIONS CHARACTER OF SURFACE1: Percentage Impervious 2-yr Runoff Coefficient Developed Asphalt .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………100%0.95 Concrete .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………100%0.95 Rooftop .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………90%0.95 Gravel .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………40%0.50 Pavers .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………40%0.50 Residential (Low Density).…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………50%0.55 Landscape or Pervious Surface Playgrounds .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………25%0.35 Lawns Clayey Soil .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………2%0.25 Lawns Sandy Soil .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………2%0.15 Notes: Basin ID Basin Area (ac) Area of Asphalt/Con crete (ac) Area of Concrete (ac) Area of Rooftop (ac) Area of Single Family (ac) Area of Gravel (ac) Area of Pavers (ac) Area of Playgrounds (ac) Area of Lawns (ac) Composite % Imperv. 2-year Composite Runoff Coefficient 10-year Composite Runoff Coefficient CxCf Cf=1.00 100-year Composite Runoff Coefficient CxCf Cf=1.25 H1 2.742 0.00 0.06 0.26 0.28 0.00 0.00 2.49 17% 0.39 0.39 0.49 H2 2.653 0.00 0.00 0.00 0.00 0.00 0.00 2.65 2% 0.25 0.25 0.31 OS-1 0.133 0.105 0.03 80% 0.81 0.81 1.00 OS-2 0.518 0.141 0.38 26% 0.44 0.44 0.55 OS-3 0.397 0.00 0.097 0.30 25% 0.43 0.43 0.54 OS-4 0.928 0.01 0.095 0.82 12% 0.33 0.33 0.41 EXISTING CONDITION BASIN % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS 2) Runoff Coefficients are taken from the Fort Collins Stormwater Criteria Manual, Chapter 3. Table 3.2-1 and 3.2-2 1) Percentage impervious taken from the Fort Collins Stormwater Criteria Manual, Chapter 5, Table 4.1-2 and Table 4.1-3 Offsite Basins Overland Flow, Time of Concentration: Channelized Flow, Time of Concentration: Total Time of Concentration : T c is the lesser of the values of Tc calculated using T c = T i + T t C2 C100 Length, L (ft) Slope, S (%) Ti2 Ti100 Length, L (ft) Slope, S (%) Roughness Coefficient Assumed Hydraulic Radius Velocity, V (ft/s) Tt (min)Tc (Eq. 3.3-5) Tc2 = Ti +Tt Tc100 = Ti +Tt Tc2 Tc100 h1 H1 0.39 0.49 300 1.28%21.2 18.3 208 1.04%0.015 0.59 7.14 0.5 12.8 21.7 18.8 12.8 12.8 h2 H2 0.25 0.31 300 2.27%20.9 19.4 176 1.77%0.015 0.59 9.29 0.3 12.6 21.3 19.7 12.6 12.6 os-1 OS-1 0.81 1.00 49 1.65%3.2 1.1 129 2.32%0.015 0.59 10.64 0.2 11.0 3.4 1.3 5.0 5.0 os-2 OS-2 0.44 0.55 143 1.07%14.4 12.0 N/A 0.015 0.59 N/A N/A 10.8 14.4 12.0 10.8 10.8 os-3 OS-3 0.43 0.54 139 3.58%9.7 8.1 N/A 0.015 0.59 N/A N/A 10.8 9.7 8.1 9.7 8.1 os-4 OS-4 0.33 0.41 100 2.06%11.3 10.1 N/A 0.038 0.50 N/A N/A 10.6 11.3 10.1 10.6 10.1 Offsite Basins EXISTING CONDITION DIRECT TIME OF CONCENTRATION Channelized Flow Design Point Basin Overland Flow Time of Concentration Frequency Adjustment Factor: (Equation 3.3-2 FCSCM) (Equation 5-5 FCSCM) (Equation 5-4 FCSCM) (Equation 3.3-5 FCSCM) Table 3.2-3 FCSCM Therefore Tc2=Tc10 Notes: 1) Add 5000 to all elevations. 2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min. 3) Assume a water depth of 6" and a typical curb and gutter per Larimer County Urban Street Standard Detail 701 for curb and gutter channelized flow. Assume a water depth of 1', fixed side slopes, and a triangular swale section for grass channelized flow. Assume a water depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized flow in a valley pan. Rational Method Equation: Rainfall Intensity: h1 H1 2.74 12.8 12.8 0.39 0.49 2.02 3.45 7.04 2.15 3.68 9.41 h2 H2 2.65 12.6 12.6 0.25 0.31 2.02 2.02 7.04 1.34 1.34 5.84 os-1 OS-1 0.13 5.0 5.0 0.81 1.00 2.85 2.85 9.95 0.31 0.31 1.32 os-2 OS-2 0.52 10.8 10.8 0.44 0.55 2.17 2.17 7.57 0.49 0.49 2.16 os-3 OS-3 0.40 8.1 8.1 0.43 0.54 2.40 2.40 8.38 0.41 0.41 1.79 os-4 OS-4 0.93 10.1 10.1 0.33 0.41 2.21 2.21 7.72 0.68 0.68 2.95 Tc100 (min) Intensity, i2 (in/hr) Intensity, i100 (in/hr) Offsite Basins EXISTING CONDITION RUNOFF COMPUTATIONS Design Point Basin(s)Area, A (acres) Tc2 (min) Flow, Q2 (cfs) Flow, Q100 (cfs) C2 C100 IDF Table for Rational Method - Table 3.4-1 FCSCM Intensity, i10 (in/hr) Flow, Q10 (cfs) ()()()AiCCQf= CHARACTER OF SURFACE1: Percentage Impervious 2-yr Runoff Coefficient Developed Asphalt .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………100%0.95 Concrete .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………100%0.95 Rooftop .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………90%0.95 Gravel .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………40%0.50 Pavers .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………40%0.50 Residential (Low Density).…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………50%0.55 Landscape or Pervious Surface Playgrounds .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………25%0.35 Lawns Clayey Soil .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………2%0.25 Lawns Sandy Soil .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………2%0.15 Notes: Basin ID Basin Area (ac) Area of Asphalt/Con crete (ac) Area of Concrete (ac) Area of Rooftop (ac) Area of Single Family (ac) Area of Gravel (ac) Area of Pavers (ac) Area of Playgrounds (ac) Area of Lawns (ac) Composite % Imperv. 2-year Composite Runoff Coefficient 10-year Composite Runoff Coefficient CxCf Cf=1.00 100-year Composite Runoff Coefficient CxCf Cf=1.25 Notes 100 0.08 0.00 0.02 0.01 0.00 0.00 0.00 0.00 0.06 32% 0.47 0.47 0.59 Detention Pond 1 101 0.26 0.00 0.03 0.14 0.00 0.00 0.00 0.00 0.10 58% 0.69 0.69 0.86 Detention Pond 1 102 0.05 0.00 0.01 0.02 0.00 0.00 0.00 0.00 0.01 73% 0.79 0.79 0.99 Detention Pond 1 103 0.02 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 76% 0.84 0.84 1.00 Detention Pond 1 104 0.06 0.00 0.00 0.04 0.00 0.00 0.00 0.00 0.01 71% 0.80 0.80 1.00 Detention Pond 1 105 0.14 0.00 0.03 0.02 0.00 0.00 0.00 0.00 0.09 37% 0.51 0.51 0.64 Detention Pond 1 200 0.46 0.27 0.10 0.02 0.00 0.00 0.00 0.00 0.07 85% 0.85 0.85 1.00 Detention Pond 2 201 0.18 0.09 0.05 0.01 0.00 0.00 0.00 0.00 0.02 86% 0.86 0.86 1.00 Detention Pond 2 202 0.26 0.09 0.07 0.06 0.00 0.00 0.00 0.00 0.05 80% 0.83 0.83 1.00 Detention Pond 2 203 0.07 0.00 0.04 0.01 0.00 0.00 0.00 0.00 0.03 60% 0.67 0.67 0.84 Detention Pond 2 204 0.02 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.01 63% 0.72 0.72 0.90 Detention Pond 2 205 0.28 0.00 0.05 0.17 0.00 0.00 0.00 0.00 0.06 74% 0.81 0.81 1.00 Detention Pond 2 206 0.27 0.00 0.04 0.16 0.00 0.00 0.00 0.00 0.07 69% 0.77 0.77 0.96 Detention Pond 2 207 0.21 0.07 0.05 0.06 0.00 0.00 0.00 0.00 0.02 86% 0.87 0.87 1.00 Detention Pond 2 208 0.12 0.04 0.03 0.02 0.00 0.00 0.00 0.00 0.02 78% 0.81 0.81 1.00 Detention Pond 2 300 0.37 0.00 0.01 0.00 0.07 0.00 0.00 0.00 0.29 14% 0.33 0.33 0.41 Detention Pond 3 301 0.21 0.12 0.03 0.00 0.00 0.00 0.00 0.00 0.06 71% 0.75 0.75 0.94 Detention Pond 3 302 0.20 0.11 0.01 0.00 0.00 0.00 0.00 0.00 0.08 63% 0.69 0.69 0.86 Detention Pond 3 303 0.09 0.00 0.00 0.00 0.09 0.00 0.00 0.00 0.00 51% 0.56 0.56 0.70 Detention Pond 3 304 0.97 0.17 0.08 0.00 0.68 0.00 0.00 0.00 0.05 60% 0.64 0.64 0.80 Detention Pond 3 305 0.80 0.15 0.07 0.00 0.54 0.00 0.00 0.00 0.05 61% 0.64 0.64 0.80 Detention Pond 3 OF-1 0.23 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.20 13% 0.33 0.33 0.41 OF-2 0.04 0.02 0.01 0.00 0.00 0.00 0.00 0.00 0.02 64% 0.70 0.70 0.88 Offsite Basins OS-1 0.13 0.11 0.00 0.00 0.00 0.00 0.00 0.00 0.03 80% 0.81 0.81 1.00 OS-2 0.31 0.00 0.00 0.08 0.00 0.00 0.00 0.00 0.22 26% 0.44 0.44 0.55 OS-3 0.40 0.00 0.00 0.10 0.00 0.00 0.00 0.00 0.30 25% 0.43 0.43 0.54 OS-4 0.93 0.00 0.01 0.09 0.00 0.00 0.00 0.00 0.82 12% 0.33 0.33 0.41 OS-5 0.21 0.00 0.00 0.06 0.00 0.00 0.00 0.00 0.15 26% 0.44 0.44 0.55 Combined Basins 100,101, 102, 103, 104, 105 0.60 0.00 0.09 0.24 0.00 0.00 0.00 0.00 0.27 52% 0.64 0.64 0.80 Detention Pond 1 102, 103, 104, 105 0.71 0.27 0.15 0.12 0.00 0.00 0.00 0.00 0.18 73% 0.77 0.77 0.96 DP105 200, 201, 202, 203, 204, 205, 206, 207, 208, OS-4 2.79 0.56 0.45 0.62 0.00 0.00 0.00 0.00 1.16 57%0.66 0.66 0.83 LID - Stormtech 300, 301, 302, 303, 304, 305, OS-1, OS2, OS-3, OS-5 3.69 0.65 0.20 0.24 1.38 0.00 0.00 0.00 1.22 48%0.57 0.57 0.71 Tributary Area to DP 300 301,302, 303, 304, OS-2, OS-5 2.00 0.40 0.12 0.14 0.77 0.00 0.00 0.00 0.56 52%0.60 0.60 0.75 LID - Rain Garden 304, OS-2 1.28 0.17 0.08 0.08 0.68 0.00 0.00 0.00 0.27 52%0.59 0.59 0.74 Curb Cut 304A & 304B 305, OS-1 0.93 0.25 0.07 0.00 0.54 0.00 0.00 0.00 0.07 64%0.67 0.67 0.84 Inlet C2 200, 201, 202, 203, 204, 205, 206, 207, 208 1.86 0.56 0.43 0.52 0.00 0.00 0.00 0.00 0.35 79%0.82 0.82 1.00 Detention Pond 2 300, 301, 302, 303, 304, 305 2.64 0.55 0.20 0.00 1.38 0.00 0.00 0.00 0.52 55%0.60 0.60 0.75 Detention Pond 3 300, 305 1.17 0.15 0.08 0.00 0.61 0.00 0.00 0.00 0.33 46%0.54 0.54 0.68 Standard WQ Pond 3 OF-1, OF-2 0.27 0.02 0.03 0.00 0.00 0.00 0.00 0.00 0.22 21%0.38 0.38 0.48 Undetained Basins Total On-Site 5.37 1.13 0.76 0.76 1.38 0.00 0.00 0.00 1.35 61%0.67 0.67 0.84 Total On-Site Total On-Site and Off-site 7.35 1.24 0.77 1.10 1.38 0.00 0.00 0.00 2.87 51%0.60 0.60 0.75 Total On-Site and Off-site *The combined basins indicating tributary area to DP 200 and DP 300 provide the total area draining to these design points. These are not indicative of the total basin being detained in the Ponds 2 and 3 2) Runoff Coefficients are taken from the Fort Collins Stormwater Criteria Manual, Chapter 3. Table 3.2-1 and 3.2-2 1) Percentage impervious taken from the Fort Collins Stormwater Criteria Manual, Chapter 5, Table 4.1-2 and Table 4.1-3 DEVELOPED BASIN % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS Overland Flow, Time of Concentration: Channelized Flow, Time of Concentration: Total Time of Concentration : T c is the lesser of the values of Tc calculated using T c = T i + T t C2 C100 Length, L (ft) Slope, S (%) Ti2 Ti100 Length, L (ft) Slope, S (%) Roughness Coefficient Assumed Hydraulic Radius Velocity, V (ft/s) Tt (min)Tc (Eq. 3.3-5) Tc2 = Ti +Tt Tc100 = Ti +Tt Tc2 Tc100 100 100 0.47 0.59 38 13.89%3.0 2.5 42 0.50%0.015 0.59 4.94 0.1 10.4 3.2 2.6 5.0 5.0 101 101 0.69 0.86 10 10.10%1.1 1.1 247 0.50%0.015 0.59 4.93 0.8 11.4 2.0 2.0 5.0 5.0 102 102 0.79 0.99 10 5.00%1.1 0.5 20 2.00%0.015 0.59 9.88 0.0 10.2 1.1 0.6 5.0 5.0 103 103 0.84 1.00 10 5.00%0.9 0.5 10 2.00%0.015 0.59 9.88 0.0 10.1 0.9 0.5 5.0 5.0 104 104 0.80 1.00 10 5.00%1.0 0.5 39 1.03%0.015 0.59 7.08 0.1 10.3 1.1 0.6 5.0 5.0 105 105 0.51 0.64 81 6.53%5.3 2.2 52 0.50%0.015 0.59 4.94 0.2 10.7 5.5 2.4 5.5 5.0 200 200 0.85 1.00 67 4.99%2.2 0.5 32 1.28%0.015 0.59 7.91 0.1 10.6 2.3 0.5 5.0 5.0 201 201 0.86 1.00 80 1.78%3.3 0.5 15 0.53%0.015 0.59 5.10 0.0 10.5 3.4 0.5 5.0 5.0 202 202 0.83 1.00 10 2.00%1.3 0.5 114 1.24%0.015 0.59 7.78 0.2 10.7 1.5 0.7 5.0 5.0 203 203 0.67 0.84 33 4.21%2.9 1.3 25 2.12%0.015 0.59 10.17 0.0 10.3 2.9 1.3 5.0 5.0 204 204 0.72 0.90 10 5.00%1.3 1.0 15 2.00%0.015 0.59 9.88 0.0 10.1 1.3 1.0 5.0 5.0 205 205 0.81 1.00 20 5.00%1.4 0.5 25 2.00%0.015 0.59 9.88 0.0 10.3 1.5 0.5 5.0 5.0 206 206 0.77 0.96 20 5.00%1.6 0.7 25 2.00%0.015 0.59 9.88 0.0 10.3 1.7 0.7 5.0 5.0 207 207 0.87 1.00 49 1.57%2.6 0.5 52 0.49%0.015 0.59 4.87 0.2 10.6 2.8 0.7 5.0 5.0 208 208 0.81 1.00 7 5.00%0.8 0.5 45 1.09%0.015 0.59 7.29 0.1 10.3 0.9 0.6 5.0 5.0 300 300 0.33 0.41 120 7.91%7.9 7.1 73 0.49%0.015 0.59 4.91 0.2 11.1 8.2 7.3 8.2 7.3 301 301 0.75 0.94 45 4.20%2.7 1.3 101 1.79%0.015 0.15 3.75 0.4 10.8 3.2 1.7 5.0 5.0 302 302 0.69 0.86 8 9.75%1.0 0.6 145 1.36%0.015 0.15 3.27 0.7 10.9 1.8 1.3 5.0 5.0 303 303 0.56 0.70 9 3.89%1.9 1.4 75 5.52%0.015 0.59 16.42 0.1 10.5 2.0 1.5 5.0 5.0 304 304 0.64 0.80 57 2.79%4.6 3.0 427 1.18%0.015 0.59 7.60 0.9 12.7 5.6 3.9 5.6 5.0 305 305 0.64 0.80 30 1.70%3.9 2.6 400 2.30%0.015 0.59 10.59 0.6 12.4 4.6 3.2 5.0 5.0 OF OF-1 0.33 0.41 62 3.44%7.5 6.7 188 0.74%0.015 0.59 6.03 0.5 11.4 8.0 7.2 8.0 7.2 OF OF-2 0.70 0.88 25 3.52% 2.5 1.4 370 0.70% 0.015 0.59 5.86 1.1 12.2 3.5 2.4 5.0 5.0 os-1 OS-1 0.81 1.00 49 1.65%3.2 1.1 129 2.32%0.015 0.59 10.64 0.2 11.0 3.4 1.3 5.0 5.0 os-2 OS-2 0.44 0.55 83 1.84%9.2 7.6 0 N/A 0.015 0.59 N/A N/A 10.5 9.2 7.6 9.2 7.6 os-3 OS-3 0.43 0.54 139 3.58%9.7 8.1 0 N/A 0.015 0.59 N/A N/A 10.8 9.7 8.1 9.7 8.1 os-4 OS-4 0.33 0.41 100 2.06%11.3 10.1 0 N/A 0.038 0.50 N/A N/A 10.6 11.3 10.1 10.6 10.1 os-5 OS-5 0.44 0.55 83 1.84% 9.2 7.6 0 N/A 0.038 0.50 N/A N/A 10.5 9.2 7.6 9.2 7.6 100 100,101, 102, 103, 104, 105 0.64 0.80 10 10.10% 1.3 0.8 305 0.74% 0.015 0.59 6.01 0.8 11.8 2.1 1.7 5.0 5.0 105 102, 103, 104, 105 0.77 0.96 81 6.53%3.0 1.2 52 0.50%0.015 0.59 4.94 0.2 10.7 3.1 1.4 5.0 5.0 200 200, 201, 202, 203, 204, 205, 206, 207, 208, OS-4 0.66 0.83 7 5.00% 1.3 0.8 325 0.50% 0.015 0.59 4.94 1.1 11.8 2.4 1.9 5.0 5.0 300 300, 301, 302, 303, 304, 305, OS-1, OS2, OS-3, OS-5 0.57 0.71 259 5.00% 9.3 6.8 73 0.50% 0.015 0.59 4.94 0.2 11.8 9.6 7.1 9.6 7.1 301 301,302, 303, 304, OS-2, OS-5 0.60 0.75 140 2.30% 8.4 5.9 60 0.50% 0.015 0.59 4.94 0.2 11.1 8.6 6.1 8.6 6.1 304 304, OS-2 0.59 0.74 57 2.79%5.1 3.6 427 1.18%0.015 0.59 7.59 0.9 12.7 6.1 4.6 6.1 5.0 305 305, OS-1 0.67 0.84 30 1.70%3.7 2.3 400 2.30%0.015 0.15 4.25 1.6 12.4 5.3 3.8 5.3 5.0 200 200, 201, 202, 203, 204, 205, 206, 207, 208 0.82 1.00 7 5.00% 0.8 0.3 325 0.50% 0.015 0.15 1.98 2.7 11.8 3.5 3.0 5.0 5.0 300 300, 301, 302, 303, 304, 305 0.60 0.75 30 1.70% 4.3 3.0 400 2.30% 0.015 0.15 4.25 1.6 12.4 5.9 4.6 5.9 5.0 300 300, 305 0.54 0.68 30 1.70% 4.8 3.6 400 2.30% 0.015 0.15 4.25 1.6 12.4 6.4 5.2 6.4 5.2 Combined Basins DEVELOPED DIRECT TIME OF CONCENTRATION Channelized Flow Design Point Basin Overland Flow Time of Concentration Frequency Adjustment Factor: Offsite Basins (Equation 3.3-2 FCSCM) (Equation 5-5 FCSCM) (Equation 5-4 FCSCM) (Equation 3.3-5 FCSCM) Table 3.2-3 FCSCM Therefore Tc2=Tc10 Notes: 1) Add 5000 to all elevations. 2) Per Fort Collins Stormwater Manual, minimum Tc = 5 min. 3) Assume a water depth of 6" and a typical curb and gutter per Larimer County Urban Street Standard Detail 701 for curb and gutter channelized flow. Assume a water depth of 1', fixed side slopes, and a triangular swale section for grass channelized flow. Assume a water depth of 1', 4:1 side slopes, and a 2' wide valley pan for channelized flow in a valley pan. Rational Method Equation: Rainfall Intensity: 100 100 0.08 5.0 5.0 0.47 0.59 2.85 4.87 9.95 0.11 0.19 0.48 101 101 0.26 5.0 5.0 0.69 0.86 2.85 4.87 9.95 0.51 0.88 2.24 102 102 0.05 5.0 5.0 0.79 0.99 2.85 4.87 9.95 0.10 0.18 0.45 103 103 0.02 5.0 5.0 0.84 1.00 2.85 4.87 9.95 0.04 0.06 0.15 104 104 0.06 5.0 5.0 0.80 1.00 2.85 4.87 9.95 0.13 0.22 0.57 105 105 0.14 5.0 5.0 0.51 0.64 2.85 4.87 9.95 0.20 0.35 0.88 200 200 0.46 5.0 5.0 0.85 1.00 2.85 4.87 9.95 1.10 1.88 4.53 201 201 0.18 5.0 5.0 0.86 1.00 2.85 4.87 9.95 0.43 0.74 1.76 202 202 0.26 5.0 5.0 0.83 1.00 2.85 4.87 9.95 0.62 1.05 2.60 203 203 0.07 5.0 5.0 0.67 0.84 2.85 4.87 9.95 0.14 0.24 0.61 204 204 0.02 5.0 5.0 0.72 0.90 2.85 4.87 9.95 0.05 0.08 0.22 205 205 0.28 5.0 5.0 0.81 1.00 2.85 4.87 9.95 0.65 1.11 2.81 206 206 0.27 5.0 5.0 0.77 0.96 2.85 4.87 9.95 0.59 1.00 2.56 207 207 0.21 5.0 5.0 0.87 1.00 2.85 4.87 9.95 0.51 0.88 2.06 208 208 0.12 5.0 5.0 0.81 1.00 2.85 4.87 9.95 0.27 0.45 1.15 300 300 0.37 7.3 7.3 0.33 0.41 2.52 2.52 8.80 0.30 0.30 1.33 301 301 0.21 5.0 5.0 0.75 0.94 2.85 2.85 9.95 0.45 0.45 1.98 302 302 0.20 5.0 5.0 0.69 0.86 2.85 2.85 9.95 0.40 0.40 1.74 303 303 0.09 5.0 5.0 0.56 0.70 2.85 2.85 9.95 0.15 0.15 0.64 304 304 0.97 5.0 5.0 0.64 0.80 2.85 2.85 9.95 1.77 1.77 7.73 305 305 0.80 5.0 5.0 0.64 0.80 2.85 2.85 9.95 1.46 1.46 6.36 OF OF-1 0.23 7.2 7.2 0.33 0.41 2.52 2.52 8.80 0.19 0.19 0.82 OF OF-2 0.04 5.0 5.0 0.70 0.88 2.85 2.85 9.95 0.08 0.08 0.36 os-1 OS-1 0.13 5.0 5.0 0.81 1.00 2.85 2.85 9.95 0.31 0.31 1.32 os-2 OS-2 0.31 7.6 7.6 0.44 0.55 2.46 2.46 8.59 0.33 0.33 1.45 os-3 OS-3 0.40 8.1 8.1 0.43 0.54 2.40 2.40 8.38 0.41 0.41 1.79 os-4 OS-4 0.93 10.1 10.1 0.33 0.41 2.21 2.21 7.72 0.68 0.68 2.95 os-5 OS-5 0.21 7.6 7.6 0.44 0.55 2.46 2.46 8.59 0.23 0.23 0.99 100 105 0.60 5.0 5.0 0.64 0.80 2.85 2.85 9.95 1.10 1.10 4.79 105 102, 103, 104, 105 0.71 5.0 5.0 0.77 0.96 2.85 2.85 9.95 1.56 1.56 6.82 200 205, 206, 207, 208, OS-4 2.79 5.0 5.0 0.66 0.83 2.85 2.85 9.95 5.25 5.25 22.90 300 305, OS-1, OS2, OS-3, OS-3.69 7.1 7.1 0.57 0.71 2.52 2.52 8.80 5.30 5.30 23.14 301 301,302, 303, 304, OS-2, OS-5 2.00 6.1 6.1 0.60 0.75 2.67 2.67 9.31 3.20 3.20 13.93 304 304, OS-2 1.28 5.0 5.0 0.59 0.74 2.85 2.85 9.95 2.15 2.15 9.38 305 305, OS-1 0.93 5.0 5.0 0.67 0.84 2.85 2.85 9.95 1.78 1.78 7.76 200 205, 206, 207, 208 5.37 5.0 5.0 0.67 0.84 2.85 2.85 9.95 10.26 10.26 44.78 300 300, 301, 302, 303, 304, 305 0.27 5.0 5.0 0.38 0.48 2.85 2.85 9.95 0.29 0.29 1.26 300 300, 305 2.00 5.2 5.2 0.60 0.75 2.85 2.85 9.95 3.41 3.41 14.89 DEVELOPED RUNOFF COMPUTATIONS Design Point Basin(s)Area, A (acres) Tc2 (min) Flow, Q2 (cfs) Flow, Q100 (cfs) C2 C100 IDF Table for Rational Method - Table 3.4-1 FCSCM Intensity, i10 (in/hr) Flow, Q10 (cfs) Tc100 (min) Intensity, i2 (in/hr) Intensity, i100 (in/hr) Combined Basins Offsite Basins ()()()AiCCQf= NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES APPENDIX APPENDIX B DETENTION CALCULATIONS Pond No :1 100 100-yr 0.80 5.30 min 3568 ft3 0.60 acres 0.08 ac-ft Max Release Rate =0.40 cfs Time (min) Ft Collins 100-yr Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustment Factor Qav (cfs) Outflow Volume (ft3) Storage Volume (ft3) 5 9.950 1433 1.00 0.40 120 1313 10 7.720 2223 1.00 0.40 240 1983 15 6.520 2817 1.00 0.40 360 2457 20 5.600 3226 1.00 0.40 480 2746 25 4.980 3586 1.00 0.40 600 2986 30 4.520 3905 1.00 0.40 720 3185 35 4.080 4113 1.00 0.40 840 3273 40 3.740 4308 1.00 0.40 960 3348 45 3.460 4484 1.00 0.40 1080 3404 50 3.230 4651 1.00 0.40 1200 3451 55 3.030 4800 1.00 0.40 1320 3480 60 2.860 4942 1.00 0.40 1440 3502 65 2.720 5092 1.00 0.40 1560 3532 70 2.590 5221 1.00 0.40 1680 3541 75 2.480 5357 1.00 0.40 1800 3557 80 2.380 5484 1.00 0.40 1920 3564 85 2.290 5606 1.00 0.40 2040 3566 90 2.210 5728 1.00 0.40 2160 3568 95 2.130 5828 1.00 0.40 2280 3548 100 2.060 5933 1.00 0.40 2400 3533 105 2.000 6048 1.00 0.40 2520 3528 110 1.940 6146 1.00 0.40 2640 3506 115 1.890 6260 1.00 0.40 2760 3500 120 1.840 6359 1.00 0.40 2880 3479 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. A = Tc = Project Location : Design Point C = Design Storm DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Input Variables Results Required Detention Volume Fort Collins, CO 1382-002 Fischer Subdivision Project Number : Project Name : 2/14/2023 10:38 AM 1382-002_FAA_Pond 1 FAA Northern Engineering Services Pond Stage-Storage Curve Pond: 1 Project: 1382-002 By: ALB Date: 02/14/23 Stage (FT) Contour Area (SF) Volume (CU.FT.) Volume (AC-FT) 5,027.00 93.35 0 0.00 5,027.20 294.17 41.28 0.00 5,027.40 447.04 110.98 0.00 5,027.60 749.85 227.95 0.01 5,027.80 1,094.01 410.9 0.01 5,027.91 1,294.53 554 0.01 WQCV 5,028.00 1,449.01 664.24 0.02 5,028.20 1,804.34 988.89 0.02 5,028.40 2,167.24 1385.47 0.03 5,028.60 2,541.30 1855.83 0.04 5,028.80 2,926.58 2402.16 0.06 5,029.00 3,274.02 3021.89 0.07 5,029.20 3,574.82 3706.56 0.09 5,029.31 3,725.92 4122 0.09 100-YR WSEL 5,029.40 3,844.61 4448.33 0.10 5,029.60 4,121.39 5244.77 0.12 Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length =305 ft 0.00 93 0.00 0.13 Watershed Area = 0.60 acres 0.20 294 0.20 0.17 Watershed Imperviousness = 52.0%percent 0.40 406 0.40 0.21 Percentage Hydrologic Soil Group A =percent 0.60 524 0.60 0.23 Percentage Hydrologic Soil Group B = 100.0%percent 0.80 650 0.80 0.26 Percentage Hydrologic Soil Groups C/D =percent 1.00 783 1.00 0.28 1.20 925 1.20 0.30 User Input 17 1.40 1,077 1.40 0.32 1.60 1,237 1.60 0.34 1.80 1,405 1.80 0.36 2.00 1,559 2.00 0.37 WQCV Treatment Method = 12.00 hours 2.20 1,695 2.20 0.39 2.40 1,819 2.40 0.40 2.60 1,944 2.60 0.42 2.80 7,334 2.80 0.43 3.00 17,827 3.00 0.45 After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =0.53 0.88 1.16 1.47 2.49 3.06 in Calculated Runoff Volume =0.008 0.021 0.033 0.046 0.095 0.124 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.008 0.020 0.032 0.046 0.094 0.124 acre-ft Time to Drain 97% of Inflow Volume =0.6 1.4 1.8 2.2 3.4 4.1 hours Time to Drain 99% of Inflow Volume =0.6 1.4 1.8 2.3 3.5 4.3 hours Maximum Ponding Depth =0.04 0.57 0.98 1.37 2.41 2.76 ft Maximum Ponded Area =0.003 0.012 0.018 0.024 0.042 0.145 acres Maximum Volume Stored =0.000 0.004 0.010 0.018 0.053 0.077 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Pond 1 Tract A Fischer Properties, Fort Collins, CO MHFD - Colorado Revised Statute 37-92-602 (8) Compliance Spreadsheet Pond 1, Design Data 3/3/2023, 12:38 PM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 0.5 1 1.5 2 2.5 3 0.1 1 10FLOW [cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV MHFD - Colorado Revised Statute 37-92-602 (8) Compliance Spreadsheet Pond 1, Design Data 3/3/2023, 12:38 PM Project Number: Project Name: Project Location: Pond No:Calc. By:A. Boese Orifice Dia (in):2 15/16 Orifice Area (sf):0.05 Orifice invert (ft):5,026.70 Orifice Coefficient:0.65 Elevation Stage (ft)Velocity (ft/s)Flow Rate (cfs)Comments 5,027.00 0.30 2.86 0.13 5,027.20 0.50 3.69 0.17 5,027.40 0.70 4.36 0.21 5,027.60 0.90 4.95 0.23 5,027.80 1.10 5.47 0.26 5,028.00 1.30 5.94 0.28 5,028.20 1.50 6.39 0.30 5,028.40 1.70 6.80 0.32 5,028.60 1.90 7.19 0.34 5,028.80 2.10 7.56 0.36 5,029.00 2.30 7.91 0.37 5,029.20 2.50 8.24 0.39 5,029.31 2.61 8.42 0.40 <-100 Year Elev. 5,029.40 2.70 8.57 0.40 5,029.60 2.90 8.88 0.42 <- Spillway 5,029.80 3.10 9.18 0.43 5,030.00 3.30 9.47 0.45 <-Top of Pond Orifice Design Data Orifice Rating Curve ORIFICE RATING CURVE Detention Pond 1 1382-002 Fischer Properties Fort Collins, CO 1 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Pond No :2 200 100-yr 1.00 5.00 min 12053 ft3 1.86 acres 0.28 ac-ft Max Release Rate =1.99 cfs Time (min) Ft Collins 100-yr Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustment Factor Qav (cfs) Outflow Volume (ft3) Storage Volume (ft3) 5 9.950 5552 1.00 1.99 597 4955 10 7.720 8616 1.00 1.99 1194 7422 15 6.520 10914 1.00 1.99 1791 9123 20 5.600 12499 1.00 1.99 2388 10111 25 4.980 13894 1.00 1.99 2985 10909 30 4.520 15133 1.00 1.99 3582 11551 35 4.080 15936 1.00 1.99 4179 11757 40 3.740 16695 1.00 1.99 4776 11919 45 3.460 17376 1.00 1.99 5373 12003 50 3.230 18023 1.00 1.99 5970 12053 55 3.030 18598 1.00 1.99 6567 12031 60 2.860 19151 1.00 1.99 7164 11987 65 2.720 19731 1.00 1.99 7761 11970 70 2.590 20233 1.00 1.99 8358 11875 75 2.480 20758 1.00 1.99 8955 11803 80 2.380 21249 1.00 1.99 9552 11697 85 2.290 21723 1.00 1.99 10149 11574 90 2.210 22197 1.00 1.99 10746 11451 95 2.130 22582 1.00 1.99 11343 11239 100 2.060 22990 1.00 1.99 11940 11050 105 2.000 23436 1.00 1.99 12537 10899 110 1.940 23815 1.00 1.99 13134 10681 115 1.890 24256 1.00 1.99 13731 10525 120 1.840 24641 1.00 1.99 14328 10313 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Input Variables Results Required Detention Volume Fort Collins, CO 1382-002 Fischer Subdivision Project Number : Project Name : A = Tc = Project Location : Design Point C = Design Storm 2/16/2023 5:30 PM 1382-002_FAA_Pond 2 FAA Northern Engineering Services Vault ID Required Detention Volume by FAA Method (cf) Flow, 100-yr (cfs) Chamber Type Chamber Release Ratea (cfs) Chamber Volumeb (cf) Installed Chamber w/ Aggregatec (cf) Minimum No. of Chambersd Total Release Ratee (cfs) Required Storage Volume by FAA Method (cf) Minimum No. of Chambersf Provided Number of Chambers Provided Release Rate (cfs) Storage Provided within the Chambersg (cf) Total Installed System Volumeh (cf) Pond 2 12053 18.73 MC-3500 N/A 109.90 161.70 75 N/A N/A N/A 75 N/A 8243 12128 a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. b. Volume within chamber only, not accounting for void spaces in surrounding aggregate. c. Volume includes chamber and void spaces (30%) in surrounding aggregate, per chamber unit. d. Number of chambers required to provide full WQCV within total installed system, including aggregate. e. Release rate per chamber times number of chambers. f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage). g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume. h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV. Chamber Detention Configuration Summary Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -75 Number of End Caps - 23 Voids in the stone (porosity) - 30 % Base of STONE Elevation - 5024.19 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in Area of system -4239 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (cubic feet)(cubic feet) (feet) 66 0.00 0.00 0.00 0.00 105.98 105.98 13007.37 5029.69 65 0.00 0.00 0.00 0.00 105.98 105.98 12901.39 5029.61 64 0.00 0.00 0.00 0.00 105.98 105.98 12795.42 5029.52 63 0.00 0.00 0.00 0.00 105.98 105.98 12689.44 5029.44 62 0.00 0.00 0.00 0.00 105.98 105.98 12583.47 5029.36 61 0.00 0.00 0.00 0.00 105.98 105.98 12477.49 5029.27 60 0.00 0.00 0.00 0.00 105.98 105.98 12371.52 5029.19 59 0.00 0.00 0.00 0.00 105.98 105.98 12265.54 5029.11 58 0.00 0.00 0.00 0.00 105.98 105.98 12159.57 5029.02 57 0.00 0.00 0.00 0.00 105.98 105.98 12053.59 5028.94 56 0.00 0.00 0.00 0.00 105.98 105.98 11947.62 5028.86 55 0.00 0.00 0.00 0.00 105.98 105.98 11841.64 5028.77 54 0.06 0.00 4.36 0.00 104.67 109.02 11735.67 5028.69 53 0.19 0.02 14.56 0.55 101.44 116.55 11626.65 5028.61 52 0.29 0.04 22.05 0.86 99.10 122.01 11510.09 5028.52 51 0.40 0.05 30.27 1.19 96.54 128.00 11388.08 5028.44 50 0.69 0.07 51.54 1.55 90.05 143.14 11260.09 5028.36 49 1.03 0.09 77.12 2.03 82.23 161.38 11116.95 5028.27 48 1.25 0.11 93.71 2.46 77.12 173.30 10955.56 5028.19 47 1.42 0.13 106.67 2.91 73.10 182.68 10782.26 5028.11 46 1.57 0.14 117.99 3.32 69.58 190.89 10599.59 5028.02 45 1.71 0.16 128.04 3.75 66.44 198.22 10408.70 5027.94 44 1.83 0.18 137.14 4.18 63.58 204.90 10210.48 5027.86 43 1.94 0.20 145.33 4.61 60.99 210.94 10005.58 5027.77 42 2.04 0.22 153.06 5.02 58.55 216.63 9794.64 5027.69 41 2.13 0.23 160.10 5.40 56.32 221.83 9578.01 5027.61 40 2.22 0.25 166.82 5.76 54.20 226.78 9356.18 5027.52 39 2.31 0.27 173.01 6.11 52.24 231.36 9129.40 5027.44 38 2.38 0.28 178.86 6.44 50.39 235.68 8898.04 5027.36 37 2.46 0.29 184.43 6.76 48.62 239.81 8662.36 5027.27 36 2.53 0.31 189.61 7.08 46.97 243.66 8422.55 5027.19 35 2.59 0.32 194.53 7.39 45.40 247.32 8178.89 5027.11 34 2.66 0.33 199.20 7.69 43.91 250.80 7931.57 5027.02 33 2.72 0.35 203.63 7.98 42.49 254.10 7680.77 5026.94 32 2.77 0.36 207.85 8.28 41.14 257.26 7426.67 5026.86 31 2.82 0.37 211.85 8.56 39.85 260.26 7169.40 5026.77 30 2.88 0.38 215.66 8.84 38.63 263.12 6909.14 5026.69 29 2.92 0.40 219.31 9.11 37.45 265.87 6646.02 5026.61 28 2.97 0.41 222.74 9.37 36.34 268.46 6380.15 5026.52 27 3.01 0.42 225.93 9.63 35.31 270.87 6111.69 5026.44 26 3.05 0.43 228.99 9.88 34.31 273.19 5840.82 5026.36 25 3.09 0.44 232.07 10.13 33.32 275.51 5567.63 5026.27 24 3.13 0.45 234.79 10.37 32.43 277.59 5292.12 5026.19 23 3.17 0.46 237.42 10.60 31.57 279.59 5014.53 5026.11 22 3.20 0.47 239.96 10.82 30.74 281.52 4734.94 5026.02 21 3.23 0.48 242.33 11.04 29.96 283.34 4453.41 5025.94 20 3.26 0.49 244.61 11.25 29.22 285.08 4170.08 5025.86 19 3.29 0.50 246.77 11.45 28.51 286.73 3885.00 5025.77 18 3.32 0.51 248.85 11.65 27.83 288.32 3598.27 5025.69 17 3.34 0.51 250.81 11.83 27.18 289.82 3309.95 5025.61 16 3.37 0.52 252.65 12.01 26.58 291.23 3020.12 5025.52 15 3.39 0.53 254.44 12.18 25.99 292.61 2728.89 5025.44 14 3.41 0.54 256.09 12.34 25.45 293.88 2436.28 5025.36 13 3.44 0.54 257.78 12.49 24.89 295.16 2142.40 5025.27 12 3.46 0.55 259.33 12.64 24.39 296.35 1847.24 5025.19 11 3.48 0.56 260.90 12.77 23.87 297.55 1550.89 5025.11 10 3.51 0.59 262.88 13.68 23.01 299.57 1253.35 5025.02 9 0.00 0.00 0.00 0.00 105.98 105.98 953.78 5024.94 8 0.00 0.00 0.00 0.00 105.98 105.98 847.80 5024.86 7 0.00 0.00 0.00 0.00 105.98 105.98 741.83 5024.77 6 0.00 0.00 0.00 0.00 105.98 105.98 635.85 5024.69 5 0.00 0.00 0.00 0.00 105.98 105.98 529.88 5024.61 4 0.00 0.00 0.00 0.00 105.98 105.98 423.90 5024.52 3 0.00 0.00 0.00 0.00 105.98 105.98 317.93 5024.44 2 0.00 0.00 0.00 0.00 105.98 105.98 211.95 5024.36 1 0.00 0.00 0.00 0.00 105.98 105.98 105.98 5024.27 StormTech MC-3500 Cumulative Storage Volumes Fischer Properties 4239 sf min. area Include Perimeter Stone in Calculations Click Here for Metric Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length =325 ft 0.00 2,400 0.00 0.00 Watershed Area = 1.86 acres 0.01 2,400 0.01 0.02 Watershed Imperviousness = 79.0%percent 0.21 2,400 0.21 0.04 Percentage Hydrologic Soil Group A =percent 0.41 2,400 0.41 0.06 Percentage Hydrologic Soil Group B = 100.0%percent 0.61 2,400 0.61 0.08 Percentage Hydrologic Soil Groups C/D =percent 0.81 2,400 0.81 0.10 1.01 2,400 1.01 0.34 User Input 17 1.21 2,400 1.21 0.57 1.41 2,400 1.41 0.73 1.61 2,400 1.61 0.86 1.81 2,400 1.81 0.98 WQCV Treatment Method = 12.00 hours 2.01 2,400 2.01 1.08 2.21 2,400 2.21 1.17 2.41 2,400 2.41 1.26 2.61 2,400 2.61 1.34 2.81 2,400 2.81 1.41 3.01 2,400 3.01 1.49 3.21 2,400 3.21 1.56 3.41 2,400 3.41 1.62 3.61 2,400 3.61 1.69 3.81 2,400 3.81 1.75 4.01 2,400 4.01 1.81 4.21 2,400 4.21 1.86 4.41 2,400 4.41 1.92 4.61 2,400 4.61 1.97 4.75 2,400 4.75 2.01 4.81 2,400 4.81 2.02 5.01 2,400 5.01 2.08 5.21 2,400 5.21 2.13 5.41 2,400 5.41 2.17 After completing and printing this worksheet to a pdf, go to:5.50 2,400 5.50 2.20 https://maperture.digitaldataservices.com/gvh/?viewer=cswdif create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =0.53 0.88 1.16 1.47 2.49 3.06 in Calculated Runoff Volume =0.040 0.105 0.146 0.193 0.355 0.449 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.039 0.104 0.146 0.193 0.355 0.449 acre-ft Time to Drain 97% of Inflow Volume =10.2 11.7 11.4 11.1 10.3 9.9 hours Time to Drain 99% of Inflow Volume =10.7 12.8 12.9 13.0 13.1 13.1 hours Maximum Ponding Depth =0.58 1.29 1.73 2.25 4.27 5.49 ft Maximum Ponded Area =0.055 0.055 0.055 0.055 0.055 0.055 acres Maximum Volume Stored =0.032 0.071 0.095 0.124 0.235 0.303 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Pond 2 - Underground Detention Tract A Fischer Properties, Fort Collins, CO MHFD - Colorado Revised Statute 37-92-602 (8) Compliance Spreadsheet Pond 2, Design Data 3/3/2023, 12:46 PM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 2 4 6 8 10 12 14 0.1 1 10FLOW [cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV MHFD - Colorado Revised Statute 37-92-602 (8) Compliance Spreadsheet Pond 2, Design Data 3/3/2023, 12:46 PM Project Number: Project Name: Project Location: Pond No:Calc. By:A. Boese Orifice Dia (in):6 Orifice Area (sf):0.20 Orifice invert (ft):5,025.09 Orifice Coefficient:0.65 Elevation Stage (ft)Velocity (ft/s)Flow Rate (cfs)Comments 5,025.20 0.11 1.73 0.34 5,025.40 0.31 2.90 0.57 5,025.60 0.51 3.72 0.73 5,025.80 0.71 4.39 0.86 5,026.00 0.91 4.97 0.98 5,026.20 1.11 5.49 1.08 5,026.40 1.31 5.97 1.17 5,026.60 1.51 6.41 1.26 5,026.80 1.71 6.82 1.34 5,027.00 1.91 7.21 1.41 5,027.20 2.11 7.57 1.49 5,027.40 2.31 7.92 1.56 5,027.60 2.51 8.26 1.62 5,027.80 2.71 8.58 1.69 5,028.00 2.91 8.89 1.75 5,028.20 3.11 9.19 1.81 5,028.40 3.31 9.49 1.86 5,028.60 3.51 9.77 1.92 5,028.80 3.71 10.04 1.97 5,028.94 3.85 10.23 2.01 <-100 Year Elev. 5,029.00 3.91 10.31 2.02 5,029.20 4.11 10.57 2.08 5,029.40 4.31 10.82 2.13 5,029.60 4.51 11.07 2.17 5,029.69 4.60 11.18 2.20 Orifice Design Data Orifice Rating Curve ORIFICE RATING CURVE Detention Pond 2 1382-002 Fischer Properties Fort Collins, CO 2 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Pond No :3 300 100-yr 0.75 5.00 min 18311 ft3 2.64 acres 0.42 ac-ft Max Release Rate =1.10 cfs Time (min) Ft Collins 100-yr Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustment Factor Qav (cfs) Outflow Volume (ft3) Storage Volume (ft3) 5 9.950 5910 1.00 1.10 330 5580 10 7.720 9171 1.00 1.10 660 8511 15 6.520 11619 1.00 1.10 990 10629 20 5.600 13306 1.00 1.10 1320 11986 25 4.980 14791 1.00 1.10 1650 13141 30 4.520 16109 1.00 1.10 1980 14129 35 4.080 16965 1.00 1.10 2310 14655 40 3.740 17772 1.00 1.10 2640 15132 45 3.460 18497 1.00 1.10 2970 15527 50 3.230 19186 1.00 1.10 3300 15886 55 3.030 19798 1.00 1.10 3630 16168 60 2.860 20386 1.00 1.10 3960 16426 65 2.720 21004 1.00 1.10 4290 16714 70 2.590 21538 1.00 1.10 4620 16918 75 2.480 22097 1.00 1.10 4950 17147 80 2.380 22620 1.00 1.10 5280 17340 85 2.290 23124 1.00 1.10 5610 17514 90 2.210 23629 1.00 1.10 5940 17689 95 2.130 24039 1.00 1.10 6270 17769 100 2.060 24473 1.00 1.10 6600 17873 105 2.000 24948 1.00 1.10 6930 18018 110 1.940 25352 1.00 1.10 7260 18092 115 1.890 25821 1.00 1.10 7590 18231 120 1.840 26231 1.00 1.10 7920 18311 *Note: Using the method described in Urban Storm Drainage Criteria Manual Volume 2. DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Input Variables Results Required Detention Volume Fort Collins, CO 1382-002 Fischer Subdivision Project Number : Project Name : A = Tc = Project Location : Design Point C = Design Storm 3/3/2023 12:51 PM 1382-002_FAA_Pond 3 FAA Northern Engineering Services Pond Stage-Storage Curve Pond: 3 Project: 1382-002 By: ALB Date: 02/16/2023 Stage (FT) Contour Area (SF) Volume (CU.FT.) Volume (AC-FT) 5,026.40 55.18 0 0.00 5,026.60 861.03 75.61 0.00 5,026.80 1,800.63 336.06 0.01 5,027.00 2,282.24 743.4 0.02 5,027.10 2,501.80 997 0.02 WQCV 5,027.20 2,714.28 1242.43 0.03 5,027.40 2,941.87 1807.89 0.04 5,027.60 3,110.75 2413.08 0.06 5,027.80 3,280.29 3052.1 0.07 5,028.00 3,448.33 3724.9 0.09 5,028.20 3,617.83 4431.44 0.10 5,028.40 3,792.77 5172.44 0.12 5,028.60 3,968.14 5948.46 0.14 5,028.80 4,139.61 6759.18 0.16 5,029.00 4,312.01 7604.28 0.17 5,029.20 4,490.43 8484.46 0.19 5,029.40 4,677.50 9401.19 0.22 5,029.60 4,874.10 10356.29 0.24 5,029.80 5,104.04 11354.01 0.26 5,030.00 5,379.50 12402.24 0.28 5,030.20 5,664.30 13506.5 0.31 5,030.40 5,956.86 14668.49 0.34 5,030.60 6,257.91 15889.85 0.36 5,030.80 6,570.40 17172.55 0.39 5,031.00 6,892.19 18518.68 0.43 5,031.11 7,078.62 19308 0.44 100-YR WSEL 5,031.20 7,225.61 19930.33 0.46 (18,311+977=19,308) 5,031.40 10,367.77 21714.73 0.50 5,061.60 18,226.60 24574.16 0.56 5,031.80 22,913.31 28688.15 0.66 Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Watershed Slope =0.020 ft/ft Stage [ft] Area [ft^2] Stage [ft] Discharge [cfs] Watershed Length =332 ft 0.00 55 0.00 0.28 Watershed Area = 2.64 acres 0.20 861 0.20 0.36 Watershed Imperviousness = 55.0%percent 0.40 1,801 0.40 0.42 Percentage Hydrologic Soil Group A =percent 0.60 2,282 0.60 0.47 Percentage Hydrologic Soil Group B = 75.0%percent 0.80 2,714 0.80 0.52 Percentage Hydrologic Soil Groups C/D = 25.0%percent 1.00 2,942 1.00 0.56 1.20 3,111 1.20 0.60 User Input 17 1.40 3,280 1.40 0.64 1.60 3,448 1.60 0.67 1.80 3,618 1.80 0.71 2.00 3,793 2.00 0.74 WQCV Treatment Method = 12.00 hours 2.20 3,968 2.20 0.77 2.40 4,140 2.40 0.80 2.60 4,312 2.60 0.83 2.80 4,490 2.80 0.86 3.00 4,678 3.00 0.88 3.20 4,874 3.20 0.91 3.40 5,104 3.40 0.94 3.60 5,380 3.60 0.96 3.80 5,664 3.80 0.98 4.00 5,957 4.00 1.01 4.20 6,258 4.20 1.03 4.40 6,570 4.40 1.05 4.60 6,892 4.60 1.08 4.71 7,078 4.71 1.09 4.80 7,225 4.80 1.10 4.91 8,953 4.91 1.11 5.00 10,368 5.00 1.12 5.20 18,227 5.20 1.14 After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif create a new stormwater facility, and attach the pdf of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =0.53 0.88 1.16 1.47 2.49 3.06 in Calculated Runoff Volume =0.038 0.098 0.154 0.213 0.431 0.559 acre-ft OPTIONAL Override Runoff Volume =acre-ft Inflow Hydrograph Volume =0.038 0.098 0.153 0.212 0.431 0.559 acre-ft Time to Drain 97% of Inflow Volume =1.2 2.4 3.2 4.0 6.5 7.8 hours Time to Drain 99% of Inflow Volume =1.3 2.4 3.3 4.1 6.8 8.1 hours Maximum Ponding Depth =0.50 1.20 1.77 2.33 4.01 4.77 ft Maximum Ponded Area =0.046 0.071 0.082 0.094 0.137 0.165 acres Maximum Volume Stored =0.012 0.055 0.099 0.148 0.338 0.453 acre-ft Location for 1-hr Rainfall Depths (use dropdown): Workbook Protected Worksheet Protected Stormwater Detention and Infiltration Design Data Sheet Pond 3 Tract A Fischer Properties, Fort Collins, CO MHFD - Colorado Revised Statute 37-92-602 (8) Compliance Spreadsheet Pond 3, Design Data 3/3/2023, 1:01 PM Doing_Clear_Formatting =Yes CountA=1 0 1 2 3 #N/A #N/A 0 1 2 3 #N/A #N/A Check Data Set 1 Check Data Set 1 Area Discharge Stormwater Detention and Infiltration Design Data Sheet 0 2 4 6 8 10 12 14 16 18 0.1 1 10FLOW [cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV MHFD - Colorado Revised Statute 37-92-602 (8) Compliance Spreadsheet Pond 3, Design Data 3/3/2023, 1:01 PM Project Number: Project Name: Project Location: Pond No:Calc. By:A. Boese Orifice Dia (in):4 2/16 Orifice Area (sf):0.09 Orifice invert (ft):5,026.06 Orifice Coefficient:0.65 Elevation Stage (ft)Velocity (ft/s)Flow Rate (cfs)Comments 5,026.40 0.34 3.04 0.28 5,026.60 0.54 3.83 0.36 5,026.80 0.74 4.49 0.42 5,027.00 0.94 5.05 0.47 5,027.20 1.14 5.57 0.52 5,027.40 1.34 6.04 0.56 5,027.60 1.54 6.47 0.60 5,027.80 1.74 6.88 0.64 5,028.00 1.94 7.26 0.67 5,028.20 2.14 7.63 0.71 5,028.40 2.34 7.98 0.74 5,028.60 2.54 8.31 0.77 5,028.80 2.74 8.63 0.80 5,029.00 2.94 8.94 0.83 5,029.20 3.14 9.24 0.86 5,029.40 3.34 9.53 0.88 5,029.60 3.54 9.81 0.91 5,029.80 3.74 10.08 0.94 5,030.00 3.94 10.35 0.96 5,030.20 4.14 10.61 0.98 5,030.40 4.34 10.86 1.01 5,030.60 4.54 11.11 1.03 5,030.80 4.74 11.35 1.05 5,031.00 4.94 11.59 1.08 5,031.11 5.05 11.72 1.09 <-100 Year Elev. 5,031.20 5.14 11.82 1.10 5,031.31 5.25 11.95 1.11 <- Spillway 5,031.40 5.34 12.05 1.12 5,031.60 5.54 12.27 1.14 5,031.80 5.74 12.49 1.16 5,031.91 5.85 12.61 1.17 <-Top of Pond Orifice Rating Curve ORIFICE RATING CURVE 1382-002 Fischer Properties Fort Collins, CO 3 Orifice Design Data Detention Pond 3 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES APPENDIX APPENDIX C WATER QUALITY / LID CALCULATIONS FDCUDUD NYLOPLAST DO NOT POLLUTEDRAINS TOWATERWAYSDO NOT POLLUTE DRAINS TO WA T E R W A Y S NYLOPLAST DUCTILE IRON NYLOPLAST DO NOT POLLUTEDRAINS TOWATERWAYS DO NOT POLLUTE DRAINS TO WA T E R W A Y S NYLOPLAST DUCTILE IRON DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS NYLOPLAST DO NOT POLLUTEDRAINS TOWATERWAYS DO NOT POLLUTE DRAINS TO WA T E R W A Y SNYLOPLAST DUCTILE IRON XX XXXXXXXX X D D D D D D STSTSTST6" ABD N W 6" ABDN W RAIN GARDEN B WQ DETENTION POND 3 100-YR WSEL = 5031.11 RAIN GARDEN A 0.31 ac. OS-2 0.46 ac. 200 0.80 305 0.93 ac. OS-4 0.13 ac. OS-1 0.40 ac. OS-3 0.08 ac. 100 0.23 ac. OF-1 0.04 ac. OF-2 0.97 ac. 304 0.20 ac. 302 0.21 ac. OS-5 0.09 ac. 303 0.37 ac. 300 0.21 ac. 301 0.18 ac. 201 0.26 ac. 202 0.07 ac. 203 0.02 ac. 204 0.28 ac. 205 0.27 ac. 206 0.21 ac. 207 0.12 ac. 208 0.26 ac. 101 0.05 ac. 102 0.02 ac. 103 0.06 ac. 104 0.14 ac. 105 200 300 OS-5 OS-1 OS-3 OS-4 OF 301 302 OS-2 201 202 203 204 205206 207 208 303 304 305 WQ DETENTION POND 1 100-yr WSEL = 5029.31 STORMTECH CHAMBERS 2 DRAWN BY: SCALE: ISSUED: FISCHER PROPERTIES SHEET NO: FORT COLLINS: 301 North Howes Street, Suite 100, 80521 GREELEY: 820 8th Street, 80631 E N G I N E E R N GI EHTRON R N 970.221.4158 northernengineering.com LID EXHIBIT A. Boese 1in=100ft 03/09/23 PROPOSED STORM SEWER PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED INLET ADESIGN POINT DRAINAGE BASIN LABEL DRAINAGE BASIN BOUNDARY A LEGEND: ( IN FEET ) 1 inch = ft. Feet0100100 100 RAIN GARDEN LIMITS STORMTECH CHAMBERS FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION LID Site Summary - New Impervious Area Total Area of Current Development 234,073 ft2 Total On-site Impervious Area 143,103 ft2 75% Required Minimum Area to be Treated by LID 107,327 ft2 Total On-site Impervious Area Treated by LID 103,480 ft2 Percent On-site Impervious Treated by LID 72.31% Additional Off-site Impervious Area Treated by LID 10,714 ft2 Percent Total Impervious Area Treated by LID 79.80% Total Impervious Area Treated by Traditional WQ 36,977 Percent Impervious Treated by Traditional Water Quality 25.84% Percent Impervious Area Treated by Traditional WQ or LID 105.64% Project Number:Project: Project Location: Calculations By:Date: Sq. Ft. Acres 100 3,599 0.08 32%n/a Traditional 0 1,152 101 11,385 0.26 58%n/a Traditional 0 6,603 102 1,983 0.05 73%n/a Traditional 0 1,448 103 674 0.02 76%n/a Traditional 0 512 104 2,480 0.06 71%n/a Traditional 0 1,761 105 6,071 0.14 37%n/a Traditional 0 2,246 200 19,824 0.46 85%Stormtech 2 Stormtech 479 16,850 201 7,699 0.18 86%Stormtech 2 Stormtech 190 6,621 202 11,368 0.26 80%Stormtech 2 Stormtech 249 9,094 203 3,196 0.07 60%Stormtech 2 Stormtech 50 1,918 204 1,051 0.02 63%Stormtech 2 Stormtech 17 662 205 12,287 0.28 74%Stormtech 2 Stormtech 241 9,092 206 11,663 0.27 69%Stormtech 2 Stormtech 210 8,047 207 9,003 0.21 86%Stormtech 2 Stormtech 222 7,743 208 5,021 0.12 78%Stormtech 2 Stormtech 106 3,916 300 15,967 0.37 14%n/a Traditional 0 2,235 301 9,258 0.21 71%Rain Garden B Rain Garden 173 6,573 302 8,811 0.20 63%Rain Garden A Rain Garden 145 5,551 303 4,007 0.09 51%Rain Garden A Rain Garden 56 2,044 304* 42,279 0.97 60% 58/42 split Rain Garden A/B Rain Garden 666 25,367 305 34,809 0.80 61%n/a Traditional 0 21,233 OF-1 9,836 0.23 13%n/a n/a 0 1,279 OF-2 1,803 0.04 64%n/a n/a 0 1,154 Total On-site 234,073 5.37 143,103 OS-1 5,772 0.13 80%n/a n/a 0 4,617 OS-2* 13,395 0.31 26% 58/42 split Rain Garden A/B Rain Garden 124 3,483 OS-3 17,304 0.40 25%n/a n/a 0 4,326 OS-4 40,418 0.93 12%Stormtech 2 Stormtech 210 4,850 OS-5 9,158 0.21 26%Rain Garden A Rain Garden 84 2,381 Total Off-Site 86,047 1.98 19,657 Sq. Ft. Acres Rain Garden A 54,267 1.25 49% 26,709 302, 303, 304*, OS-2*, OS-5 Rain Garden 738 886 Rain Garden B 32,641 0.75 57% 18,690 301, 304*, OS-2* Rain Garden 495 594 Stormtech 2 121,530 2.79 57% 69,272 200, 201, 202, 203, 204, 205, 206, 207, 208, OS- 4 Stormtech 1,835 2,202 Total 208,438 4.79 114,671 3,682 Sq. Ft. Acres WQ Pond 1 26,192 0.60 52% 13,620 100, 101, 102, 103, 104, 105 Standard 462 555 WQ Pond 3 50,776 1.17 46%23,357 300, 305 Standard 828 993 Total 76,968 1.77 36,977 1,548 234,073 ft2 143,103 ft2 107,327 ft2 103,480 ft2 72.31% 10,714 ft2 79.80% 36,977 ft2 25.84% 105.64% Water Quality Treatment via Traditional Water Quality LID Summary AreaBasin ID WQ Treatment TypePercent Impervious LID ID Fischer Subdivision 3/9/2023 1382-002 Fort Collins, Colorado A. Boese Total Impervious Area (ft2) Required Volume (ft3) LID Summary per Basin Tributary Area Weighted % Impervious Impervious Area (ft2) Vol. w/20% Increase per Fort Collins Manual (ft3) Subbasin ID Treatment TypeWQ Treatment Volume per UD-BMP (ft3) Water Quality Treatment via LID Percent Impervious Area Treated by Traditional WQ or LID Total On-site Impervious Area Treated by LID 75% Required Minimum Area to be Treated by LID Total Area of Current Development Total On-site Impervious Area Vol. w/20% Increase per Fort Collins Manual (ft3) Total Impervious Area Treated by Traditional WQ Percent Impervious Treated by Traditional Water Quality WQ Treatment Tributary Area Weighted % Impervious LID Site Summary - New Impervious Area Treatment Type Volume per UD-BMP (ft3) Additional Off-site Impervious Area Treated by LID Percent On-site Impervious Treated by LID Subbasin IDImpervious Area (ft2) Percent Total Impervious Area Treated by LID Project Title Date: Project Number Calcs By: City Basins 1 WQCV = Watershed inches of Runoff (inches)52% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100)0.212 in 0.60 ac 0.0106 ac-ft 0.0127 ac-ft V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 554 cu. ft. V = V (120%) = A = Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event Fischer Subdivision February 14, 2023 1382-002 A. Boese Fort Collins Pond 1 461 cu. ft. Drain Time a = i = WQCV = 0.231 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 00.10.20.30.40.50.60.70.80.91WQCV (watershed inches)Total Imperviousness Ratio (i = Iwq/100) Water Quality Capture Volume 6 hr 12 hr 24 hr 40 hr ()iii78.019.10.91aWQCV 23 +-= ()iii78.019.10.91aWQCV 23 +-= AV* 12 WQCV   = 40 hr Project Title Date: Project Number Calcs By: City Basins 0.8 WQCV = Watershed inches of Runoff (inches)57% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100)0.181 in 2.79 ac 0.0421 ac-ft 0.0506 ac-ft V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) Stormtech Chambers 2 1835 cu. ft. Drain Time a = i = WQCV = Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event Fischer Subdivision February 22, 2023 1382-002 A. Boese Fort Collins 2202 cu. ft. V = V (120%) = A = 0.231 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 00.10.20.30.40.50.60.70.80.91WQCV (watershed inches)Total Imperviousness Ratio (i = Iwq/100) Water Quality Capture Volume 6 hr 12 hr 24 hr 40 hr ()iii78.019.10.91aWQCV 23 +-= ()iii78.019.10.91aWQCV 23 +-= AV* 12 WQCV   = 12 hr Pond No : 200 WQ 0.66 5.00 min 1200 ft3 2.79 acres 0.03 ac-ft Max Release Rate =0.53 cfs Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustment Factor QWQ (cfs) Outflow Volume (ft3) Storage Volume (ft3) 5 1.425 787 1.00 0.53 159 628 10 1.105 1221 1.00 0.53 318 903 15 0.935 1550 1.00 0.53 477 1073 20 0.805 1779 1.00 0.53 636 1143 25 0.715 1975 1.00 0.53 795 1180 30 0.650 2154 1.00 0.53 954 1200 35 0.585 2262 1.00 0.53 1113 1149 40 0.535 2364 1.00 0.53 1272 1092 45 0.495 2461 1.00 0.53 1431 1030 50 0.460 2541 1.00 0.53 1590 951 55 0.435 2643 1.00 0.53 1749 894 60 0.410 2718 1.00 0.53 1908 810 65 0.385 2765 1.00 0.53 2067 698 70 0.365 2823 1.00 0.53 2226 597 75 0.345 2859 1.00 0.53 2385 474 80 0.330 2917 1.00 0.53 2544 373 85 0.315 2958 1.00 0.53 2703 255 90 0.305 3033 1.00 0.53 2862 171 95 0.290 3044 1.00 0.53 3021 23 100 0.280 3094 1.00 0.53 3180 -86 105 0.270 3132 1.00 0.53 3339 -207 110 0.260 3160 1.00 0.53 3498 -338 115 0.255 3240 1.00 0.53 3657 -417 120 0.245 3248 1.00 0.53 3816 -568 *Note: Using the method described in FCSCM Chapter 6 Section 2.3 A = Tc = Project Location : Design Point C = Design Storm DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Input Variables Results Required Detention Volume Fort Collins, Colorado 1382-002 Fischer Subdivission Project Number : Project Name : Chambers 2 Page 2 of 4 1382-002 Chamber Summary 2 Vault IDTotal RequiredWQ Volume(cf)Flow,WQ(cfs)ChamberTypeChamber Release Ratea(cfs)ChamberVolumeb(cf)Installed Chamber w/ Aggregatec(cf)Minimum No. of ChambersdTotal Release Ratee(cfs)Required Storage Volume by FAA Method(cf)Minimum No. of ChambersfProvided Number of Chambers Provided Release Rate (cfs)Storage Provided within the Chambersg(cf)Total Installed System Volumeh(cf)Pond2 2209 2.27 MC-3500 0.038 109.90 158.73 14 0.53 120011 14 0.531539 3174a. Release rate per chamber, limited by flow through geotextile with accumulated sediment.b. Volume within chamber only, not accounting for void spaces in surrounding aggregate.c. Volume includes chamber and void spaces (30%) in surrounding aggregate, per chamber unit.d. Number of chambers required to provide full WQCV within total installed system, including aggregate.e. Release rate per chamber times number of chambers.f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage).g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume.h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV.Chamber Configuration SummaryP:\1382-002\Drainage\LID\1382-002 Chamber Summary 2 Chamber Dimensions SC-160 SC-310 SC-740 MC-3500 MC-4500 Width (in)34.0 34.0 51.0 77.0 100.0 Length (in)85.4 85.4 85.4 90.0 52.0 Height (in)16.0 16.0 30.0 45.0 60.0 Floor Area (sf)20.2 20.2 30.2 48.1 36.1 Chamber Volume (cf)6.9 14.7 45.9 109.9 106.5 Chamber/Aggregate Volume (cf)23.7 25.7 67.7 158.7 148.6 Flow Rate* 0.35 gpm/sf 1 cf =7.48052 gal 1 gallon =0.133681 cf 1 GPM = 0.002228 cfs *Flow rate based on 1/2 of Nov 07 QMAX in Figure 17 of UNH Testing Report SC-160 SC-310 SC-740 MC-3500 MC-4500 Flow Rate/chamber (cfs) 0.015724 0.015724 0.023586 0.037528 0.028159 end caps have a volume of 108.7 cu. ft. StormTech Chamber Data Chamber Flow Rate Chamber Flow Rate Conversion (gpm/sf to cfs) end caps have a volume of 45.1 cu. ft. P:\1382-002\Drainage\LID\1382-002 Chamber Summary 2 45.0" (1143 mm) StormTech MC-3500 Chamber (not to scale) Nominal Chamber Specifications Size (L x W x H)90" (2286 mm) x 77” (1956 mm) x 45" (1143 mm) Chamber Storage 109.9 ft3 (3.11 m3) Min. Installed Storage*178.9 ft3 (5.06 m3) Weight 134 lbs (60.8 kg) Shipping 15 chambers/pallet 7 end caps/pallet 7 pallets/truck StormTech MC-3500 End Cap (not to scale) Nominal End Cap Specifications Size (L x W x H)25.7" (653 mm) x 75" (1905 mm) x 45" (1143 mm) End Cap Storage 14.9 ft3 (0.42 m3) Min. Installed Storage*46.0 ft3 (1.30 m3) Weight 49 lbs (22.2 kg) * This assumes a minimum of 12" (305 mm) of stone above, 9" (229 mm) of stone below chambers, 9" (229 mm) of row spacing, and 40% stone porosity. * This assumes a minimum of 12” (305mm) of stone above, 9” (229 mm) of stone below, 9” (229 mm) row spacing, 6” (152 mm) of stone perimeter, and 40% stone porosity. StormTech MC-3500 Chamber Designed to meet the most stringent industry performance standards for superior struc- tural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots thus maximiz- ing land usage for commercial and municipal applications.MC-3500 Chamber General Cross Section NOTE: Assumes 40% porosity for the stone plus the chamber/end cap volume. End Cap volume assumes 6” (152mm) stone perimeter. Storage Volume Per Chamber/End Cap ft3 (m3) Bare Chamber/End Cap and Stone Unit Volume — Stone Foundation Storage Depth in. (mm) ft3 (m3)9 (229)12 (305)15 (381)18 (457) MC-3500 Chamber 109.9 (3.11)178.9 (5.06)184.0 (5.21)189.2 (5.36)194.3 (5.5) MC-3500 End Cap 14.9 (0.42)46.0 (1.33)47.7 (1.35)49.4 (1.40)51.1 (1.45 ) Amount of Stone Per Chamber NOTE: Assumes 12" (305 mm) of stone above, and 9" (229 mm) row spacing, and 6” (152mm) of perimeter stone in front of end caps. ENGLISH Stone Foundation Depth tons (yd3)9 in.12 in.15 in. 18 in. MC-3500 9.1 (6.4)9.7 (6.9)10.4 (7.3)11.1 (7.8) End Cap 4.1 (2.9)4.3 (3.0)4.5 (3.2)4.7 (3.3) METRIC kg (m3)229 mm 305 mm 381 mm 457 mm MC-3500 8220 (4.9)8831 (5.3)9443 (5.6)10054 (6.0) End Cap 3699 (2.2)3900 (2.3)4100 (2.4)4301 (2.6) Volume of Excavation Per Chamber/End Cap in yd3 (m3) NOTE:Assumes 9" (229 mm) of separation between chamber rows, 6" (152 mm) of perimeter in front of end caps, and 24” (610 mm) of cover. The volume of excavation will vary as depth of cover increases. Stone Foundation Depth in. (mm) 9 (229)12 (305)15 (381) 18 (457) MC-3500 12.4 (9.5)12.8 (9.8)13.3 (10.2)13.8 (10.5) End Cap 4.1 (3.1)4.2 (3.2)4.4 (3.3)4.5 (3.5) ADS “Terms and Conditions of Sale” are available on the ADS website, www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems. StormTech®is a registered trademark of StormTech, Inc The Green Building Council Member logo is a registered trademark of the U.S. Green Building Council. S150909 03/2014 © 2014 Advanced Drainage Systems, Inc. Printed on recycled paper 70 Inwood Road, Suite 3 Rocky Hill Connecticut 06067 860.529.8188 888.892.2694 fax 866.328.8401 fax 860-529-8040 www.stormtech.com Detention • Retention • Water Quality A division of ADS “Terms and Conditions of Sale” can be found on the ADS website, www.ads-pipe.com Advanced Drainage Systems and the ADS logo is a registered trademark of Advanced Drainage Systems, Inc. Advanced Drainage Systems, Inc. #315W 09/20 ADS GEOSYNTHETICS 315W WOVEN GEOTEXTILE Scope This specification describes ADS Geosynthetics 315W woven geotextile. Filter Fabric Requirements ADS Geosynthetics 315W is manufactured using high tenacity polypropylene yarns that are woven to form a dimensionally stable network, which allows the yarns to maintain their relative position. ADS Geosynthetics 315W resists ultraviolet deterioration, rotting and biological degradation and is inert to commonly encountered soil chemicals. ADS Geosynthetics 315W conforms to the physical property values listed below: Filter Fabric Properties PROPERTY TEST METHOD ENGLISH M.A.R.V. (Minimum Average Roll Value) METRIC M.A.R.V. (Minimum Average Roll Value) Tensile Strength (Grab) ASTM D4632 315 x 315 lbs 1402 x 1402 N Elongation (Grab) ASTM D4632 15% x 15% 15% x 15% Trapezoidal Tear Strength ASTM D4533 113 x 113 lbs. 503 x 503 N CBR Puncture ASTM D6241 900 lbs. 4,005 N UV Resistance (500 hrs) ASTM D4355 70% 70% Apparent Opening Size (AOS)* ASTM D4751 40 US Std. Sieve 0.425 mm Permittivity ASTM D4491 .08 sec-1 .08 sec-1 Water Flow Rate ASTM D4491 6 gpm/ft2 244 lpm/m2 Roll Sizes 12.5’ x 360’ 15.0’ x 300’ 17.5’ x 258’ 3.81 m x 109.8 m 4.6 m x 91.5 m 5.3 m x 78.7 m Roll Area Measured 500 yd2 418 m2 *Maximum Average Roll Value Project: Chamber Model - MC-3500 Units -Imperial Number of Chambers -14 Number of End Caps - 4 Voids in the stone (porosity) - 30 % Base of STONE Elevation - 5024.63 ft Amount of Stone Above Chambers - 12 in Amount of Stone Below Chambers - 9 in Area of system -893 sf Min. Area - Height of System Incremental Single Chamber Incremental Single End Cap Incremental Chambers Incremental End Cap Incremental Stone Incremental Ch, EC and Stone Cumulative System Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet)(cubic feet) (cubic feet)(cubic feet) (feet) 66 0.00 0.00 0.00 0.00 22.31 22.31 2591.98 5030.13 65 0.00 0.00 0.00 0.00 22.31 22.31 2569.67 5030.05 64 0.00 0.00 0.00 0.00 22.31 22.31 2547.36 5029.96 63 0.00 0.00 0.00 0.00 22.31 22.31 2525.05 5029.88 62 0.00 0.00 0.00 0.00 22.31 22.31 2502.73 5029.80 61 0.00 0.00 0.00 0.00 22.31 22.31 2480.42 5029.71 60 0.00 0.00 0.00 0.00 22.31 22.31 2458.11 5029.63 59 0.00 0.00 0.00 0.00 22.31 22.31 2435.80 5029.55 58 0.00 0.00 0.00 0.00 22.31 22.31 2413.48 5029.46 57 0.00 0.00 0.00 0.00 22.31 22.31 2391.17 5029.38 56 0.00 0.00 0.00 0.00 22.31 22.31 2368.86 5029.30 55 0.00 0.00 0.00 0.00 22.31 22.31 2346.55 5029.21 54 0.06 0.00 0.81 0.00 22.07 22.88 2324.23 5029.13 53 0.19 0.02 2.72 0.10 21.47 24.28 2301.35 5029.05 52 0.29 0.04 4.12 0.15 21.03 25.30 2277.07 5028.96 51 0.40 0.05 5.65 0.21 20.56 26.41 2251.77 5028.88 50 0.69 0.07 9.62 0.27 19.35 29.24 2225.36 5028.80 49 1.03 0.09 14.40 0.35 17.89 32.64 2196.12 5028.71 48 1.25 0.11 17.49 0.43 16.94 34.86 2163.49 5028.63 47 1.42 0.13 19.91 0.51 16.19 36.60 2128.63 5028.55 46 1.57 0.14 22.02 0.58 15.53 38.13 2092.02 5028.46 45 1.71 0.16 23.90 0.65 14.95 39.50 2053.89 5028.38 44 1.83 0.18 25.60 0.73 14.41 40.74 2014.39 5028.30 43 1.94 0.20 27.13 0.80 13.93 41.86 1973.65 5028.21 42 2.04 0.22 28.57 0.87 13.48 42.92 1931.79 5028.13 41 2.13 0.23 29.89 0.94 13.06 43.89 1888.86 5028.05 40 2.22 0.25 31.14 1.00 12.67 44.81 1844.97 5027.96 39 2.31 0.27 32.30 1.06 12.31 45.66 1800.16 5027.88 38 2.38 0.28 33.39 1.12 11.96 46.47 1754.50 5027.80 37 2.46 0.29 34.43 1.18 11.63 47.23 1708.03 5027.71 36 2.53 0.31 35.39 1.23 11.32 47.95 1660.80 5027.63 35 2.59 0.32 36.31 1.28 11.03 48.63 1612.85 5027.55 34 2.66 0.33 37.18 1.34 10.76 49.28 1564.22 5027.46 33 2.72 0.35 38.01 1.39 10.49 49.89 1514.94 5027.38 32 2.77 0.36 38.80 1.44 10.24 50.48 1465.05 5027.30 31 2.82 0.37 39.55 1.49 10.00 51.04 1414.57 5027.21 30 2.88 0.38 40.26 1.54 9.77 51.57 1363.53 5027.13 29 2.92 0.40 40.94 1.58 9.56 52.08 1311.96 5027.05 28 2.97 0.41 41.58 1.63 9.35 52.56 1259.89 5026.96 27 3.01 0.42 42.17 1.67 9.16 53.01 1207.33 5026.88 26 3.05 0.43 42.75 1.72 8.97 53.44 1154.32 5026.80 25 3.09 0.44 43.32 1.76 8.79 53.87 1100.88 5026.71 24 3.13 0.45 43.83 1.80 8.62 54.25 1047.01 5026.63 23 3.17 0.46 44.32 1.84 8.46 54.63 992.76 5026.55 22 3.20 0.47 44.79 1.88 8.31 54.98 938.13 5026.46 21 3.23 0.48 45.24 1.92 8.17 55.32 883.15 5026.38 20 3.26 0.49 45.66 1.96 8.03 55.64 827.83 5026.30 19 3.29 0.50 46.06 1.99 7.90 55.95 772.18 5026.21 18 3.32 0.51 46.45 2.03 7.77 56.25 716.23 5026.13 17 3.34 0.51 46.82 2.06 7.65 56.53 659.98 5026.05 16 3.37 0.52 47.16 2.09 7.54 56.79 603.46 5025.96 15 3.39 0.53 47.50 2.12 7.43 57.04 546.67 5025.88 14 3.41 0.54 47.80 2.15 7.33 57.28 489.63 5025.80 13 3.44 0.54 48.12 2.17 7.23 57.52 432.35 5025.71 12 3.46 0.55 48.41 2.20 7.13 57.74 374.84 5025.63 11 3.48 0.56 48.70 2.22 7.04 57.96 317.10 5025.55 10 3.51 0.59 49.07 2.38 6.88 58.33 259.14 5025.46 9 0.00 0.00 0.00 0.00 22.31 22.31 200.81 5025.38 8 0.00 0.00 0.00 0.00 22.31 22.31 178.50 5025.30 7 0.00 0.00 0.00 0.00 22.31 22.31 156.19 5025.21 6 0.00 0.00 0.00 0.00 22.31 22.31 133.88 5025.13 5 0.00 0.00 0.00 0.00 22.31 22.31 111.56 5025.05 4 0.00 0.00 0.00 0.00 22.31 22.31 89.25 5024.96 3 0.00 0.00 0.00 0.00 22.31 22.31 66.94 5024.88 2 0.00 0.00 0.00 0.00 22.31 22.31 44.63 5024.80 1 0.00 0.00 0.00 0.00 22.31 22.31 22.31 5024.71 StormTech MC-3500 Cumulative Storage Volumes Fischer Properties 786 sf min. area Include Perimeter Stone in Calculations Click Here for Metric Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =49.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.490 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.16 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 54,267 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =736 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =532 sq ft D) Actual Flat Surface Area AActual =676 sq ft E) Area at Design Depth (Top Surface Area)ATop =1408 sq ft F) Rain Garden Total Volume VT=1,042 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =24.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =736 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/8 in Design Procedure Form: Rain Garden (RG) A. Boese March 9, 2023 Fischer - Rain Garden A Fort Collins UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO 1382-002_Pond 3 - SF-UD-BMP_v3.07_RGA, RG 3/9/2023, 6:29 PM H) V=1.2xE =883 cu ft Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) A. Boese March 9, 2023 Fischer - Rain Garden A Fort Collins Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO 1382-002_Pond 3 - SF-UD-BMP_v3.07_RGA, RG 3/9/2023, 6:29 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =57.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.570 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 = 32,641 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =493 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical) Z = 4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =372 sq ft D) Actual Flat Surface Area AActual =516 sq ft E) Area at Design Depth (Top Surface Area)ATop =1116 sq ft F) Rain Garden Total Volume VT=816 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =24.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =493 cu ft iii) Orifice Diameter, 3/8" Minimum DO =5/16 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) A. Boese March 9, 2023 Fischer - Rain Garden A Fort Collins UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO 1382-002_Pond 3 - SF-UD-BMP_v3.07_RGB, RG 3/9/2023, 6:28 PM H) V=1.2xE =592 cu ft Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) A. Boese March 9, 2023 Fischer - Rain Garden A Fort Collins Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO 1382-002_Pond 3 - SF-UD-BMP_v3.07_RGB, RG 3/9/2023, 6:28 PM Pond Stage-Storage Curve Rain Garden A (south) Project: 1382-002 By: ALB Date: 10/17/22 Stage (FT) Contour Area (SF) Volume (CU.FT.) Volume (AC-FT) 5,030.00 557.41 0 0.00 5,030.03 572.37 16.95 0.00 5,030.20 658.76 121.51 0.00 5,030.40 766.85 263.93 0.01 5,030.60 880.65 428.55 0.01 5,030.80 998.53 616.34 0.01 5,031.00 1,192.17 835.13 0.02 LID Volume 5,031.20 1,733.85 1126.04 0.03 5,031.27 2,032.21 1257.72 0.03 Pond Stage-Storage Curve Rain Garden A (north) Project: 1382-002 By: ALB Date: 10/17/22 Stage (FT) Contour Area (SF) Volume (CU.FT.) Volume (AC-FT) 5,030.00 749.15 0 0.00 5,030.03 769.76 22.78 0.00 5,030.20 888.16 163.59 0.00 5,030.40 1,030.98 355.32 0.01 5,030.60 1,177.21 575.98 0.01 5,030.80 1,327.00 826.25 0.02 5,031.00 1,522.15 1110.94 0.03 LID Volume 5,031.20 2,010.64 1463.09 0.03 5,031.27 2,373.72 1616.37 0.04 Project Title Date: Project Number Calcs By: City Basins 1 WQCV = Watershed inches of Runoff (inches)46% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100)0.196 in 1.17 ac 0.0191 ac-ft 0.0229 ac-ft V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 997 cu. ft. V = V (120%) = A = Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event Fischer Subdivision October 18, 2022 1382-002 A. Boese Fort Collins Pond 3 831 cu. ft. Drain Time a = i = WQCV = 0.231 0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4 0.45 0.5 00.10.20.30.40.50.60.70.80.91WQCV (watershed inches)Total Imperviousness Ratio (i = Iwq/100) Water Quality Capture Volume 6 hr 12 hr 24 hr 40 hr ()iii78.019.10.91aWQCV 23 +-= ()iii78.019.10.91aWQCV 23 +-= AV* 12 WQCV   = 40 hr NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES APPENDIX APPENDIX D STORM SEWER CALCULATIONS STORM A4-A PROFILE STORM A4-B PROFILE STORM A4-C PROFILE STORM A4-D PROFILE STORM A4-D1 PROFILE STORM A4-E PROFILE STORM A4-F PROFILE NORTH NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES APPENDIX APPENDIX E INLET CALCULATIONS Inlet Name:A4-B1 Project: 10-Year Design Flow (cfs)1.88 Location: 100-Year Design Flow (cfs)4.53 Calc. By: Type of Grate:385.94 Length of Grate (ft):23.75 5,030.51 Width of Grate (ft):16.25 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 5,030.51 0.00 0.00 0.00 0.05 5,030.56 1.34 231.89 1.34 0.10 5,030.61 3.79 327.95 3.79 0.15 5,030.66 6.97 401.65 6.97 0.20 5,030.71 10.73 463.79 10.73 0.40 5,030.91 30.36 655.89 30.36 0.60 5,031.11 55.77 803.30 55.77 0.80 5,031.31 85.87 927.57 85.87 1.00 5,031.51 120.00 1,037.06 120.00 1.20 5,031.71 157.74 1,136.04 157.74 1.40 5,031.91 198.78 1,227.06 198.78 1.60 5,032.11 242.86 1,311.78 242.86 Depth vs. Flow Fabricated 1382-002 Fischer Properties A. Boese Reduction Factor: AREA INLET PERFORMANCE CURVE Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters Rim Elevation (ft): Open Area of Grate (ft2): 0.00 200.00 400.00 600.00 800.00 1,000.00 1,200.00 1,400.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 Atlow flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). = 3.0 . = 0.67 (2 ). NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Inlet Name:A4-B4 & A4-B5 Project: 10-Year Design Flow (cfs)0.44 Location: 100-Year Design Flow (cfs)1.03 Calc. By: Type of Grate:385.94 Length of Grate (ft):23.75 5,030.51 Width of Grate (ft):16.25 0.50 Depth Above Inlet (ft)Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs)Notes 0.00 5,030.51 0.00 0.00 0.00 0.05 5,030.56 1.34 231.89 1.34 0.10 5,030.61 3.79 327.95 3.79 0.15 5,030.66 6.97 401.65 6.97 0.20 5,030.71 10.73 463.79 10.73 0.40 5,030.91 30.36 655.89 30.36 0.60 5,031.11 55.77 803.30 55.77 0.80 5,031.31 85.87 927.57 85.87 1.00 5,031.51 120.00 1,037.06 120.00 1.20 5,031.71 157.74 1,136.04 157.74 1.40 5,031.91 198.78 1,227.06 198.78 1.60 5,032.11 242.86 1,311.78 242.86 Input Parameters Fabricated Open Area of Grate (ft 2): Rim Elevation (ft): Reduction Factor: Depth vs. Flow AREA INLET PERFORMANCE CURVE 1382-002 Fischer Properties A. Boese Governing Equations If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. 0.00 200.00 400.00 600.00 800.00 1,000.00 1,200.00 1,400.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80Discharge (cfs)Stage (ft) Stage - Discharge Curves Series1 Series2 Atlow flow dephs, the inlet will act like a weir governed by the following equation: * where P = 2(L + W) * where H corresponds to the depth of water above the flowline At higher flow depths, the inlet will act like an orifice governed by the following equation: * where A equals the open area of the inlet grate * where H corresponds to the depth of water above the centroid of the cross-sectional area (A). = 3.0 . = 0.67 (2 ). NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =4.75 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =1.16 ft Street Transverse Slope SX =0.022 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.8 8.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Fischer Properties Inlet C2 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =4.8 8.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Warning 5 Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =5.25 5.25 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.16 1.16 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.366 0.637 ft Depth for Curb Opening Weir Equation dCurb =0.30 0.57 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.56 0.94 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.56 0.94 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =2.9 12.2 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.8 11.4 cfs Warning 5: The width of unit is greater than the gutter width. CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =4.75 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =1.16 ft Street Transverse Slope SX =0.022 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.7 8.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =7.0 35.8 cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Fischer Properties Curb Cut 304A Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Warning 1 Local Depression (additional to continuous gutter depression 'a')aLOCAL =0.0 0.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 1.1 2.2 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.8 6.1 cfs Capture Percentage = Qa/Qo =C% = 58 27 % Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) CDOT Type R Curb OpeningCDOT Type R Curb Opening 1 Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.013 Height of Curb at Gutter Flow Line HCURB =4.75 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =1.16 ft Street Transverse Slope SX =0.022 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.7 8.0 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =7.0 35.8 cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Fischer Properties Curb Cut 304B Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Warning 1 Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No = 1 1 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width) Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q = 0.8 2.5 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 3.6 cfs Capture Percentage = Qa/Qo =C% = 100 42 % Warning 1: Dimension entered is not a typical dimension for inlet type specified. INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) CDOT Type R Curb Opening CDOT Type R Curb Opening 1 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 2' x 2' Curb Inlet Diagonal Grate Inlet Capacity Chart High Hood Setting (8.47" Curb Setting) Mid Hood Setting (6.47" Curb Setting) Low Hood Setting (4.47" Curb Setting) BASIN A4-A10 BASIN A4-A10 50% CLOGGED BASIN A4-B6 BASIN A4-B6 50% CLOGGED BASIN A4-A3 50% CLOGGED BASIN A4-A3 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 24" Pedestrian Grate Inlet Capacity Chart BASIN D2 BASIN D2 50% CLOGGED 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 15" Drop In Grate Inlet Capacity Chart BASIN A4-A15 BASIN A4-A15 50% CLOGGED 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 2' x 3' Steel Bar / MAG Grate Inlet Capacity Chart BASINS F2 & F4 BASINS F2 & F4 50% CLOGGED 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 8" Standard Grate Inlet Capacity Chart LD BASINS G2 & G3 LD BASINS G2 & G3 50% CLOGGED LD BASIN H3 LD BASIN H3 50% CLOGGED 3130 Verona Avenue • Buford, GA 30518 (866) 888-8479 / (770) 932-2443 • Fax: (770) 932-2490 © Nyloplast Inlet Capacity Charts June 2012 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity (cfs)Head (ft) Nyloplast 12" Standard Grate Inlet Capacity Chart LD BASIN H2-2 LD BASIN H2-2 50% CLOGGED NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES APPENDIX APPENDIX F WEIR CALCULATIONS Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Feb 3 2023 100-yr Overflow Weir in Inlet A4-A3 Rectangular Weir Crest = Sharp Bottom Length (ft) = 3.00 Total Depth (ft) = 1.90 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 6.70 Highlighted Depth (ft) = 0.77 Q (cfs) = 6.700 Area (sqft) = 2.30 Velocity (ft/s) = 2.92 Top Width (ft) = 3.00 0 .5 1 1.5 2 2.5 3 3.5 4 Depth (ft)Depth (ft)100-yr Overflow Weir in Inlet A4-A3 -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 1.50 1.50 2.00 2.00 Length (ft)Weir W.S. Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Feb 3 2023 100-yr Overflow Weir in Inlet A4-A2 Rectangular Weir Crest = Sharp Bottom Length (ft) = 5.00 Total Depth (ft) = 1.90 Calculations Weir Coeff. Cw = 3.33 Compute by: Known Q Known Q (cfs) = 11.19 Highlighted Depth (ft) = 0.77 Q (cfs) = 11.19 Area (sqft) = 3.84 Velocity (ft/s) = 2.92 Top Width (ft) = 5.00 0 1 2 3 4 5 6 7 Depth (ft)Depth (ft)100-yr Overflow Weir in Inlet A4-A2 -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 1.50 1.50 2.00 2.00 Length (ft)Weir W.S. Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Tuesday, Feb 14 2023 Pond 1 Spillway Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 23.00 Total Depth (ft) = 0.40 Side Slope (z:1) = 4.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Known Q Known Q (cfs) = 4.79 Highlighted Depth (ft) = 0.17 Q (cfs) = 4.790 Area (sqft) = 4.03 Velocity (ft/s) = 1.19 Top Width (ft) = 24.36 0 5 10 15 20 25 30 35 40 Depth (ft)Depth (ft)Pond 1 Spillway -0.50 -0.50 0.00 0.00 0.50 0.50 1.00 1.00 Length (ft)Weir W.S. HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0.01 cfs Design Flow: 46.04 cfs Maximum Flow: 50.00 cfs Table 1 - Summary of Culvert Flows at Crossing: Pond 2 Emergency Spillway Headwater Elevation (ft) Total Discharge (cfs) Null Culvert Discharge (cfs) Roadway Discharge (cfs) Iterations 5030.50 0.01 0.00 0.00 175 5030.57 5.01 0.00 4.96 12 5030.60 10.01 0.00 9.97 5 5031.56 15.01 0.00 14.95 4 5031.61 20.01 0.00 19.98 4 5031.66 25.01 0.00 24.92 3 5031.70 30.00 0.00 29.95 3 5031.74 35.00 0.00 34.98 3 5031.78 40.00 0.00 39.99 3 5031.82 46.04 0.00 45.95 2 5030.76 50.00 0.00 49.90 2 5031.16 0.00 0.00 0.00 Overtopping Rating Curve Plot for Crossing: Pond 2 Emergency Spillway Culvert Data: Null Culvert Table 1 - Culvert Summary Table: Null Culvert Total Disch arge (cfs) Culve rt Disch arge (cfs) Head water Elevat ion (ft) Inle t Cont rol Dep th (ft) Outl et Cont rol Dep th (ft) Fl ow Ty pe Nor mal Dep th (ft) Criti cal Dep th (ft) Out let De pth (ft) Tailw ater Dept h (ft) Outl et Velo city (ft/s ) Tailw ater Veloc ity (ft/s) 0.01 cfs 0.00 cfs 5030.5 0 0.00 0.50 2 4- FFf 0.00 0.00 0.0 0 0.00 0.00 0.12 5.01 cfs 0.00 cfs 5030.5 7 0.00 0.56 7 4- FFf 0.00 0.00 0.0 0 0.07 0.00 1.39 10.01 cfs 0.00 cfs 5030.6 0 0.00 0.60 1 4- FFf 0.00 0.00 0.0 0 0.10 0.00 1.79 15.01 cfs 0.00 cfs 5031.5 6 0.00 0.62 8 0- NF 0.00 0.00 0.0 0 0.13 0.00 2.07 20.01 cfs 0.00 cfs 5031.6 1 0.00 0.65 2 0- NF 0.00 0.00 0.0 0 0.15 0.00 2.29 25.01 cfs 0.00 cfs 5031.6 6 0.00 0.67 2 0- NF 0.00 0.00 0.0 0 0.17 0.00 2.47 30.00 cfs 0.00 cfs 5031.7 0 0.00 0.69 1 0- NF 0.00 0.00 0.0 0 0.19 0.00 2.63 35.00 cfs 0.00 cfs 5031.7 4 0.00 0.70 9 0- NF 0.00 0.00 0.0 0 0.21 0.00 2.77 40.00 cfs 0.00 cfs 5031.7 8 0.00 0.72 5 0- NF 0.00 0.00 0.0 0 0.23 0.00 2.90 46.04 cfs 0.00 cfs 5031.8 2 0.00 0.74 4 0- NF 0.00 0.00 0.0 0 0.24 0.00 3.03 50.00 cfs 0.00 cfs 5030.7 6 0.00 0.75 6 4- FFf 0.00 0.00 0.0 0 0.26 0.00 3.12 Culvert Barrel Data Culvert Barrel Type Straight Culvert Inlet Elevation (invert): 5030.00 ft, Outlet Elevation (invert): 5029.90 ft Culvert Length: 24.00 ft, Culvert Slope: 0.0042 Culvert Performance Curve Plot: Null Culvert Water Surface Profile Plot for Culvert: Null Culvert Site Data - Null Culvert Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 5030.00 ft Outlet Station: 24.00 ft Outlet Elevation: 5029.90 ft Number of Barrels: 1 Culvert Data Summary - Null Culvert Barrel Shape: Circular Barrel Diameter: 0.00 ft Barrel Material: Embedment: 0.00 in Barrel Manning's n: 0.0120 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall (Ke=0.5) Inlet Depression: None Tailwater Data for Crossing: Pond 2 Emergency Spillway Table 2 - Downstream Channel Rating Curve (Crossing: Pond 2 Emergency Spillway) Flow (cfs) Water Surface Elev (ft) Velocity (ft/s) Depth (ft) Shear (psf) Froude Number 0.01 5030.50 0.00 0.12 0.00 0.54 5.01 5030.57 0.07 1.39 0.02 0.97 10.01 5030.60 0.10 1.79 0.03 1.04 15.01 5030.63 0.13 2.07 0.04 1.08 20.01 5030.65 0.15 2.29 0.05 1.10 25.01 5030.67 0.17 2.47 0.05 1.12 30.00 5030.69 0.19 2.63 0.06 1.14 35.00 5030.71 0.21 2.77 0.07 1.16 40.00 5030.73 0.23 2.90 0.07 1.17 46.04 5030.74 0.24 3.03 0.08 1.18 50.00 5030.76 0.26 3.12 0.08 1.19 Tailwater Channel Data - Pond 2 Emergency Spillway Tailwater Channel Option: Trapezoidal Channel Bottom Width: 50.00 ft Side Slope (H:V): 50.00 (_:1) Channel Slope: 0.0050 Channel Manning's n: 0.0120 Channel Invert Elevation: 5030.50 ft Roadway Data for Crossing: Pond 2 Emergency Spillway Roadway Profile Shape: Irregular Roadway Shape (coordinates) Irregular Roadway Cross-Section Coord No. Station (ft) Elevation (ft) 0 0.00 5032.30 1 5.96 5032.03 2 6.46 5031.53 3 7.46 5031.45 4 27.46 5031.25 5 29.46 5031.16 6 31.46 5031.25 7 49.96 5031.43 8 50.46 5031.93 9 56.94 5032.25 10 57.14 5032.92 Roadway Surface: Paved Roadway Top Width: 1.00 ft HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0.01 cfs Design Flow: 23.14 cfs Maximum Flow: 25.00 cfs Table 1 - Summary of Culvert Flows at Crossing: Pond 3 Emergency Spillway Headwater Elevation (ft) Total Discharge (cfs) Null Culvert Discharge (cfs) Roadway Discharge (cfs) Iterations 5031.00 0.01 0.00 0.00 175 5031.02 2.51 0.00 2.49 20 5031.65 5.01 0.00 4.97 7 5031.69 7.51 0.00 7.44 5 5031.71 10.01 0.00 10.06 4 5031.06 12.50 0.00 12.46 3 5031.76 15.00 0.00 14.97 3 5031.78 17.50 0.00 17.49 3 5031.80 20.00 0.00 19.87 2 5031.82 23.14 0.00 23.04 2 5031.09 25.00 0.00 24.90 2 5031.35 0.00 0.00 0.00 Overtopping Rating Curve Plot for Crossing: Pond 3 Emergency Spillway Culvert Data: Null Culvert Table 1 - Culvert Summary Table: Null Culvert Total Disch arge (cfs) Culve rt Disch arge (cfs) Head water Elevat ion (ft) Inle t Cont rol Dep th (ft) Outl et Cont rol Dep th (ft) Fl ow Ty pe Nor mal Dep th (ft) Criti cal Dep th (ft) Out let De pth (ft) Tailw ater Dept h (ft) Outl et Velo city (ft/s ) Tailw ater Veloc ity (ft/s) 0.01 cfs 0.00 cfs 5031.0 0 0.00 1.00 1 4- FFf 0.00 0.00 0.0 0 0.00 0.00 0.08 2.51 cfs 0.00 cfs 5031.0 2 0.00 1.02 3 4- FFf 0.00 0.00 0.0 0 0.02 0.00 0.71 5.01 cfs 0.00 cfs 5031.6 5 0.00 1.03 5 0- NF 0.00 0.00 0.0 0 0.04 0.00 0.93 7.51 cfs 0.00 cfs 5031.6 9 0.00 1.04 5 0- NF 0.00 0.00 0.0 0 0.05 0.00 1.10 10.01 cfs 0.00 cfs 5031.7 1 0.00 1.05 3 0- NF 0.00 0.00 0.0 0 0.05 0.00 1.23 12.50 cfs 0.00 cfs 5031.0 6 0.00 1.06 1 4- FFf 0.00 0.00 0.0 0 0.06 0.00 1.34 15.00 cfs 0.00 cfs 5031.7 6 0.00 1.06 8 0- NF 0.00 0.00 0.0 0 0.07 0.00 1.44 17.50 cfs 0.00 cfs 5031.7 8 0.00 1.07 5 0- NF 0.00 0.00 0.0 0 0.07 0.00 1.53 20.00 cfs 0.00 cfs 5031.8 0 0.00 1.08 1 0- NF 0.00 0.00 0.0 0 0.08 0.00 1.61 23.14 cfs 0.00 cfs 5031.8 2 0.00 1.08 8 0- NF 0.00 0.00 0.0 0 0.09 0.00 1.70 25.00 cfs 0.00 cfs 5031.0 9 0.00 1.09 2 4- FFf 0.00 0.00 0.0 0 0.09 0.00 1.75 Culvert Barrel Data Culvert Barrel Type Straight Culvert Inlet Elevation (invert): 5030.00 ft, Outlet Elevation (invert): 5029.90 ft Culvert Length: 24.00 ft, Culvert Slope: 0.0042 Culvert Performance Curve Plot: Null Culvert Water Surface Profile Plot for Culvert: Null Culvert Site Data - Null Culvert Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 5030.00 ft Outlet Station: 24.00 ft Outlet Elevation: 5029.90 ft Number of Barrels: 1 Culvert Data Summary - Null Culvert Barrel Shape: Circular Barrel Diameter: 0.00 ft Barrel Material: Embedment: 0.00 in Barrel Manning's n: 0.0120 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall (Ke=0.5) Inlet Depression: None Tailwater Data for Crossing: Pond 3 Emergency Spillway Table 2 - Downstream Channel Rating Curve (Crossing: Pond 3 Emergency Spillway) Flow (cfs) Water Surface Elev (ft) Velocity (ft/s) Depth (ft) Shear (psf) Froude Number 0.01 5031.00 0.00 0.08 0.00 0.48 2.51 5031.02 0.02 0.71 0.01 0.82 5.01 5031.04 0.04 0.93 0.01 0.88 7.51 5031.05 0.05 1.10 0.01 0.92 10.01 5031.05 0.05 1.23 0.02 0.95 12.50 5031.06 0.06 1.34 0.02 0.97 15.00 5031.07 0.07 1.44 0.02 0.98 17.50 5031.07 0.07 1.53 0.02 1.00 20.00 5031.08 0.08 1.61 0.03 1.01 23.14 5031.09 0.09 1.70 0.03 1.02 25.00 5031.09 0.09 1.75 0.03 1.03 Tailwater Channel Data - Pond 3 Emergency Spillway Tailwater Channel Option: Trapezoidal Channel Bottom Width: 150.00 ft Side Slope (H:V): 50.00 (_:1) Channel Slope: 0.0050 Channel Manning's n: 0.0120 Channel Invert Elevation: 5031.00 ft Roadway Data for Crossing: Pond 3 Emergency Spillway Roadway Profile Shape: Irregular Roadway Shape (coordinates) Irregular Roadway Cross-Section Coord No. Station (ft) Elevation (ft) 0 0.00 5032.66 1 6.90 5032.60 2 8.40 5032.02 3 32.41 5031.69 4 83.96 5031.43 5 84.96 5031.35 6 85.46 5031.85 7 87.94 5031.87 8 98.61 5032.27 Roadway Surface: Paved Roadway Top Width: 1.00 ft NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES APPENDIX APPENDIX D EROSION CONTROL REPORT APPENDIX G RIPRAP CALCULATIONS Circular D or Da, Pipe Diameter (ft) H or Ha, Culvert Height (ft) W, Culvert Width (ft) Yt/D Q/D1.5 Q/D2.5 Yt/H Q/WH0.5 Storm Line C 7.76 1.50 0.60 0.40 4.22 2.82 N/A N/A 4.60 2.82 1.10 1.54 Type L 2.00 6.00 1.5 Storm Line D 2.24 1.00 0.40 0.40 2.24 2.24 N/A N/A 5.40 2.24 0.56 2.14 Type L 3.00 4.00 1.5 Storm Line E 9.08 1.50 0.60 0.40 4.94 3.30 N/A N/A 4.20 3.30 1.47 4.00 Type L 5.00 6.00 1.5 Storm Line F 9.06 1.25 0.50 0.40 6.48 5.19 N/A N/A 2.30 5.19 1.19 2.59 Type L 3.00 5.00 1.5 Design Discharge (cfs) Expansion Factor 1/(2tanq) (From Figure MD-23 or MD-24) Yt, Tailwater Depth (ft) Culvert Parameters At=Q/V (ft) Froude Parameter Q/D2.5 Max 6.0 or Q/WH1.5 Max 8.0 Riprap Type (From Figure MD-21 or MD-22) By: Adam Boese CALCULATE Date: 02/23/2023 Project: 1382-002 Urban Drainage pg MD-107 L= 1/(2tanq)* [At/Yt)-W] (ft) INPUT Storm Line/Culvert Label OUTPUT Spec Length of Riprap (ft) Box Culvert CALCULATIONS FOR RIPRAP PROTECTION AT PIPE OUTLETS Circular Pipe (Figure MD-21) Rectangular Pipe (Figure MD-22)Spec Width of Riprap (ft) 2*d50, Depth of Riprap (ft) for L/2 DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE 7.0 PROTECTION DOWNSTREAM OF PIPE OUTLETS This section is intended to address the use of riprap for erosion protection downstream of conduit and culvert outlets that are in-line with major drainageway channels. Inadequate protection at conduit and culvert outlets has long been a major problem. The designer should refer to Section 4.4 for additional information on major drainage applications utilizing riprap. In addition, the criteria and guidance in Section 4.4 may be useful in design of erosion protection for conduit outlets. The reader is referred to Section 7.0 of the HYDRAULIC STRUCTURES chapter of this Manual for information on rundowns, and to Section 3.0 of the HYDRAULIC STRUCTURES chapter for additional discussion on culvert outfall protection. Scour resulting from highly turbulent, rapidly decelerating flow is a common problem at conduit outlets. The riprap protection design protocol is suggested for conduit and culvert outlet Froude numbers up to 2.5 (i.e., Froude parameters Q/d02.5 or Q/WH1.5 up to 14 ft0.5/sec) where the channel and conduit slopes are parallel with the channel gradient and the conduit outlet invert is flush with the riprap channel protection. Here, Q is the discharge in cfs, d0 is the diameter of a circular conduit in feet and W and H are the width and height, respectively, of a rectangular conduit in feet. 7.1 Configuration of Riprap Protection Figure MD-25 illustrates typical riprap protection of culverts and major drainageway conduit outlets. The additional thickness of the riprap just downstream from the outlet is to assure protection from flow conditions that might precipitate rock movement in this region. 7.2 Required Rock Size The required rock size may be selected from Figure MD-21 for circular conduits and from Figure MD-22 for rectangular conduits. Figure MD-21 is valid for Q/Dc2.5 of 6 or less and Figure MD-22 is valid for Q/WH1.5 of 8.0 or less. The parameters in these two figures are: 1. Q/D1.5 or Q/WH0.5 in which Q is the design discharge in cfs, Dc is the diameter of a circular conduit in feet, and W and H are the width and height of a rectangular conduit in feet. 2. Yt/Dc or Yt/H in which Yt is the tailwater depth in feet, Dc is the diameter of a circular conduit in feet, and H is the height of a rectangular conduit in feet. In cases where Yt is unknown or a hydraulic jump is suspected downstream of the outlet, use Yt/Dt = Yt/H = 0.40 when using Figures MD-21 and MD-22. Rev. 04/2008 MD-103 Urban Drainage and Flood Control District This is from UDFCD Vol 1. From 2011 DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE Figure MD-21—Riprap Erosion Protection at Circular Conduit Outlet Valid for Q/D2.5 ≤ 6.0 Rev. 04/2008 MD-107 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE Figure MD-23—Expansion Factor for Circular Conduits Rev. 04/2008 MD-109 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1) MAJOR DRAINAGE Table MD-7—Classification and Gradation of Ordinary Riprap Riprap Designation % Smaller Than Given Size by Weight Intermediate Rock Dimensions (inches) d50 (inches)* Type VL 70-100 50-70 35-50 2-10 12 9 6 2 6** Type L 70-100 50-70 35-50 2-10 15 12 9 3 9** Type M 70-100 50-70 35-50 2-10 21 18 12 4 12** Type H 70-100 50-70 35-50 2-10 30 24 18 6 18 Type VH 70-100 50-70 35-50 2-10 42 33 24 9 24 * d50 = mean particle size (intermediate dimension) by weight. ** Mix VL, L and M riprap with 35% topsoil (by volume) and bury it with 4 to 6 inches of topsoil, all vibration compacted, and revegetate. Basic requirements for riprap stone are as follows: • Rock shall be hard, durable, angular in shape, and free from cracks, overburden, shale, and organic matter. • Neither breadth nor thickness of a single stone should be less than one-third its length, and rounded stone should be avoided. • The rock should sustain a loss of not more than 40% after 500 revolutions in an abrasion test (Los Angeles machine⎯ASTM C-535-69) and should sustain a loss of not more than 10% after 12 cycles of freezing and thawing (AASHTO test 103 for ledge rock procedure A). • Rock having a minimum specific gravity of 2.65 is preferred; however, in no case should rock have a specific gravity less than 2.50. 4.4.1.2 Grouted Boulders Table MD-8 provides the classification and size requirements for boulders. When grouted boulders are used, they provide a relatively impervious channel lining which is less subject to vandalism than ordinary riprap. Grouted boulders require less routine maintenance by reducing silt and trash accumulation and Rev. 04/2008 MD-61 Urban Drainage and Flood Control District NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES APPENDIX APPENDIX H EROSION CONTROL REPORT Preliminary Drainage Report November 10, 2020 Watermark Residential Erosion Control Report Erosion Control Report A comprehensive Erosion and Sediment Control Plan (along with associated details) has been included with the final construction drawings. It should be noted, however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3, Chapter 7 – Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing and/or wattles along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. Grading and Erosion Control Notes can be found on Sheet CS2 of the Utility Plans. The Final Utility Plans will also contain a full-size Erosion Control Plan as well as a separate sheet dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere to, the applicable requirements outlined in any existing Development Agreement(s) of record, as well as the Development Agreement, to be recorded prior to issuance of the Development Construction Permit. Also, the Site Contractor for this project may be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division – Stormwater Program, before commencing any earth disturbing activities. Prior to securing said permit, the Site Contractor shall develop a comprehensive Storm Water Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and document the ongoing activities, inspections, and maintenance of construction BMPs. NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES APPENDIX APPENDIX I USDA SOILS REPORT United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Larimer County Area, ColoradoNatural Resources Conservation Service March 14, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Larimer County Area, Colorado......................................................................13 3—Altvan-Satanta loams, 0 to 3 percent slopes.........................................13 76—Nunn clay loam, wet, 1 to 3 percent slopes.........................................15 Soil Information for All Uses...............................................................................17 Soil Properties and Qualities..............................................................................17 Soil Erosion Factors........................................................................................17 K Factor, Whole Soil....................................................................................17 Soil Qualities and Features.............................................................................20 Hydrologic Soil Group.................................................................................20 References............................................................................................................25 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 44909804491040449110044911604491220449128044913404490980449104044911004491160449122044912804491340491490 491550 491610 491670 491730 491790 491850 491910 491970 492030 491490 491550 491610 491670 491730 491790 491850 491910 491970 492030 40° 34' 22'' N 105° 6' 3'' W40° 34' 22'' N105° 5' 37'' W40° 34' 9'' N 105° 6' 3'' W40° 34' 9'' N 105° 5' 37'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,770 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 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. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 3 Altvan-Satanta loams, 0 to 3 percent slopes 19.8 66.5% 76 Nunn clay loam, wet, 1 to 3 percent slopes 9.9 33.5% Totals for Area of Interest 29.7 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, Custom Soil Resource Report 11 onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Larimer County Area, Colorado 3—Altvan-Satanta loams, 0 to 3 percent slopes Map Unit Setting National map unit symbol: jpw2 Elevation: 5,200 to 6,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Altvan and similar soils:45 percent Satanta and similar soils:30 percent Minor components:25 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Altvan Setting Landform:Terraces, benches Landform position (three-dimensional):Side slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium Typical profile H1 - 0 to 10 inches: loam H2 - 10 to 18 inches: clay loam H3 - 18 to 30 inches: loam H4 - 30 to 60 inches: gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Available water supply, 0 to 60 inches: Low (about 5.4 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 13 Description of Satanta Setting Landform:Structural benches, terraces Landform position (three-dimensional):Side slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium and/or eolian deposits Typical profile H1 - 0 to 9 inches: loam H2 - 9 to 18 inches: loam H3 - 18 to 60 inches: loam Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to high (0.60 to 2.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:10 percent Available water supply, 0 to 60 inches: High (about 10.1 inches) Interpretive groups Land capability classification (irrigated): 1 Land capability classification (nonirrigated): 3c Hydrologic Soil Group: B Ecological site: R067BY002CO - Loamy Plains Hydric soil rating: No Minor Components Nunn Percent of map unit:10 percent Ecological site:R067BZ902CO - Loamy Plains Hydric soil rating: No Larim Percent of map unit:10 percent Ecological site:R067BY063CO - Gravel Breaks Hydric soil rating: No Stoneham Percent of map unit:5 percent Ecological site:R067BZ902CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 14 76—Nunn clay loam, wet, 1 to 3 percent slopes Map Unit Setting National map unit symbol: jpxq Elevation: 4,800 to 5,600 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost-free period: 135 to 150 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn, wet, and similar soils:90 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Nunn, Wet Setting Landform:Stream terraces, alluvial fans Landform position (three-dimensional):Base slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium Typical profile H1 - 0 to 10 inches: clay loam H2 - 10 to 47 inches: clay H3 - 47 to 60 inches: gravelly loam Properties and qualities Slope:1 to 3 percent Depth to restrictive feature:More than 80 inches Drainage class:Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Moderately low to moderately high (0.06 to 0.60 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:NoneRare Frequency of ponding:None Calcium carbonate, maximum content:10 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: High (about 9.9 inches) Interpretive groups Land capability classification (irrigated): 2w Land capability classification (nonirrigated): 3s Hydrologic Soil Group: C Ecological site: R067BZ902CO - Loamy Plains Hydric soil rating: No Custom Soil Resource Report 15 Minor Components Heldt Percent of map unit:6 percent Ecological site:R067BZ902CO - Loamy Plains Hydric soil rating: No Dacono Percent of map unit:3 percent Ecological site:R067BY042CO - Clayey Plains Hydric soil rating: No Mollic halaquepts Percent of map unit:1 percent Landform:Swales Hydric soil rating: Yes Custom Soil Resource Report 16 Soil Information for All Uses Soil Properties and Qualities The Soil Properties and Qualities section includes various soil properties and qualities displayed as thematic maps with a summary table for the soil map units in the selected area of interest. A single value or rating for each map unit is generated by aggregating the interpretive ratings of individual map unit components. This aggregation process is defined for each property or quality. Soil Erosion Factors Soil Erosion Factors are soil properties and interpretations used in evaluating the soil for potential erosion. Example soil erosion factors can include K factor for the whole soil or on a rock free basis, T factor, wind erodibility group and wind erodibility index. K Factor, Whole Soil Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Factor K does not apply to organic horizons and is not reported for those layers. 17 18 Custom Soil Resource Report Map—K Factor, Whole Soil 44909804491040449110044911604491220449128044913404490980449104044911004491160449122044912804491340491490 491550 491610 491670 491730 491790 491850 491910 491970 492030 491490 491550 491610 491670 491730 491790 491850 491910 491970 492030 40° 34' 22'' N 105° 6' 3'' W40° 34' 22'' N105° 5' 37'' W40° 34' 9'' N 105° 6' 3'' W40° 34' 9'' N 105° 5' 37'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,770 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons .02 .05 .10 .15 .17 .20 .24 .28 .32 .37 .43 .49 .55 .64 Not rated or not available Soil Rating Lines .02 .05 .10 .15 .17 .20 .24 .28 .32 .37 .43 .49 .55 .64 Not rated or not available Soil Rating Points .02 .05 .10 .15 .17 .20 .24 .28 .32 .37 .43 .49 .55 .64 Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 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. Custom Soil Resource Report 19 Table—K Factor, Whole Soil Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 3 Altvan-Satanta loams, 0 to 3 percent slopes .28 19.8 66.5% 76 Nunn clay loam, wet, 1 to 3 percent slopes .24 9.9 33.5% Totals for Area of Interest 29.7 100.0% Rating Options—K Factor, Whole Soil Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) Soil Qualities and Features Soil qualities are behavior and performance attributes that are not directly measured, but are inferred from observations of dynamic conditions and from soil properties. Example soil qualities include natural drainage, and frost action. Soil features are attributes that are not directly part of the soil. Example soil features include slope and depth to restrictive layer. These features can greatly impact the use and management of the soil. Hydrologic Soil Group Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. 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. Custom Soil Resource Report 20 Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 21 22 Custom Soil Resource Report Map—Hydrologic Soil Group 44909804491040449110044911604491220449128044913404490980449104044911004491160449122044912804491340491490 491550 491610 491670 491730 491790 491850 491910 491970 492030 491490 491550 491610 491670 491730 491790 491850 491910 491970 492030 40° 34' 22'' N 105° 6' 3'' W40° 34' 22'' N105° 5' 37'' W40° 34' 9'' N 105° 6' 3'' W40° 34' 9'' N 105° 5' 37'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,770 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed 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. Custom Soil Resource Report 23 Table—Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 3 Altvan-Satanta loams, 0 to 3 percent slopes B 19.8 66.5% 76 Nunn clay loam, wet, 1 to 3 percent slopes C 9.9 33.5% Totals for Area of Interest 29.7 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 24 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 25 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 26 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES APPENDIX APPENDIX J FEMA FIRMETTE National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 3/16/2022 at 3:17 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 105°6'11"W 40°34'30"N 105°5'33"W 40°34'2"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 NORTHERNENGINEERING.COM | 970.221.4158 FORT COLLINS | GREELEY PRELIMINARY DRAINAGE REPORT: FISCHER PROPERTIES APPENDIX MAP POCKET HISTORIC DRAINAGE EXHIBIT DRAINAGE EXHIBIT X X X XXXXX XXXXXXXXXXX XXXXXXXXX X X XELEC D D D D D D STX STSTSTSTSTSTSTSTSTSTSTSTS T STXX X X X X X X X XXXXX XXXXXXE E X X X X X X X X X X XX X X X XXXXXXXXXXXXXXXX CONTROL IRR CONTROL IRR CONTROL IRR CONTROL IRR CONTROL IRRCONTROL IRRCONTROL IRRCONTROL IRRCONTROL IRR XXXXXXXXXX 6" ABD N W 6" ABD N W 6" ABDN W 6" ABDN W 6" ABDN W 6" ABDN W 6" ABDN W8" ABDN SS8" ABDN SS8" ABDN SS8" ABDN SS8" ABDN SS8" ABDN SS8" ABDN SS8" ABDN SS6" ABDN W6" ABDN W6" ABDN WD D 8" ABDN SS 8" ABDN SS 2.74 ac. H1 2.65 ac. H2 0.52 ac. OS-2 0.93 ac. OS-4 0.13 ac. OS-1 h1 h2 0.40 ac. OS-3 os-2 os-3 os-1 os-4 SOUTH SHIELDS STREETSPRIN G F I E L D D R I V E WESTWARD DRIVE DEL MAR STREETLAKEWOOD DRIVE OWNER: POPPE, DAVID A. 1205 WESTWARD DR. OWNER: MARX, NICHOLAS J./ JILL B. JARVIS 1209 WESTWARD DR. OWNER: GRIFFITHS, THOMAS 1213 WESTWARD DR. OWNER: WAYFARE HOME RENTAL, LLC. 1217 WESTWARD DR. OWNER: BOWEN, ZACHARY H. 1200 DEL MAR ST. OWNER: LAJEUNESSE, ROBERT M./ IRINA V. 1220 SPRINGFIELD DR. OWNER: MIRANDA, JOHN E./ YVONNE C. 1212 SPRINGFIELD DR. OWNER: MARTINO, MARY K. 1208 SPRINGFIELD DR. OWNER: RIEUX SYLVIA MARIANNE TRUST 1204 SPRINGFIELD DR. OWNER: JRB HOLDINGS, LLC. 1200 SPRINGFIELD DR. OWNER: CARLSON, BEVERLY A. 1301 S. SHIELDS ST. CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet04040 40 80 120 SheetFISCHER PROPERTIESThese drawings areinstruments of serviceprovided by NorthernEngineering Services, Inc.and are not to be used forany type of constructionunless signed and sealed bya Professional Engineer inthe employ of NorthernEngineering Services, Inc.NOT FOR CONSTRUCTIONof 39REVIEW SET38 HISTORIC DRAINAGE EXHIBIT PROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED INLET A DESIGN POINT FLOW ARROW DRAINAGE BASIN LABEL DRAINAGE BASIN BOUNDARY PROPOSED SWALE SECTION 11 NOTES: 1.REFER TO THE FINAL DRAINAGE REPORT FOR FISCHER PROPERTIES BY NORTHERN ENGINEERING, DATED MARCH 15, 2023 FOR ADDITIONAL INFORMATION. A LEGEND: FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION X X X XXXXX XXXXXXXXXXX XXXXXXXXX X X XD D D D D D STSTSTSTSTSTSTSTSTSTSTSTSTS T ST6" ABD N W 6" ABD N W 6" ABDN W 6" ABDN W 6" ABDN W 6" ABDN W 6" ABDN W8" ABDN SS8" ABDN SS8" ABDN SS8" ABDN SS8" ABDN SS8" ABDN SS8" ABDN SS8" ABDN SS6" ABDN W6" ABDN W6" ABDN WF.O. F.O. D D / / / / / / / /EEEEE E E E E E E E E EEEEEEEEEEEEEET E E EEEFDCUD UD UD UD UDUDUDGAS ELEC TWWWW WWWWWELECG GGGNYLOP LA S T DO NOT PO L L UT E DRAINS TOWATERWA Y S DO NOT POLL U T E D R A I NS T O WA T E RW A Y S NYLOPLAST D UC T I L E IR O N NYLOP LA S T DO NOT PO L L UT E DRAINS TOWATERWA Y S DO NOT POLL U T E D R A I NS T O WA T E RW A Y S NYLOPLAST D UC T I L E IR O N EEEEET DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DS DSDS DS DS DS DS DS DS DS DS NYLOP L A S T DO NOT PO L L U T E DRAINS TO WATERWA Y S DO NOT POLL U T E D R A I N S T O W A T E R W A Y S NYLOPLAST D U C T I L E I R O N/ / / / / / / /200 300 STORMTECH CHAMBERS PROPOSED STORM DRAIN A4-B PROPOSED STORM DRAIN A PROPOSED 2' CONCRETE PAN OS-5 OS-1 OS-3 OS-4 PROPOSED UNDERDRAIN PROPOSED 5' CURB CUT & 2' SIDEWALK CULVERT PROPOSED UNDERDRAIN SOUTH SHIELDS STREETSPRIN G F I E L D D R I V E WESTWARD DRIVE DEL MAR STREETLAKEWOOD DRIVE EXISTING STORM DRAIN 9' UTILITY EASEMENT 9' UTILITY EASEMENT DETENTION POND 3 EXISTING 24" STORM DRAIN LOT 3 LOT 4 LOT 1 LOT 2 LOT 5 LOT 7 LOT 6 LOT 9 LOT 8 BLOCK 1 BLOCK 1 30' FL-FL 57' ROW OWNER: POPPE, DAVID A. 1205 WESTWARD DR. OWNER: MARX, NICHOLAS J./ JILL B. JARVIS 1209 WESTWARD DR. OWNER: GRIFFITHS, THOMAS 1213 WESTWARD DR. OWNER: WAYFARE HOME RENTAL, LLC. 1217 WESTWARD DR. OWNER: BOWEN, ZACHARY H. 1200 DEL MAR ST. OWNER: LAJEUNESSE, ROBERT M./ IRINA V. 1220 SPRINGFIELD DR. OWNER: MIRANDA, JOHN E./ YVONNE C. 1212 SPRINGFIELD DR. OWNER: MARTINO, MARY K. 1208 SPRINGFIELD DR. OWNER: RIEUX SYLVIA MARIANNE TRUST 1204 SPRINGFIELD DR. OWNER: JRB HOLDINGS, LLC. 1200 SPRINGFIELD DR. OWNER: CARLSON, BEVERLY A. 1301 S. SHIELDS ST.100-YR WSEL 100-YR WSEL PROPOSED 2' CONCRETE PAN DETENTION POND 1 UNDERGROUND DETENTION POND 2 RAIN GARDEN A OF 100 301 302 POND 3 EMERGENCY SPILL LOCATION POND 1 EMERGENCY SPILL LOCATION OS-2 COLORADO STATEUNIVERSITY0.31 ac. OS-2 0.46 ac. 200 0.80 305 0.93 ac. OS-4 0.13 ac. OS-1 0.40 ac. OS-3 0.08 ac. 100 0.23 ac. OF-1 0.04 ac. OF-2 0.97 ac. 304 0.20 ac. 302 0.21 ac. OS-5 0.09 ac. 303 0.37 ac. 300 0.21 ac. 301 0.18 ac. 201 0.26 ac. 202 0.07 ac. 203 0.02 ac. 204 0.28 ac. 205 0.27 ac. 206 0.21 ac. 207 0.12 ac. 208 0.26 ac. 101 0.05 ac. 102 0.02 ac. 103 0.06 ac. 104 0.14 ac. 105 101 102 103 104 105 EXISTING STORM DRAIN 201 202 203 204 205206 TRACT A AE,DE,UE 207 208 303 304 305 PROPOSED STORM DRAIN A4-A PROPOSED STORM DRAIN B PROPOSED STORM DRAIN C PROPOSED STORM DRAIN D PROPOSED STORM DRAIN E PROPOSED STORM DRAIN F POND 2 EMERGENCY SPILL LOCATION EXISTING BUILDING TF=5033.65 RAIN GARDEN B UDUDUDCALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES. CALL UTILITY NOTIFICATION CENTER OF COLORADO Know what'sbelow. before you dig.Call R NORTH ( IN FEET ) 1 inch = ft. Feet04040 40 80 120 SheetFISCHER PROPERTIESThese drawings areinstruments of serviceprovided by NorthernEngineering Services, Inc.and are not to be used forany type of constructionunless signed and sealed bya Professional Engineer inthe employ of NorthernEngineering Services, Inc.NOT FOR CONSTRUCTIONof 39REVIEW SETPROPOSED CONTOUR PROPOSED STORM SEWER PROPOSED SWALE EXISTING CONTOUR PROPOSED CURB & GUTTER PROPERTY BOUNDARY PROPOSED INLET A DESIGN POINT FLOW ARROW DRAINAGE BASIN LABEL DRAINAGE BASIN BOUNDARY PROPOSED SWALE SECTION 11 NOTES: 1.REFER TO THE FINAL DRAINAGE REPORT FOR FISCHER PROPERTIES BY NORTHERN ENGINEERING, DATED MARCH 15, 2023 FOR ADDITIONAL INFORMATION. A LEGEND: 39 DRAINAGE EXHIBIT FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION Rational Flow Summary | Developed Basin Flow Rates BASIN TOTAL AREA (acres) Tc2 (min) Tc100 (min) C2 C100 Q2 (cfs) Q100 (cfs) 100 0.08 5.0 5.0 0.47 0.59 0.11 0.48 101 0.26 5.0 5.0 0.69 0.86 0.51 2.24 102 0.05 5.0 5.0 0.79 0.99 0.10 0.45 103 0.02 5.0 5.0 0.84 1.00 0.04 0.15 104 0.06 5.0 5.0 0.80 1.00 0.13 0.57 105 0.14 5.0 5.0 0.51 0.64 0.20 0.88 200 0.46 5.0 5.0 0.85 1.00 1.10 4.53 201 0.18 5.0 5.0 0.86 1.00 0.43 1.76 202 0.26 5.0 5.0 0.83 1.00 0.62 2.60 203 0.07 5.0 5.0 0.67 0.84 0.14 0.61 204 0.02 5.0 5.0 0.72 0.90 0.05 0.22 205 0.28 5.0 5.0 0.81 1.00 0.65 2.81 206 0.27 5.0 5.0 0.77 0.96 0.59 2.56 207 0.21 5.0 5.0 0.87 1.00 0.51 2.06 208 0.12 5.0 5.0 0.81 1.00 0.27 1.15 300 0.37 7.3 7.3 0.33 0.41 0.30 1.33 301 0.21 5.0 5.0 0.75 0.94 0.45 1.98 302 0.20 5.0 5.0 0.69 0.86 0.40 1.74 303 0.09 5.0 5.0 0.56 0.70 0.15 0.64 304 0.97 5.0 5.0 0.64 0.80 1.77 7.73 305 0.80 5.0 5.0 0.64 0.80 1.46 6.36 OF-1 0.23 7.2 7.2 0.33 0.41 0.19 0.82 OF-2 0.04 5.0 5.0 0.70 0.88 0.08 0.36 OS-1 0.13 5.0 5.0 0.81 1.00 0.31 1.32 OS-2 0.31 7.6 7.6 0.44 0.55 0.33 1.45 OS-3 0.40 8.1 8.1 0.43 0.54 0.41 1.79 OS-4 0.93 10.1 10.1 0.33 0.41 0.68 2.95 OS-5 0.21 7.6 7.6 0.44 0.55 0.23 0.99 100,101, 102, 103, 104, 105 0.60 5.0 5.0 0.64 0.80 1.10 4.79 102, 103, 104, 105 0.71 5.0 5.0 0.77 0.96 1.56 6.82 200, 201, 202, 203, 204, 205, 206, 207, 208, OS-4 2.79 5.0 5.0 0.66 0.83 5.25 22.90 300, 301, 302, 303, 304, 305, OS-1, OS2, OS-3, OS-5 3.69 7.1 7.1 0.57 0.71 5.30 23.14 301,302, 303, 304, OS-2, OS-5 2.00 6.1 6.1 0.60 0.75 3.20 13.93 304, OS-2 1.28 5.0 5.0 0.59 0.74 2.15 9.38 305, OS-1 0.93 5.0 5.0 0.67 0.84 1.78 7.76 200, 201, 202, 203, 204, 205, 206, 207, 208 1.86 5.0 5.0 0.82 1.00 10.26 44.78 300, 301, 302, 303, 304, 305 2.64 5.0 5.0 0.60 0.75 0.29 1.26 300, 305 1.17 5.2 5.2 0.54 0.68 3.41 14.89 POND SUMMARY TABLE Pond ID Extended Detention WQCV (CF)LID WQCV (CF) 100-Yr. Detention Vol. (CF) Total Volume (CF) 100-Yr. Detention WSEL(Ft) Peak Release (cfs) Pond 1 554.00 N/A 3,568.00 4,122.00 5,029.31 0.40 Pond 2 N/A 2,209.00 12,053.00 14,262.00 5,028.94 1.99 Pond 3 997.00 1,474.00 18,311.00 19,308.00 5,031.11 1.10 LID Site Summary - New Impervious Area Total Area of Current Development 234,073 ft2 Total On-site Impervious Area 143,103 ft2 75% Required Minimum Area to be Treated by LID 107,327 ft2 Total On-site Impervious Area Treated by LID 103,480 Percent On-site Impervious Treated by LID 72.31% Additional Off-site Impervious Area Treated by LID 10,714 ft2 Percent Total Impervious Area Treated by LID 79.80% Total Impervious Area Treated by Traditional WQ 36,977 Percent Impervious Treated by Traditional Water Quality 25.84% Percent Impervious Area Treated by Traditional WQ or LID 105.64% CURB CUT 304A INTERCEPT 1.1 CFS MINOR 2.2 CFS MAJOR BYPASS 0.8 CFS MINOR 6.1 CFS MAJOR CURB CUT 304B INTERCEPT 0.8 CFS MINOR 2.5 CFS MAJOR BYPASS 0.0 CFS MINOR 3.6 CFS MAJOR INLET C3 0.0 CFS MINOR FLOW FROM BASIN 304 1.78 CFS MINOR FLOW FROM ROUTED BASIN 305, OS-1 1.78 COMBINED MINOR FLOW 3.6 CFS MAJOR FLOW FROM BASIN 304 7.76 CFS MAJOR FLOW FROM ROUTED BASIN 305, OS-1 11.36 COMBINED MAJOR FLOW INLET F4 100-YR OVERFLOW FOR RAIN GARDEN A (NORTH) 2.2 CFS FROM BASIN 304 1.74 CFS FROM BASIN 302 0.64 CFS FROM BASIN 303 4.58 CFS COMBINED INLET C3 100-YR OVERFLOW FOR RAIN GARDEN A (SOUTH) 2.5 CFS FROM BASIN 304 1.98 CFS FROM BASIN 301 4.48 CFS COMBINED