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HomeMy WebLinkAboutTHE QUARRY BY WATERMARK - FDP210016 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORT PRELIMINARY DRAINAGE REPORT THE QUARRY BY WATERMARK FORT COLLINS, COLORADO August 27, 2021 NORTHERNENGINEERING.COM 970.221.4158 FORT COLLINS GREELEY This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is necessary, we recommend double-sided printing. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE MEMO: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY COVER LETTER August 27, 2021 City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 RE: PRELIMINARY DRAINAGE REPORT FOR THE QUARRY BY WATERMARK Dear Staff, Northern Engineering is pleased to submit this Preliminary Drainage Report for your review. This report accompanies the combined Preliminary Plan submittal for the proposed The Quarry by Watermark This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and serves to document the stormwater impacts associated with the proposed The Quarry by Watermark housing 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. CASSANDRA UNGERMAN, EI DANNY WEBER, PE Project Engineer Project Manager I hereby attest that this report for the preliminary drainage design for The Quarry by Watermark 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. Registered professional engineer must affix their seal with signature and date. (for final report) NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY TABLE OF CONTENTS TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION ................................................................ 1 II. DRAINAGE BASINS AND SUB-BASINS ..................................................................... 3 III. DRAINAGE DESIGN CRITERIA ................................................................................ 4 IV. DRAINAGE FACILITY DESIGN ................................................................................. 7 V. CONCLUSIONS .................................................................................................. 11 VI. REFERENCES .................................................................................................... 11 TABLES AND FIGURES Figure 1 – Vicinity Map ........................................................................................................1 Figure 2 – Aerial Photograph ..............................................................................................2 Table 1 - Groundwater Elevations vs. Proposed Elevations………………………………3 Figure 3 – FEMA Firmette (Map Numbers 08069CO978G and 08069CO979H) ..................3 Table 2 - LID Summary………………………………………………………………………..6 Table 3 - Detention Summary………………………………………………………………10 Table 4 - Allowable Release Summary…………………………………………………….10 APPENDICES APPENDIX A – HYDROLOGIC COMPUTATIONS APPENDIX B – HYDRAULIC COMPUTATIONS B.1 – Detention Ponds B.2 – Water Quality B.3 – Storm Sewers B.4 – Inlets B.5 – Overtopping Analysis B.6 – Channels, Weirs, and Swales B.7 – Erosion Control Mat Calculations APPENDIX C – EROSION CONTROL REPORT APPENDIX D – LID EXHIBIT APPENDIX E – SWMM MODELING APPENDIX F – USDA SOILS REPORT APPENDIX G – FEMA FIRMETTE MAP POCKET DR1 – DRAINAGE EXHIBIT NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY 1 | 28 I. GENERAL LOCATION AND DESCRIPTION A. LOCATION Vicinity Map Figure 1 – Vicinity Map The Quarry by Watermark project site is located in the northwest quarter of Section 23, Township 7 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. The project site (refer to Figure 1) is bordered to the north by Hobbit Street; to the east by Canal Importation Ditch; to the south by Spring Creek; and to the west by Shields Street. Spring Creek and Canal Importation Ditch are major drainageways located adjacent to the project site. The confluence of Spring Creek and Canal Importation Ditch is in the southeast corner of the site. B. DESCRIPTION OF PROPERTY The Quarry by Watermark comprises of ± 19.38 acres. The site is currently an undeveloped parcel surrounded by multi-family to the north, west, and south and single-family homes to the east NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY 2 | 28 Figure 2 – Aerial Photograph The existing groundcover consists of short grasses. The existing on-site runoff generally drains from the northwest to the southeast across flat grades (e.g., <1.00%) into the Canal Importation Ditch. From there, the drainage continues through Canal Importation Ditch to Spring Creek, and on to the Cache La Poudre River. 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). Springs Creek and Canal Importation Ditch are the only major drainageways within or adjacent to the project site. Groundwater was found to be present approximately 9-11 feet below existing ground elevations. Proposed site development will maintain a minimum of 2 feet between these existing groundwater levels and proposed ground levels. The highest amount of cut on the site occurs where the proposed detention ponds will be located. In these locations we are cutting approximately 5-7 feet which will allow for greater than 2 feet of separation between the pond bottom and the existing groundwater levels. Table 1, below, shows elevations of existing ground, groundwater, and proposed ground to demonstrate that minimum required separation is met. The proposed development will consist of eight (8) apartment buildings and ten (10) duplex units containing a total of 313 units with detached garages. Other proposed improvements include parking lots, sidewalks, pool, clubhouse, and landscaping. The proposed land use is multi-family. This is a permitted use in the Medium-Density Mixed-Use Neighborhood District (MMN). NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY 3 | 28 Table 1 - Groundwater Elevations vs. Proposed Elevations Pond 1 Pond 2 Existing Ground Elevation 5014.74 5017.29 Groundwater Elevation 5003.74 5006.29 Proposed Elevation 5008.06 5012.38 Note: These values are approximate based on borings provided for the site C. FLOODPLAIN 1. The eastern and southern edges of the site are in a FEMA regulatory floodplain; however, the developable project area is outside of the FEMA floodplain. In particular, the FEMA designated 100-year floodplain Basins E1 and E2 on the Drainage Exhibit include the FEMA regulatory floodplains for Spring Creek and Canal Importation Ditch (Map Numbers 08069CO978G and 08069CO979H and effective date of May 2, 2012). The eastern portion on this site, along the Canal Importation Ditch, is located within the City of Fort Collins Regulatory floodplain/floodway. No development is proposed within Basins E1 and E2. A copy of the FEMA Firmette is provided in Appendix G. 2. We have analyzed the FEMA Floodplain map and cross sections for Spring Creek and Canal Importation Ditch and determined that the highest base flood elevation adjacent to the project site is 5016 (NAVD88). Furthermore, the buildings all maintain a minimum of 12” between the finished floor elevation and the top of bank along the south and east side of the property. 3. This project is in compliance with Chapter 10 of the City Municipal Code and a floodplain use permit will be obtained for utility work in the floodplain/floodway. Figure 3 – FEMA Firmette (Map Numbers 08069CO978G and 08069CO979H) NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY 4 | 28 II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description The north and east halves of The Quarry by Watermark is located within the City of Fort Collins Canal Importation major drainage basin. The southwest quarter of the site is located within the City of Fort Collins Spring Creek major drainage basin. Specifically, the project site is situated at the confluence of the Spring Creek and Canal Importation major drainage basins. 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 The outfall for the project site is at the confluence of Springs Creek and Canal Importation Basins. The existing subject site can be defined with twelve (12) sub-basins that encompasses the entire project site and three (3) offsite basins that drain onto the project site. The existing site runoff generally drains from northwest-to-southeast and into the Canal Importation Ditch. The project site receives runoff from Shields Street and Hobbit Street. III. DRAINAGE DESIGN CRITERIA A. OPTIONAL PROVISIONS There are no optional provisions outside of the FCSCM proposed with the Quarry by Watermark. B. STORMWATER MANAGEMENT STRATEGY The overall stormwater management strategy employed with The Quarry by Watermark 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. The Quarry by Watermark 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 water quality pond. 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 south end of the project and a single rain garden along the east side of the property. The remaining runoff will be treated for water quality in the proposed detention ponds along the Spring Creek. Step 3 – Stabilize Drainageways. As stated in Section I.B.6, above, the Spring Creek and Canal Importation drainage is adjacent to the subject site, however no changes to the channel are proposed NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY 5 | 28 with this project. While this step may not seem applicable to The Quarry by Watermark, the proposed project indirectly helps achieve stabilized drainageways, nonetheless. Once again, site selection has a positive effect on stream stabilization. By developing an infill site with stormwater infrastructure, combined with LID and MDCIA strategies, the likelihood of bed and bank erosion and the frequency of erosive flows are reduced. Furthermore, this project will pay one-time stormwater development fees, as well as ongoing monthly stormwater utility fees, both of which help achieve Citywide drainageway stability. Step 4 – Implement Site Specific and Other Source Control BMPs. This step typically applies to industrial and commercial developments. C. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The subject property is not part of any Overall Development Plan (ODP) drainage study or similar “development/project” drainage master plan. The site plan is constrained to the north and west by public streets, to the south by Spring Creek, and to the east by the Canal Importation Ditch. D. HYDROLOGICAL CRITERIA 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 The Quarry by Watermark development. Tabulated data contained in Table 3.4-1 has been utilized for Rational Method runoff calculations. 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. 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. E. HYDRAULIC CRITERIA The drainage facilities proposed with The Quarry by Watermark project are designed in accordance with criteria outlined in the FCSCM. As stated in Section I.C.1, above, the subject property is located next to a FEMA designated floodplain but is not located within the floodplain limits. F. FLOODPLAIN REGULATIONS COMPLIANCE As previously mentioned, this project is adjacent to a FEMA regulated floodplain. The developable area of the project is located outside of the floodplain, and as such, it will not be subject to any floodplain regulations. However, two storm outfalls and a small portion of the access trail will be located within the floodway, and that work will be subject to the applicable floodplain regulations of Chapter 10 of the City Municipal Code. Despite most of the project not being located within the floodplain, consideration has been given to the floodplain elevations as they relate to the proposed buildings and the finished floors have been elevated accordingly. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY 6 | 28 G. MODIFICATIONS OF CRITERIA There are no optional provisions outside of the FCSCM proposed with the Quarry by Watermark. H. 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 to provide water quality treatment using several methods. A single rain garden will be located along the east edge of the site. Two separate areas along the south side of the site will use underground chambers for treatment. Both areas will discharge into two proposed detention ponds that will provide water quality for the remainder of the site before discharge into the Canal Importation Basin. 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. The uncaptured areas tend to be narrow strips of concrete flatwork that link the building entrances to the public sidewalks as well as small planter beds between the building and public sidewalks or property lines. While these small areas will not receive formal water quality treatment, most areas will still see some treatment as runoff is directed across through the landscaped areas or across the landscaped parkways before reaching the roadway curb and gutter. I. 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. A single rain garden and underground chambers will be used to capture and filter or infiltrate the water quality capture volume. J. SIZING OF LID FACILITIES Rain Gardens/Underground Chambers 1. The rain gardens and chambers were sized by first determining the required water quality capture volume (WQCV) for Basins B1-B10 for the rain garden and Basins A2 & D5-7 for the chambers. A 12-hour drain time was used in this calculation. 2. Once the WQCV was identified, each rain garden and chamber area were sized for its respective WQCV. The rain gardens will be constructed with a biomedia filter and underdrain. An overflow drain will be provided in each rain garden and weir for chambers to pass storms greater than the WQCV. Water Quality Pond 1. The water quality pond was sized by first determining the required water quality capture volume (WQCV) for Basins D1 and A1. Offsite flows from Basins OS1 and OS2 (Shields Street) will be treated in the water quality ponds. A 40-hour drain time was used in this calculation. 2. Once the WQCV was identified, the water quality pond was sized to provide the WQCV. An outlet control structure with overflow will be provided to pass storms greater than the WQCV. Table 2 – LID Summary LID ID Area (ft2) Weighted % Impervious Volume per UD-BMP (ft3) Vol. w/ 20% increase per FC Manual (ft3) Impervious area (ft2) NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY 7 | 28 Rain Garden A 318,413 71% 5,621 6,745 225,001 Stormtech 1 76,238 77% 1,578 1,894 58,703 Stormtech 2 81,341 58% 1,247 1,496 47,552 IV. DRAINAGE FACILITY DESIGN A. GENERAL CONCEPT 1. The main objective of The Quarry by Watermark drainage design is to maintain existing drainage patterns, while not adversely impacting adjacent properties. 2. All storm drains on the site have been designed to convey 100-yr flows, except storm line 1 which is designed for the 2-yr storm. 3. 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. 4. Drainage for the project site has been analyzed using twenty-five (25) onsite drainage sub- basins, designated as sub-basins A1- A2, B1-B10, C1-C2, D1-D7, E1-E2, and F1-F2. Furthermore, there are three (3) offsite drainage sub-basins designated as sub-basins OS1, OS2, and OS3. The drainage patterns anticipated for the basins are further described below. Sub-Basins A1 Sub-Basin A1 encompasses approximately 7% of the total site area. Basin A1 contains Detention Pond 1 which is the collection point of all B sub-basins on site before release into the Canal Importation Ditch. This pond, in conjunction with Detention Pond 2, will moderate the release rate into the ditch during the Major Storm. An outlet structure with a restrictor plate will be installed with Pond 1 and an outfall pipe will be used for the discharge into the Canal Importation Ditch. Storm drain 5-2, which serves as the outfall for both detention ponds, has a release rate of 1 cfs. Emergency Overflow from this pond will be directed into the Canal Importation Ditch. Sub-Basins A2 Sub-Basin A2 encompasses approximately 9% of the total site area. Basin A2 is comprised primarily of roof area, concrete flatwork, parking lot and landscaped areas. This basin will drain into a valley pan and curb and gutter located in the parking lot and be captured by an inlet and storm drain. Sub-Basin A2 is the collection point of overflow from basins B1-B10. These overflows will pass over a series of weirs on their way to Sub-Basin A2 and ultimately drain to the inlet at DP A2. Minor flows from this area will be treated by Stormtech Chambers 1, located just south of the collection point. Major flows will bypass the Stormtech Chambers and proceed to Detention Pond 1. All B basins will be detained in the pond, but Sub-basin A2 will be passed through the spillway for Pond 1 and will not be detained as part of the “area trade” as discussed in Section IV.B, below. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY 8 | 28 Sub-Basin B1 – B10 Sub-Basins B1 through B10 encompass approximately 36% the total site area. Basin B1, mainly comprised of Rain Garden A, will be the main treatment method for the B sub-basins. Minor flows will be treated in this rain garden, while flows from larger storms will proceed to Detention Pond 1 and to the Canal Importation ditch. The remaining sub-basins (B2-B10) are comprised primarily of roof area, concrete flatwork, parking lot, and landscaped areas. The sub-basins will drain into a valley pan and curb & gutter located within each sub-basin and towards a common storm sewer. This common storm sewer will discharge into Rain Garden A. Storm sewer 1, which conveys flows for all B basins, is sized for the minor storm event. Excess flows will continue through the site over a series of weirs and ultimately into basin A2 where minor flows will be treated by Storm Chamber 1 and then continue to Detention Pond 1. Major flows will proceed to Detention pond 1 and then to the Canal Importation Ditch. Sub-Basin C1 Sub-basin C1 is comprised of an existing ditch along the north property line (Ditch C). This existing ditch conveys runoff from OS3 (Hobbit Street) and discharges directly into the Canal Importation Ditch. This is an existing condition and there will be no added flows or change in drainage patterns. Sub-Basin C2 This sub-basin is comprised primarily of roof area, concrete flatwork, and landscaped areas. Flows from the sub-basin will flow east into a proposed landscape drain and will be routed through Storm sewer 1 to Rain Garden A. From Rain Garden A, flows will proceed to Detention Pond 1, then to the Canal Importation. Sub-Basin D1 Sub-Basin D1 encompasses approximately 5% the total site area. This basin contains Detention Pond 2, which will collect runoff from Sub-Basins D, F, and the offsite flows from Shields (OS1 & OS2). Detention Pond 2 will serve as the water quality pond for the remaining basins that are not treated with LID. An outlet structure will be constructed with a water quality plate and restrictor plate. The outfall for Pond 2 will discharge around Pond 1. The pond is designed to handle a total inflow rate of approximately 49 cfs. Emergency overflow from detention pond 2 will flow through the overflow channel and spill into detention pond 1 prior to discharging into the Canal Importation Ditch. Sub-Basin D2 Sub-Basin D2 encompasses approximately 1% the total site area. This sub-basin is comprised primarily of landscaped areas. No development is proposed in this area and flows from the sub- basin will discharge directly into Spring Creek. Sub-Basin D3 This sub-basin is comprised primarily of roof area, concrete flatwork, parking lot, and landscaped areas. The sub-basin will drain into a common storm sewer via curb and gutter. The storm sewer will collect drainage from Sub-Basins OS1 and OS2, and discharge into Detention Pond 2. This storm drain will capture only the 2-year flows from these basins. The 100-yr flows will continue NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY 9 | 28 into Sub-Basin D4 via overland flow and curb and gutter flow towards the sidewalk chase that will direct flows to Detention Pond 2. Flows will then proceed to the Canal Importation Ditch. Sub-Basin D4 Sub-basin D4 encompasses approximately 4% of the total site area and is comprised of roof area, concrete flatwork, parking lot, and landscaped areas. Runoff from this basin flows via curb and gutter and overland flow to a proposed sidewalk chase that ultimately conveys the flow to Detention Pond 2. Flows will then proceed to the Canal Importation Ditch. Sub-Basin D5-D7 Sub-Basins D5-D7 encompass approximately 9% the total site area. These sub-basins are comprised primarily of roof area, concrete flatwork, parking lot, and landscaped areas. The sub- basins will drain into a common storm sewer via valley pans and curb and gutter. The storm sewer will collect drainage from all the sub-basins and discharge into Stormtech Chambers 2. The WQCV will be captured in these chambers during minor flows. Larger flows will bypass the chambers and discharge directly into Detention Pond 2. Flows will then proceed to the Canal Importation Ditch. Storm sewer will be sized to convey major storms. Sub-Basin E1 Sub-basin E1 encompasses approximately 17% the total site area. This sub-basin comprises of the Spring Creek flood plain. No improvements, except for storm sewer outfalls and a small portion of the access trail, are proposed within this sub-basin. Sub-Basin E2 Sub-basin E2 encompasses approximately 7% the total site area. This sub-basin comprises of the Canal Importation flood plain. No improvements, except for storm sewer outfalls, are proposed within this sub-basin. Sub-Basins F1 & F2 Sub-basins F1 and F2 encompass approximately 1% the total site area. These sub-basins are comprised primarily of concrete flatwork and landscaped areas. Flows from the sub-basin will drain into curb and gutter along Shield Street. The curb and gutter will then convey the flows to the intersection of Shields Street and Stuart Street (also the west entrance of the site), into Sub- Basins D3 and D4, and ultimately Detention Pond 2. Flows will then proceed to the Canal Importation Ditch. Sub-Basin OS1 & OS2 Offsite Sub-Basins OS1 and OS2 consist of the west edge of Shields Street that directly impacts the project site. These sub-basins are comprised primarily of asphalt, concrete flatwork, and a landscaped parkway. Flows from the sub-basin will drain into curb and gutter along Shields Street. The curb and gutter will then convey the flows to the intersection of Shields Street and Stuart Street (also the west entrance of the site), into Sub-Basins D3 and D4, and ultimately into Water Quality Pond D. 1.7 of the 2.5 acres will be detained and treated in Pond 2. The remaining 0.8 acres will pass through the detention pond. Sub-Basin OS3 NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY 10 | 28 Offsite Sub-Basin OS3 consists of Hobbit Street north of the project site. This sub-basin is comprised primarily of asphalt and concrete flatwork. Flows from the sub-basin will drain into curb and gutter along Hobbit Street. The curb and gutter will then convey the flows to Ditch C and ultimately into the Canal Importation Ditch. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. B. SPECIFIC DETAILS Two detention ponds are proposed with this development and will detain up to the 100-yr storm event and release at or below the caluclated release rate. A SWMM model was created to determine the detention volumes. See Appendix C for more detail. See Table 3 for detention summary and Table 4 for an allowable release summary. Table 3 – Detention Summary Table 4 – Allowable Release Summary LID treatment is being provided within Rain Garden A and Stormtech Chambers 1 & 2. These treat approxmiately 85% of the site impervious runoff which is more than the required LID treatement of 75%. Please see the LID exhibt and calculations in Appendix C. The remainder of water quality will be provided by extended detention. Detention allowable release rate is based on computed 2-year historic flow for the overall property. We have added historic flow from Right-of-Way area in addition to the property. Basins OS1 and OS2 (Please see Historic Drainage Exhibit), with a combined area of 2.28 acres, will be taken into Pond 2 and will be detained. Thus, we have added 2-year historic flow from these basins to the site allowable release. We proposed an “area trade” which allows for the free release of developed basin A2, with an area of 1.75 acres. We will detain 1.75 acres of offsite basins OS1 and OS2 (combined area of 2.28 acres), and in exchange, we will be allowed to free release basin A2. Based on historic flow computations provided in the appendix, the summation Pond ID Tributary Area (Ac) Ave Percent Imperviousness (%) 100-Yr. Detention Vol. (Ac-Ft) 100-Yr. Detention WSEL(Ft) Peak Release (cfs) Pond 1 8.51 57 1.82 5011.37 0.94 Pond 2 6.33 68 0.83 5014.91 5.15 NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY 11 | 28 of onsite historic 2-year flow and 2-year flows from Basins OS1 and OS2 is 6.3 cfs (as summarized in Table 3). We propose to release slightly below this rate as shown in Table 4, above. Stormwater facility Standard Operations Procedures (SOP) will be provided by the City of Fort Collins in the Development Agreement. Final Design details, and construction documentation shall be provided to the City of Fort Collins for review prior to Final Development Plan approval. V. CONCLUSIONS A. COMPLIANCE WITH STANDARDS The drainage design proposed with The Quarry by Watermark complies with the City of Fort Collins Master Drainage Plan for the Spring Creek and Canal Importation Basins. The project is adjacent to the Spring Creek and Canal Importation FEMA regulatory floodplains. However, the development is constructed outside of the floodplains, and buildings are located 18-inches above the base flood elevation. No improvements are proposed within the FEMA regulated floodplains. All applicable provisions within Chapter 10 of the City Municipal Code shall be adhered to. The drainage plan and stormwater management measures proposed with The Quarry by Watermark project are compliant with all applicable State and Federal regulations governing stormwater discharge. B. DRAINAGE CONCEPT The drainage plan and stormwater management measures proposed with The Quarry by Watermark project are compliant with all applicable State and Federal regulations governing stormwater discharge. The Quarry by Watermark will not impact the Master Drainage Plan recommendations for the Canal Importation and Spring Creek major drainage basin. VI. REFERENCES 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. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright- McLaughlin Engineers, Denver, Colorado, Revised April 2008. NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY EROSION CONTROL REPORT APPENDIX A HYDROLOGIC COMPUTATIONS Runoff Coefficient 1 Percent Impervious1 0.95 100% 0.95 90% 0.50 40% 0.50 40% 0.20 2% 0.20 2% Basin ID Basin Area (sq.ft.) Basin Area (acres) Asphalt, Concrete (acres)Rooftop (acres) Gravel (acres) Pavers (acres) Undeveloped: Greenbelts, Agriculture (acres) Lawns, Clayey Soil, Flat Slope < 2% (acres) Percent Impervious C2*Cf Cf = 1.00 C5*Cf Cf = 1.00 C10*Cf Cf = 1.00 C100*Cf Cf = 1.25 H-A1 44,062 1.012 0.000 0.000 0.000 0.000 1.012 0.000 2%0.20 0.20 0.20 0.25 H-A2 6,773 0.155 0.000 0.000 0.000 0.000 0.155 0.000 2%0.20 0.20 0.20 0.25 H-B1 110,004 2.525 0.000 0.000 0.000 0.000 2.525 0.000 2%0.20 0.20 0.20 0.25 H-B2 170,633 3.917 0.015 0.000 0.000 0.000 3.902 0.000 2%0.20 0.20 0.20 0.25 H-B3 19,023 0.437 0.020 0.000 0.000 0.000 0.417 0.000 6%0.23 0.23 0.23 0.29 H-C1 32,204 0.739 0.000 0.000 0.000 0.000 0.739 0.000 2%0.20 0.20 0.20 0.25 H-C2 238,190 5.468 0.009 0.000 0.000 0.000 5.459 0.000 2%0.20 0.20 0.20 0.25 H-D1 7,509 0.172 0.000 0.000 0.000 0.000 0.172 0.000 2%0.20 0.20 0.20 0.25 H-E1 147,424 3.384 0.283 0.019 0.000 0.000 3.082 0.000 11%0.27 0.27 0.27 0.33 H-E2 60,287 1.384 0.143 0.002 0.000 0.000 1.239 0.000 12%0.28 0.28 0.28 0.35 H-F1 1,947 0.045 0.028 0.000 0.000 0.000 0.000 0.017 64%0.67 0.67 0.67 0.84 H-F2 7,695 0.177 0.094 0.000 0.000 0.000 0.000 0.082 54%0.60 0.60 0.60 0.75 OS1 21,067 0.484 0.407 0.000 0.000 0.000 0.000 0.077 84%0.83 0.83 0.83 1.00 OS2 78,428 1.800 1.706 0.000 0.000 0.000 0.000 0.094 95%0.91 0.91 0.91 1.00 Comb OS1, OS2 99,495 2.284 0.000 0.000 0.000 0.000 0.000 2.284 2%0.20 0.20 0.20 0.25 OS3 20,406 0.468 0.405 0.000 0.000 0.000 0.000 0.063 87%0.25 0.25 0.25 0.31 Total- Onsite 630,531 14.475 0.167 0.000 0.000 0.000 14 0.099 3%0.20 0.20 0.20 0.25 EXISTING RUNOFF COEFFICIENT CALCULATIONS Asphalt, Concrete Rooftop Gravel Pavers The Quarry by Watermark A.Cvar August 27, 2021 Project: Calculations By: Date: Character of Surface Streets, Parking Lots, Roofs, Alleys, and Drives: Lawns and Landscaping: Combined Basins 2) Composite Runoff Coefficient adjusted per Table 3.2-3 of the Fort Collins Stormwater Manual (FCSM). Lawns, Clayey Soil, Flat Slope < 2% USDA SOIL TYPE: C Undeveloped: Greenbelts, Agriculture Composite Runoff Coefficient 2 1) Runoff coefficients per Tables 3.2-1 & 3.2 of the FCSM. Percent impervious per Tables 4.1-2 & 4.1-3 of the FCSM. Page 1 of 1 Project: Date: Where: Length (ft) Elev Up Elev Down Slope (%) Ti 2-Yr (min) Ti 10-Yr (min) Ti 100-Yr (min) Length (ft) Elev Up Elev Down Slope (%)Surface Roughness (n) Flow Area3 (sq.ft.) WP 3 (ft) Hydraulic Radius (ft) Velocity (ft/s) Tt (min) Max. Tc (min) Comp. Tc 2-Yr (min) Tc 2-Yr (min) Comp. Tc 10-Yr (min) Tc 10-Yr (min) Comp. Tc 100-Yr (min) Tc 100-Yr (min) h-a1 H-A1 200 15.34 10.61 2.37%17.9 17.9 16.9 159 10.61 7.95 1.67%Swale (4:1)0.025 4.00 8.25 0.48 4.76 0.56 11.99 18.42 11.99 18.42 11.99 17.43 11.99 h-a2 H-A2 45 15.23 14.59 1.42%10.0 10.0 9.5 N/A Swale (4:1)4.00 8.25 N/A N/A 0.00 10.25 10.04 10.04 10.04 10.04 9.48 9.48 h-b1 H-B1 200 14.80 13.63 0.59%28.5 28.5 26.9 278 13.63 11.74 0.68%Swale (8:1)0.025 8.00 16.12 0.50 3.08 1.50 12.66 29.96 12.66 29.96 12.66 28.38 12.66 h-b2 H-B2 148 17.33 16.31 0.69%23.1 23.1 21.8 365 16.31 13.44 0.79%Swale (8:1)0.025 8.00 16.12 0.50 3.31 1.84 12.85 24.94 12.85 24.94 12.85 23.63 12.85 h-b3 H-B3 52 17.33 16.20 2.17%9.0 9.0 8.4 180 16.20 15.20 0.56%Swale (4:1)0.025 4.00 8.25 0.48 2.74 1.09 11.29 10.11 10.11 10.11 10.11 9.50 9.50 h-c1 H-C1 90 17.23 10.63 7.33%8.2 8.2 7.8 175 10.63 10.10 0.30%Swale (4:1)0.025 4.00 8.25 0.48 2.02 1.44 11.47 9.66 9.66 9.66 9.66 9.20 9.20 h-c2 H-C2 60 17.48 16.29 1.98%10.4 10.4 9.8 826 16.29 13.33 0.36%Swale (8:1)0.025 8.00 16.12 0.50 2.24 6.16 14.92 16.52 14.92 16.52 14.92 15.94 14.92 h-d1 H-D1 60 19.31 17.33 3.30%8.8 8.8 8.3 N/A Swale (4:1)4.00 8.25 N/A N/A 0.00 10.33 8.75 8.75 8.75 8.75 8.26 8.26 h-e1 H-E1 65 17.28 11.43 9.00%6.0 6.0 5.6 1272 11.43 3.16 0.65%Floodplain 0.045 46.50 23.32 1.99 4.23 5.01 17.43 11.05 11.05 11.05 11.05 10.57 10.57 h-e2 H-E2 40 14.10 7.58 16.30%3.8 3.8 3.5 735 7.58 4.17 0.46%Floodplain 0.035 18.00 13.00 1.38 3.60 3.40 14.31 7.23 7.23 7.23 7.23 6.91 6.91 h-f1 H-F1 22 18.47 17.99 2.18%2.9 2.9 1.8 175 17.99 17.00 0.57%Gutter 0.012 3.61 19.18 0.19 3.07 0.95 11.09 3.84 5.00 3.84 5.00 2.70 5.00 h-f2 H-F2 40 20.24 19.49 1.88%4.8 4.8 3.4 570 19.49 16.79 0.47%Gutter 0.012 3.61 19.18 0.19 2.81 3.38 13.39 8.18 8.18 8.18 8.18 6.74 6.74 os1 OS1 30 22.53 21.47 3.53%1.8 1.8 0.7 420 21.47 16.95 1.08%Gutter 0.012 3.61 19.18 0.19 4.23 1.65 12.50 3.47 5.00 3.47 5.00 2.33 5.00 os2 OS2 26 36.00 34.55 5.58%1.0 1.0 0.5 1738 34.55 16.79 1.02%Gutter 0.012 3.61 19.18 0.19 4.12 7.02 19.80 8.04 8.04 8.04 8.04 7.56 7.56 Comb OS1, OS2 Comb OS1, OS2 26 36.00 34.55 5.58% 5.9 5.9 5.9 1738 34.55 16.79 1.02% Gutter 0.012 3.61 19.18 0.19 4.12 7.02 19.80 12.94 12.94 12.94 12.94 12.94 12.94 os3 OS3 32 20.10 20.05 0.16%16.7 16.7 15.5 615 20.05 12.88 1.17%Gutter 0.012 3.61 19.18 0.19 4.40 2.33 13.59 19.02 13.59 19.02 13.59 17.79 13.59 Total- Onsite Total- Onsite 62 20.17 17.96 3.56% 10.6 10.6 10.6 843 17.96 12.80 0.61% Swale (8:1) 0.025 8.00 16.12 0.50 2.92 4.81 15.03 15.41 15.03 15.41 15.03 15.41 15.03 EXISTING TIME OF CONCENTRATION COMPUTATIONS Overland Flow, Time of Concentration: Calculations By: The Quarry by Watermark A.Cvar R = Hydraulic Radius (feet) S = Longitudinal Slope, feet/feet Maximum Tc: Combined Basins Design Point Basin Overland Flow Channelized Flow Time of Concentration Channelized Flow, Velocity:Channelized Flow, Time of Concentration: V = Velocity (ft/sec) n = Roughness Coefficient August 27, 2021 (Equation 3.3-2 per Fort Collins Stormwater Manual)=1.87 1.1 − ∗ =1.49 ∗ /∗(Equation 5-4 per Fort Collins Stormwater Manual) =180 + 10 (Equation 3.3-5 per Fort Collins Stormwater Manual) =∗ 60 (Equation 5-5 per Fort Collins Stormwater Manual) 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. Page 1 of 1 Tc2 Tc10 Tc100 C2 C10 C100 I2 (in/hr) I10 (in/hr) I100 (in/hr) Q2 (cfs) Q10 (cfs) Q100 (cfs) h-a1 H-A1 1.012 11.99 11.99 11.99 0.20 0.20 0.25 2.09 3.57 7.29 0.4 0.7 1.8 h-a2 H-A2 0.155 10.04 10.04 9.48 0.20 0.20 0.25 2.21 3.78 8.03 0.1 0.1 0.3 h-b1 H-B1 2.525 12.66 12.66 12.66 0.20 0.20 0.25 2.02 3.45 7.04 1.0 1.7 4.4 h-b2 H-B2 3.917 12.85 12.85 12.85 0.20 0.20 0.25 2.02 3.45 7.04 1.6 2.7 7.0 h-b3 H-B3 0.437 10.11 10.11 9.50 0.23 0.23 0.29 2.21 3.78 8.03 0.2 0.4 1.0 h-c1 H-C1 0.739 9.66 9.66 9.20 0.20 0.20 0.25 2.26 3.86 8.03 0.3 0.6 1.5 h-c2 H-C2 5.468 14.92 14.92 14.92 0.20 0.20 0.25 1.90 3.24 6.62 2.1 3.6 9.1 h-d1 H-D1 0.172 8.75 8.75 8.26 0.20 0.20 0.25 2.35 4.02 8.38 0.1 0.1 0.4 h-e1 H-E1 3.384 11.05 11.05 10.57 0.27 0.27 0.33 2.13 3.63 7.57 1.9 3.3 8.6 h-e2 H-E2 1.384 7.23 7.23 6.91 0.28 0.28 0.35 2.52 4.31 9.06 1.0 1.7 4.4 h-f1 H-F1 0.045 5.00 5.00 5.00 0.67 0.67 0.84 2.85 4.87 9.95 0.1 0.1 0.4 h-f2 H-F2 0.177 8.18 8.18 6.74 0.60 0.60 0.75 2.40 4.10 9.06 0.3 0.4 1.2 os1 OS1 0.484 5.00 5.00 5.00 0.83 0.83 1.00 2.85 4.87 9.95 1.1 2.0 4.8 os2 OS2 1.800 8.04 8.04 7.56 0.91 0.91 1.00 2.40 4.10 8.59 3.9 6.7 15.5 Comb OS1, OS2 Comb OS1, OS2 2.284 12.94 12.94 12.94 0.20 0.20 0.25 2.02 3.45 7.04 0.9 1.6 4.0 os3 OS3 0.468 13.59 13.59 13.59 0.25 0.25 0.31 1.95 3.34 6.82 0.2 0.4 1.0 Total-Onsite Total-Onsite 14.475 15.03 15.03 15.03 0.20 0.20 0.25 1.87 3.19 6.52 5.4 9.2 23.6 Total-Onsite Basins Include: H-A1 H-A2 H-B1 H-B2 H-B3 H-C1 H-C2 H-F1 H-F2 Basin Area (acres) Runoff C Combined Basins Intensity, I from Fig. 3.4.1 Fort Collins Stormwater Manual Tc (Min) EXISTING DIRECT RUNOFF COMPUTATIONS Intensity Flow The Quarry by Watermark A.Cvar August 27, 2021 Project: Calculations By: Date: Rational Equation: Q = CiA (Equation 6-1 per MHFD) Design Point Page 1 of 1 CHARACTER OF SURFACE1: Percentage Impervious 2-yr Runoff Coefficient 10-yr Runoff Coefficient 100-yr Runoff Coefficient Developed Asphalt .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………100%0.95 0.95 1.19 Concrete .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………100%0.95 0.95 1.19 Rooftop .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………90%0.95 0.95 1.19 Gravel .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………40%0.50 0.50 0.63 Pavers .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………40%0.50 0.50 0.63 Landscape or Pervious Surface Playgrounds .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………25%0.35 0.35 0.44 Lawns Clayey Soil .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………2%0.25 0.25 0.31 Lawns Sandy Soil .…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..……………………………………………….…………………………..………………………………………………2%0.15 0.15 0.19 Notes: Basin ID Basin Area (ac) Area of Asphalt/Con crete (ac) Area of Concrete (ac) Area of Rooftop (ac) Area of Gravel (ac) Area of Pavers (ac) Area of Playgrounds (ac) Area of Lawns (ac) Composite % Imperv. 2-year Composite Runoff Coefficient 10-year Composite Runoff Coefficient 100-year Composite Runoff Coefficient A1 1.310 0.036 0.00 0.009 0.00 0.00 0.00 1.265 5%0.27 0.27 0.34 A2 1.761 1.220 0.00 0.133 0.00 0.00 0.00 0.408 77%0.79 0.79 0.98 B1 0.617 0.051 0.00 0.152 0.00 0.00 0.00 0.414 32%0.48 0.48 0.60 B2 0.536 0.248 0.00 0.191 0.00 0.00 0.00 0.097 79%0.82 0.82 1.00 B3 2.415 1.597 0.00 0.633 0.00 0.00 0.00 0.185 90%0.90 0.90 1.00 B4 0.288 0.241 0.00 0.022 0.00 0.00 0.00 0.025 91%0.89 0.89 1.00 B5 0.480 0.007 0.00 0.269 0.00 0.00 0.00 0.205 53%0.65 0.65 0.82 B6 0.868 0.576 0.00 0.292 0.00 0.00 0.00 0.000 97%0.95 0.95 1.00 B7 0.796 0.607 0.00 0.131 0.00 0.00 0.00 0.058 91%0.90 0.90 1.00 B8 0.491 0.037 0.00 0.241 0.00 0.00 0.00 0.213 53%0.65 0.65 0.81 B9 0.460 0.293 0.00 0.167 0.00 0.00 0.00 0.000 96%0.95 0.95 1.00 B10 0.206 0.050 0.00 0.020 0.00 0.00 0.00 0.136 34%0.49 0.49 0.61 C1 0.106 0.000 0.00 0.000 0.00 0.00 0.00 0.106 2%0.25 0.25 0.31 C2 0.162 0.007 0.00 0.080 0.00 0.00 0.00 0.075 50%0.62 0.62 0.78 D1 0.979 0.060 0.00 0.000 0.00 0.00 0.00 0.919 8%0.29 0.29 0.37 D2 0.219 0.000 0.00 0.000 0.00 0.00 0.00 0.219 2%0.25 0.25 0.31 D3 0.214 0.104 0.00 0.080 0.00 0.00 0.00 0.030 82%0.85 0.85 1.00 D4 0.768 0.600 0.00 0.130 0.00 0.00 0.00 0.038 93%0.92 0.92 1.00 D5 1.072 0.670 0.00 0.318 0.00 0.00 0.00 0.084 89%0.90 0.90 1.00 D6 0.068 0.009 0.00 0.033 0.00 0.00 0.00 0.026 58%0.69 0.69 0.86 D7 0.639 0.067 0.00 0.033 0.00 0.00 0.00 0.539 17%0.36 0.36 0.45 E1 3.384 0.283 0.00 0.270 0.00 0.00 0.00 0.000 16%0.16 0.16 0.19 E2 1.384 0.143 0.00 0.019 0.00 0.00 0.00 0.000 12%0.11 0.11 0.14 F1 0.045 0.028 0.00 0.002 0.00 0.00 0.00 0.015 67%0.72 0.72 0.90 F2 0.177 0.094 0.00 0.000 0.00 0.00 0.00 0.083 54%0.62 0.62 0.78 OS1 0.484 0.407 0.00 0.000 0.00 0.00 0.00 0.077 84%0.84 0.84 1.00 OS2 1.800 1.706 0.00 0.000 0.00 0.00 0.00 0.094 95%0.91 0.91 1.00 OS3 0.873 0.750 0.00 0.000 0.00 0.00 0.00 0.123 87%0.86 0.86 1.00 Detention Pond 1 (A1, B1-B10) 8.466 3.327 0.000 1.690 0.000 0.000 0.000 0.984 57% 0.59 0.59 0.74 Detention Pond 2 (OS1, OS2, D1, D2, D3, D4, D5, D6, D7, F1, F2)6.464 4.495 0.004 0.596 0.000 0.000 0.000 2.246 79% 0.84 0.84 1.04 DEVELOPED BASIN % IMPERVIOUSNESS AND RUNOFF COEFFICIENT CALCULATIONS 2) Runoff Coefficients are taken from the Fort Collins Stormwater Criteria Manual, Chapter 3. Table 3.2-1 and 3.2-2 1) Percentage impervious taken from the Fort Collins Stormwater Criteria Manual, Chapter 5, Table 4.1-2 and Table 4.1-3 Combined Basins 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 a1 A1 0.27 0.34 5 5.00%2.0 1.9 570 1.61%0.015 0.59 8.88 1.1 13.2 3.1 2.9 5.0 5.0 a2 A2 0.79 0.98 50 2.00%3.3 1.3 915 0.50%0.015 0.59 4.95 3.1 15.4 6.3 4.3 6.3 5.0 b1 B1 0.48 0.60 240 2.46%13.3 10.7 0 N/A 0.015 N/A N/A N/A 11.3 13.3 10.7 11.3 10.7 b2 B2 0.82 1.00 60 5.00%2.4 0.8 87 1.03%0.015 0.59 7.11 0.2 10.8 2.6 1.1 5.0 5.0 b3 B3 0.90 1.00 130 2.46%3.2 1.6 610 0.79%0.015 0.59 6.20 1.6 14.1 4.8 3.2 5.0 5.0 b4 B4 0.89 1.00 40 2.00%2.0 0.9 162 0.68%0.015 0.59 5.76 0.5 11.1 2.4 1.4 5.0 5.0 b5 B5 0.65 0.82 50 2.80%4.2 2.6 51 1.06%0.038 0.50 2.54 0.3 10.6 4.6 3.0 5.0 5.0 b6 B6 0.95 1.00 96 2.29%2.1 1.4 227 0.97%0.015 0.59 6.88 0.5 11.8 2.6 1.9 5.0 5.0 b7 B7 0.90 1.00 62 2.29%2.2 1.1 250 0.60%0.015 0.59 5.43 0.8 11.7 3.0 1.9 5.0 5.0 b8 B8 0.65 0.81 10 17.10%1.0 0.7 291 0.42%0.015 0.59 4.54 1.1 11.7 2.1 1.7 5.0 5.0 b9 B9 0.95 1.00 90 2.69%1.9 1.3 43 0.49%0.015 0.59 4.88 0.1 10.7 2.1 1.4 5.0 5.0 b10 B10 0.49 0.61 70 3.23%6.5 5.2 0 N/A 0.015 0.59 N/A N/A 10.4 6.5 5.2 6.5 5.2 c1 C1 0.25 0.31 13 12.85%2.4 2.3 190 0.87%0.038 0.50 2.31 1.4 11.1 3.8 3.6 5.0 5.0 c2 C2 0.62 0.78 40 6.33%3.1 2.0 0 N/A 0.015 n/a N/A N/A 10.2 3.1 2.0 5.0 5.0 d1 D1 0.29 0.37 40 15.03%3.9 3.5 200 0.51%0.015 0.59 4.99 0.7 11.3 4.6 4.2 5.0 5.0 d2 D2 0.25 0.31 100 1.42%14.1 13.1 0 N/A 0.015 n/a N/A N/A 10.6 14.1 13.1 10.6 10.6 d3 D3 0.85 1.00 40 2.57%2.2 0.9 60 0.50%0.015 0.19 2.32 0.4 10.6 2.6 1.3 5.0 5.0 d4 D4 0.92 1.00 82 1.87%2.5 1.4 185 0.50%0.015 0.19 2.33 1.3 11.5 3.8 2.7 5.0 5.0 d5 D5 0.90 1.00 40 1.00%2.4 1.2 277 0.96%0.015 0.19 3.21 1.4 11.8 3.8 2.6 5.0 5.0 d6 D6 0.69 0.86 40 2.35%3.6 2.1 25 0.68%0.015 0.59 5.76 0.1 10.4 3.7 2.2 5.0 5.0 d7 D7 0.36 0.45 40 3.18%6.0 5.2 280 0.64%0.015 0.59 5.59 0.8 11.8 6.8 6.1 6.8 6.1 e1 E1 0.16 0.19 65 9.00%6.8 6.6 1272 0.65%0.056 1.99 3.39 6.2 17.4 13.1 12.8 13.1 12.8 e2 E2 0.11 0.14 40 16.30%4.6 4.5 735 0.46%0.044 1.38 2.86 4.3 14.3 8.9 8.8 8.9 8.8 f1 F1 0.72 0.90 22 2.18%2.6 1.4 175 0.57%0.015 0.19 2.47 1.2 11.1 3.8 2.5 5.0 5.0 f2 F2 0.62 0.78 40 1.88%4.6 3.1 570 0.47%0.015 0.19 2.26 4.2 13.4 8.8 7.3 8.8 7.3 os1 OS1 0.84 1.00 30 3.53%1.7 0.7 420 1.08%0.015 0.19 3.41 2.1 12.5 3.8 2.7 5.0 5.0 os2 OS2 0.91 1.00 26 5.58%1.0 0.5 1738 1.02%0.015 0.19 3.32 8.7 19.8 9.8 9.3 9.8 9.3 os3 OS3 0.86 1.00 18 2.06% 1.5 0.6 615 1.38% 0.015 0.19 3.85 2.7 13.5 4.2 3.3 5.0 5.0 DEVELOPED DIRECT TIME OF CONCENTRATION Channelized Flow Design Point Basin Overland Flow Time of Concentration Frequency Adjustment Factor: (Equation 3.3-2 FCSCM) (Equation 5-5 FCSCM) (Equation 5-4 FCSCM) (Equation 3.3-5 FCSCM) Table 3.2-3 FCSCM Therefore Tc2=Tc10 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: a1 A1 1.31 5.0 5.0 0.27 0.34 2.85 4.87 9.95 1.01 1.72 4.43 a2 A2 1.76 5.0 5.0 0.79 0.98 2.85 2.85 9.95 3.97 3.97 17.17 b1 B1 0.62 10.7 10.7 0.48 0.60 2.17 2.17 7.57 0.64 0.64 2.80 b2 B2 0.54 5.0 5.0 0.82 1.00 2.85 2.85 9.95 1.25 1.25 5.33 b3 B3 2.42 5.0 5.0 0.90 1.00 2.85 2.85 9.95 6.20 6.20 24.03 b4 B4 0.29 5.0 5.0 0.89 1.00 2.85 2.85 9.95 0.73 0.73 2.87 b5 B5 0.48 5.0 5.0 0.65 0.82 2.85 2.85 9.95 0.89 0.89 3.92 b6 B6 0.87 5.0 5.0 0.95 1.00 2.85 2.85 9.95 2.35 2.35 8.64 b7 B7 0.80 5.0 5.0 0.90 1.00 2.85 2.85 9.95 2.04 2.04 7.92 b8 B8 0.49 5.0 5.0 0.65 0.81 2.85 2.85 9.95 0.91 0.91 3.96 b9 B9 0.46 5.0 5.0 0.95 1.00 2.85 2.85 9.95 1.24 1.24 4.57 b10 B10 0.21 5.2 5.2 0.49 0.61 2.85 2.85 9.95 0.29 0.29 1.25 c1 C1 0.11 5.0 5.0 0.25 0.31 2.85 2.85 9.95 0.08 0.08 0.33 c2 C2 0.16 5.0 5.0 0.62 0.78 2.85 2.85 9.95 0.29 0.29 1.26 d1 D1 0.98 5.0 5.0 0.29 0.37 2.85 2.85 9.95 0.81 0.81 3.60 d2 D2 0.22 10.6 10.6 0.25 0.31 2.17 2.17 7.57 0.12 0.12 0.51 d3 D3 0.21 5.0 5.0 0.85 1.00 2.85 2.85 9.95 0.52 0.52 2.13 d4 D4 0.77 5.0 5.0 0.92 1.00 2.85 2.85 9.95 2.01 2.01 7.64 d5 D5 1.07 5.0 5.0 0.90 1.00 2.85 2.85 9.95 2.75 2.75 10.67 d6 D6 0.07 5.0 5.0 0.69 0.86 2.85 2.85 9.95 0.13 0.13 0.58 d7 D7 0.64 6.1 6.1 0.36 0.45 2.67 2.67 9.31 0.61 0.61 2.68 e1 E1 3.38 12.8 12.8 0.16 0.19 2.02 2.02 7.04 1.09 1.09 4.53 e2 E2 1.38 8.8 8.8 0.11 0.14 2.35 2.35 8.21 0.36 0.36 1.59 f1 F1 0.05 5.0 5.0 0.72 0.90 2.85 2.85 9.95 0.09 0.09 0.40 f2 F2 0.18 7.3 7.3 0.62 0.78 2.52 2.52 8.80 0.28 0.28 1.21 os1 OS1 0.48 5.0 5.0 0.84 1.00 2.85 2.85 9.95 1.16 1.16 4.82 os2 OS2 1.80 9.3 9.3 0.91 1.00 2.30 2.30 8.03 3.77 3.77 14.45 os3 OS3 0.87 5.0 5.0 0.86 1.00 2.85 2.85 9.95 2.14 2.14 8.69 Tc100 (min) Intensity, i2 (in/hr) Intensity, i100 (in/hr) 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) ()()()AiCCQf= NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX APPENDIX B HYDRAULIC COMPUTATIONS NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX B.1 – Detention Ponds Pond Stage-Storage Curve Pond: 1 Project: 1791-001 By: CLU Date: 8/27/21 Stage (FT) Contour Area (SF) Volume (CU.FT.) Volume (AC-FT) 5006.80 2.47 0.00 0.00 5007.00 540.42 38.63 0.00 5007.20 1682.33 250.38 0.01 5007.40 3357.73 744.83 0.02 5007.60 5668.22 1637.40 0.04 5007.80 8663.48 3060.02 0.07 5008.00 12229.92 5139.14 0.12 5008.20 15000.13 7857.43 0.18 5008.40 17067.89 11062.01 0.25 5008.60 18482.35 14616.10 0.34 5008.80 19183.36 18382.45 0.42 5009.00 19807.07 22281.33 0.51 5009.20 20413.20 26303.20 0.60 5009.40 20996.32 30444.02 0.70 5009.60 21565.35 34700.06 0.80 5009.80 22114.54 39067.93 0.90 5010.00 22630.95 43542.38 1.00 5010.20 23367.81 48142.06 1.11 5010.40 24489.98 52927.40 1.22 5010.60 25657.31 57941.67 1.33 5010.80 26634.08 63170.51 1.45 5011.00 27443.71 68578.09 1.57 5011.20 27992.41 74121.61 1.70 5011.40 28545.43 79775.30 1.83 100-YR WSEL 5011.60 29101.90 85539.94 1.96 5011.80 29662.54 91416.30 2.10 Pond Stage-Storage Curve Pond: 2 Project: 1791-001 By: CLU Date: 8/27/21 Stage (FT) Contour Area (SF) Volume (CU.FT.) Volume (AC-FT) 5011.00 13.48 0.00 0.00 5011.20 266.06 22.63 0.00 5011.40 722.70 117.78 0.00 5011.60 1641.13 347.97 0.01 5011.80 2919.21 797.91 0.02 5012.00 4473.39 1531.67 0.04 5012.20 5816.26 2557.70 0.06 WQ Elevation 5012.40 6984.68 3836.01 0.09 5012.60 8060.75 5339.27 0.12 5012.80 9055.19 7049.90 0.16 5013.00 10006.64 8955.29 0.21 5013.20 10893.75 11044.70 0.25 5013.40 11658.44 13299.48 0.31 5013.60 12380.18 15702.99 0.36 5013.80 13121.41 18252.79 0.42 5014.00 13883.39 20952.91 0.48 5014.20 14668.97 23807.78 0.55 5014.40 15484.34 26822.75 0.62 5014.60 16402.04 30010.94 0.69 5014.80 17338.60 33384.57 0.77 5015.00 18403.47 36958.20 0.85 5015.20 20897.84 40885.74 0.94 5015.40 23715.17 45344.08 1.04 100-YR WSEL Quarry by Watermark ORIFICE RATING CURVE Pond 1 100-yr Orifice Project:Quarry by Watermark Date:8/27/2021 By:C. Ungerman 100-yr WSEL=5011.37 Orifice Plate Outflow Q 1 cfs Orifice Coefficient Cd 0.65 Gravity Constant g 32.2 ft/s^2 100-year head H 4.62 ft Orifice Area Ao 0.09 ft^2 Orifice Area Ao 12.84 in^2 Radius r 2.0 in Diameter d 4.0 in Orifice Curve Stage (ft)H (ft) Q (cfs) SWMM Stage Note 5006.75 0.00 0.00 0.00 Pond Invert 5006.95 0.20 0.21 0.20 5007.15 0.40 0.29 0.40 5007.35 0.60 0.36 0.60 5007.55 0.80 0.42 0.80 5007.75 1.00 0.47 1.00 5007.95 1.20 0.51 1.20 5008.15 1.40 0.55 1.40 5008.35 1.60 0.59 1.60 5008.55 1.80 0.62 1.80 5008.75 2.00 0.66 2.00 5008.95 2.20 0.69 2.20 5009.15 2.40 0.72 2.40 5009.35 2.60 0.75 2.60 5009.55 2.80 0.78 2.80 5009.75 3.00 0.81 3.00 5009.95 3.20 0.83 3.20 5010.15 3.40 0.86 3.40 5010.35 3.60 0.88 3.60 5010.55 3.80 0.91 3.80 5010.75 4.00 0.93 4.00 5010.95 4.20 0.95 4.20 5011.15 4.40 0.98 4.40 5011.35 4.60 1.00 4.60 5011.37 4.62 1.00 4.62 100-yr WSEL 8/27/2021 9:07 AM P:\1791-001\Drainage\Detention\1791-001_Pond 1 100-yr Restrictor\Orifice Size Quarry by Watermark ORIFICE RATING CURVE Pond 2 100-yr Orifice Project:Quarry by Watermark Date:8/27/2021 By:C. Ungerman 100-yr WSEL=5014.91 Orifice Plate Outflow Q 5.4 cfs Orifice Coefficient Cd 0.65 Gravity Constant g 32.2 ft/s^2 100-year head H 4.00 ft Orifice Area Ao 0.52 ft^2 Orifice Area Ao 74.54 in^2 Radius r 4.9 in Diameter d 9.7 in Orifice Curve Stage (ft)H (ft) Q (cfs) SWMM Stage Note 5010.91 0.00 0.00 0.00 Pond Invert 5011.11 0.20 1.21 0.20 5011.31 0.40 1.71 0.40 5011.51 0.60 2.09 0.60 5011.71 0.80 2.41 0.80 5011.91 1.00 2.70 1.00 5012.11 1.20 2.96 1.20 5012.31 1.40 3.19 1.40 5012.51 1.60 3.42 1.60 5012.71 1.80 3.62 1.80 5012.91 2.00 3.82 2.00 5013.11 2.20 4.00 2.20 5013.31 2.40 4.18 2.40 5013.51 2.60 4.35 2.60 5013.71 2.80 4.52 2.80 5013.91 3.00 4.68 3.00 5014.11 3.20 4.83 3.20 5014.31 3.40 4.98 3.40 5014.51 3.60 5.12 3.60 5014.71 3.80 5.26 3.80 5014.91 4.00 5.40 4.00 100-yr WSEL 8/27/2021 9:08 AM P:\1791-001\Drainage\Detention\1791-001_Pond 2 100-yr Restrictor\Orifice Size NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX B.2 – Water Quality Project: Basin ID: Depth Increment = 0.20 ft Watershed Information Top of Micropool -- 0.00 -- -- -- 13 0.000 Selected BMP Type =EDB Note: L / W Ratio > 8 -- 0.20 -- -- -- 266 0.006 28 0.001 Watershed Area = 6.45 acres L / W Ratio = 12.19 -- 0.40 -- -- -- 723 0.017 127 0.003 Watershed Length = 1,850 ft -- 0.60 -- -- -- 1,641 0.038 363 0.008 Watershed Length to Centroid = 925 ft -- 0.80 -- -- -- 2,919 0.067 819 0.019 Watershed Slope = 0.011 ft/ft -- 1.00 -- -- -- 4,473 0.103 1,558 0.036 Watershed Imperviousness = 79.00% percent -- 1.20 -- -- -- 5,816 0.134 2,587 0.059 Percentage Hydrologic Soil Group A = 7.5% percent -- 1.40 -- -- -- 6,985 0.160 3,867 0.089 Percentage Hydrologic Soil Group B = 69.8% percent -- 1.60 -- -- -- 8,061 0.185 5,372 0.123 Percentage Hydrologic Soil Groups C/D = 22.7% percent -- 1.80 -- -- -- 9,055 0.208 7,084 0.163 Target WQCV Drain Time = 40.0 hours -- 2.00 -- -- -- 10,007 0.230 8,990 0.206 Location for 1-hr Rainfall Depths = Denver - Capitol Building -- 2.20 -- -- -- 10,894 0.250 11,080 0.254 -- 2.40 -- -- -- 11,658 0.268 13,335 0.306 -- 2.60 -- -- -- 12,380 0.284 15,739 0.361 Optional User Overrides -- 2.80 -- -- -- 13,121 0.301 18,289 0.420 Water Quality Capture Volume (WQCV) =0.173 acre-feet 0.173 acre-feet -- 3.00 -- -- -- 13,883 0.319 20,990 0.482 Excess Urban Runoff Volume (EURV) =0.558 acre-feet 0.558 acre-feet -- 3.20 -- -- -- 14,669 0.337 23,845 0.547 2-yr Runoff Volume (P1 = 0.82 in.) = 0.327 acre-feet 0.82 inches -- 3.40 -- -- -- 15,484 0.355 26,860 0.617 5-yr Runoff Volume (P1 = 1.14 in.) = 0.481 acre-feet 1.14 inches -- 3.60 -- -- -- 16,402 0.377 30,049 0.690 10-yr Runoff Volume (P1 = 1.4 in.) = 0.619 acre-feet 1.40 inches -- 3.80 -- -- -- 17,339 0.398 33,423 0.767 25-yr Runoff Volume (P1 = 1.81 in.) = 0.861 acre-feet 1.81 inches -- 4.00 -- -- -- 18,403 0.422 36,997 0.849 50-yr Runoff Volume (P1 = 2.27 in.) = 1.122 acre-feet 2.27 inches -- 4.20 -- -- -- 20,898 0.480 40,927 0.940 100-yr Runoff Volume (P1 = 2.86 in.) = 1.470 acre-feet 2.86 inches -- 4.40 -- -- -- 23,715 0.544 45,388 1.042 500-yr Runoff Volume (P1 = 4.39 in.) = 2.360 acre-feet 4.39 inches -- -- -- -- Approximate 2-yr Detention Volume = 0.308 acre-feet -- -- -- -- Approximate 5-yr Detention Volume = 0.452 acre-feet -- -- -- -- Approximate 10-yr Detention Volume = 0.579 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.706 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 0.818 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 0.974 acre-feet -- -- -- -- -- -- -- -- Define Zones and Basin Geometry -- -- -- -- Zone 1 Volume (WQCV) = 0.173 acre-feet -- -- -- -- Zone 2 Volume (EURV - Zone 1) = 0.385 acre-feet -- -- -- -- Zone 3 Volume (100-year - Zones 1 & 2) = 0.416 acre-feet -- -- -- -- Total Detention Basin Volume = 0.974 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = user ft 3 -- -- -- -- Initial Surcharge Depth (ISD) = user ft -- -- -- -- Total Available Detention Depth (Htotal) = user ft -- -- -- -- Depth of Trickle Channel (HTC) =user ft -- -- -- -- Slope of Trickle Channel (STC) = user ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W) = user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) =user ft 2 -- -- -- -- Surcharge Volume Length (LISV) =user ft -- -- -- -- Surcharge Volume Width (WISV) =user ft -- -- -- -- Depth of Basin Floor (HFLOOR) =user ft -- -- -- -- Length of Basin Floor (LFLOOR) =user ft -- -- -- -- Width of Basin Floor (WFLOOR) =user ft -- -- -- -- Area of Basin Floor (AFLOOR) =user ft 2 -- -- -- -- Volume of Basin Floor (VFLOOR) =user ft 3 -- -- -- -- Depth of Main Basin (HMAIN) =user ft -- -- -- -- Length of Main Basin (LMAIN) =user ft -- -- -- -- Width of Main Basin (WMAIN) =user ft -- -- -- -- Area of Main Basin (AMAIN) =user ft 2 -- -- -- -- Volume of Main Basin (VMAIN) =user ft 3 -- -- -- -- Calculated Total Basin Volume (Vtotal) =user acre-feet -- -- -- -- -------- After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) The Quarry by Watermark MHFD-Detention, Version 4.04 (February 2021) Example Zone Configuration (Retention Pond) Quarry_MHFD-Detention_v4 04, Basin 8/27/2021, 9:16 AM Project: Basin ID: Estimated Estimated Stage (ft) Volume (ac-ft) Outlet Type Zone 1 (WQCV) 1.85 0.173 Orifice Plate Zone 2 (EURV) 3.24 0.385 Not Utilized Zone 3 (100-year) 4.28 0.416 Circular Orifice Total (all zones) 0.974 User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP)Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = N/A ft (distance below the filtration media surface) Underdrain Orifice Area = N/A ft2 Underdrain Orifice Diameter = N/A inches Underdrain Orifice Centroid = N/A feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP)Calculated Parameters for Plate Invert of Lowest Orifice = 0.00 ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = 8.333E-04 ft2 Depth at top of Zone using Orifice Plate = 1.85 ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = 7.40 inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = 0.12 sq. inches (diameter = 3/8 inch)Elliptical Slot Area = N/A ft2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (required) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) 0.00 0.62 1.23 Orifice Area (sq. inches) 0.12 0.12 0.12 Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular)Calculated Parameters for Vertical Orifice Zone 3 Circular Not Selected Zone 3 Circular Not Selected Invert of Vertical Orifice = 3.24 N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = N/A ft2 Depth at top of Zone using Vertical Orifice = 4.28 N/A ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = N/A feet Vertical Orifice Diameter = N/A inches User Input: Overflow Weir (Dropbox with Flat or Sloped Grate and Outlet Pipe OR Rectangular/Trapezoidal Weir (and No Outlet Pipe) Calculated Parameters for Overflow Weir grate Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho = N/A N/A ft (relative to basin bottom at Stage = 0 ft)Height of Grate Upper Edge, Ht =N/A N/A feet Overflow Weir Front Edge Length = N/A N/A feet Overflow Weir Slope Length = N/A N/A feet Overflow Weir Grate Slope = N/A N/A H:V Grate Open Area / 100-yr Orifice Area = N/A N/A Horiz. Length of Weir Sides = N/A N/A feet Overflow Grate Open Area w/o Debris = N/A N/A ft2 Overflow Grate Type = N/A N/A Overflow Grate Open Area w/ Debris = N/A N/A ft2 Debris Clogging % = N/A N/A % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice)Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe = N/A N/A ft (distance below basin bottom at Stage = 0 ft)Outlet Orifice Area = N/A N/A ft2 Circular Orifice Diameter = N/A N/A inches Outlet Orifice Centroid = N/A N/A feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal)Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Basin Volume at Top of Freeboard = acre-ft Max Ponding Depth of Target Storage Volume =4.40 feet Discharge at Top of Freeboard =cfs Routed Hydrograph Results Design Storm Return Period =WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) =N/A N/A 0.82 1.14 1.40 1.81 2.27 2.86 4.39 CUHP Runoff Volume (acre-ft) =0.173 0.558 0.327 0.481 0.619 0.861 1.122 1.470 2.360 Inflow Hydrograph Volume (acre-ft) =N/A N/A 0.327 0.481 0.619 0.861 1.122 1.470 2.360 CUHP Predevelopment Peak Q (cfs) =N/A N/A 0.0 0.1 0.5 1.8 2.9 4.8 8.9 OPTIONAL Override Predevelopment Peak Q (cfs) =N/A N/A Predevelopment Unit Peak Flow, q (cfs/acre) =N/A N/A 0.00 0.01 0.08 0.28 0.46 0.74 1.38 Peak Inflow Q (cfs) =N/A N/A 2.9 4.2 5.4 8.2 10.7 14.0 22.3 Peak Outflow Q (cfs) =0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ratio Peak Outflow to Predevelopment Q =N/A N/A N/A 0.2 0.0 0.0 0.0 0.0 0.0 Structure Controlling Flow =Plate Plate Plate Plate Plate Plate N/A N/A N/A Max Velocity through Grate 1 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) =N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) =>120 >120 >120 >120 >120 >120 >120 >120 >120 Time to Drain 99% of Inflow Volume (hours) =>120 >120 >120 >120 >120 >120 >120 >120 >120 Maximum Ponding Depth (ft) =1.85 3.24 2.46 2.98 3.39 4.01 4.40 4.40 4.40 Area at Maximum Ponding Depth (acres) =0.21 0.34 0.27 0.32 0.35 0.43 0.54 0.54 0.54 Maximum Volume Stored (acre-ft) =0.173 0.561 0.322 0.475 0.613 0.854 1.042 1.042 1.042 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.04 (February 2021) The Quarry by Watermark The user can override the default CUHP hydrographs and runoff volumes by entering new values in the Inflow Hydrographs table (Columns W through AF). Example Zone Configuration (Retention Pond) Quarry_MHFD-Detention_v4 04, Outlet Structure 8/27/2021, 9:17 AM COUNTA for Basin Tab =1 Ao Dia WQ Plate Type Vert Orifice 1Vert Orifice 2 Count_Underdrain = 0 0.11(diameter = 3/8 inch)2 2 1 Count_WQPlate = 1 0.14(diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch)Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24(diameter = 9/16 inch)1 1 5yr, <72hr 0 Count_Weir1 = 0 0.29(diameter = 5/8 inch)>5yr, <120hr 0 Count_Weir2 = 0 0.36(diameter = 11/16 inch)Max Depth Row Count_OutletPipe1 = 0 0.42(diameter = 3/4 inch)WQCV 186 Watershed Constraint Check Count_OutletPipe2 = 0 0.50(diameter = 13/16 inch)2 Year 247 Slope 0.011 COUNTA_2 (Standard FSD Setup)= 0 0.58(diameter = 7/8 inch)EURV 325 Shape 6.00 Hidden Parameters & Calculations 0.67(diameter = 15/16 inch)5 Year 299 MaxPondDepth_Error? FALSE 0.76 (diameter = 1 inch)10 Year 340 Spillway Depth Cd_Broad-Crested Weir 3.00 0.86(diameter = 1-1/16 inches)25 Year 402 WQ Plate Flow at 100yr depth = 0.02 0.97(diameter = 1-1/8 inches)50 Year 441 CLOG #1= N/A 1.08(diameter = 1-3/16 inches)100 Year 441 1 Z1_Boolean n*Cdw #1 = N/A 1.20(diameter = 1-1/4 inches)500 Year 441 1 Z2_Boolean n*Cdo #1 = N/A 1.32(diameter = 1-5/16 inches)Zone3_Pulldown Message 0 Z3_Boolean Overflow Weir #1 Angle = N/A 1.45(diameter = 1-3/8 inches)1 Opening Message CLOG #2= N/A 1.59(diameter = 1-7/16 inches)Draintime Running n*Cdw #2 = N/A 1.73(diameter = 1-1/2 inches)Outlet Boolean Outlet Rank Total (1 to 4) n*Cdo #2 = N/A 1.88(diameter = 1-9/16 inches)Vertical Orifice 1 0 0 0 Overflow Weir #2 Angle = N/A 2.03(diameter = 1-5/8 inches)Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.00 2.20(diameter = 1-11/16 inches)Overflow Weir 1 0 0 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 2.36(diameter = 1-3/4 inches)Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 2.54(diameter = 1-13/16 inches)Outlet Pipe 1 0 0 0 Freeboard 2.72(diameter = 1-7/8 inches)Outlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 0 2.90(diameter = 1-15/16 inches)0 Spillway Length CountA_3 (EURV & 100yr) = 0 3.09(diameter = 2 inches)FALSE Time Interval CountA_4 (100yr Only) = 0 3.29(use rectangular openings)Button Visibility Boolean COUNTA_5 (FSD Weir Only)= 0 0 WQCV Underdrain COUNTA_6 (EURV Weir Only)= 0 1 WQCV Plate 0 EURV-WQCV Plate Outlet1_Pulldown_Boolean 0 EURV-WQCV VertOriice Outlet2_Pulldown_Boolean 0 Outlet 90% Qpeak Outlet3_Pulldown_Boolean 0 Outlet Undetained 0 Weir Only 90% Qpeak 0 Five Year Ratio Plate 0 Five Year Ratio VertOrifice EURV_draintime_user Spillway Options Offset Overlapping S-A-V-D Chart Axis Default X-axis Left Y-Axis Right Y-Axis minimum bound 0.00 0 0 maximum bound 6.00 50,000 10 DETENTION BASIN OUTLET STRUCTURE DESIGN MHFD-Detention, Version 4.04 (February 2021) 0 5 10 15 20 25 0.1 1 10FLOW [cfs]TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0 1 2 3 4 5 6 7 8 9 10 0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 45,000 50,000 0.00 1.00 2.00 3.00 4.00 5.00 6.00 OUTFLOW [cfs]AREA [ft^2], VOLUME [ft^3]PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] Quarry_MHFD-Detention_v4 04, Outlet Structure 8/27/2021, 9:19 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =72.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i = 0.720 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.23 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 318,413 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 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 =7,243 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 =4585 sq ft D) Actual Flat Surface Area AActual =6646 sq ft E) Area at Design Depth (Top Surface Area)ATop =7973 sq ft F) Rain Garden Total Volume VT=7,310 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =cu ft iii) Orifice Diameter, 3/8" Minimum DO = in Design Procedure Form: Rain Garden (RG) C. Ungerman August 27, 2021 The Quarry Rain Garden A UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO Rain Garden A_UD-BMP_v3.07, RG 8/27/2021, 9:21 AM 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) C. Ungerman August 27, 2021 The Quarry Rain Garden A 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 Rain Garden A_UD-BMP_v3.07, RG 8/27/2021, 9:21 AM Project Title Date: Project Number Calcs By: City Basins 0.8 WQCV = Watershed inches of Runoff (inches)77% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100)0.248 in A =1.75 ac V = 0.0362 ac-ft V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1894 cu. ft. Drain Time a = i = WQCV = Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event The Quarry August 27, 2021 1791-001 C. Ungerman Fort Collins Stormtech Chambers 1 (A2) 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 Project Title Date: Project Number Calcs By: City Basins 0.8 WQCV = Watershed inches of Runoff (inches)58% a = Runoff Volume Reduction (constant) i = Total imperviousness Ratio (i = Iwq/100)0.184 in A =1.87 ac V = 0.0286 ac-ft V = Water Quality Design Volume (ac-ft) WQCV = Water Quality Capture Volume (inches) A = Watershed Area (acres) 1496 cu. ft. Drain Time a = i = WQCV = Figure EDB-2 - Water Quality Capture Volume (WQCV), 80th Percentile Runoff Event The Quarry August 27, 2021 1791-001 C. Ungerman Fort Collins Stormtech Chambers 2 (D5, D6, D7) 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 : Basin A WQ 0.99 5.00 min 1313 ft3 1.75 acres 0.03 ac-ft Max Release Rate =0.68 cfs Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustment Factor QWQ (cfs) Outflow Volume (ft3) Storage Volume (ft3) 5 1.425 741 1.00 0.68 204 537 10 1.105 1149 1.00 0.68 408 741 15 0.935 1458 0.67 0.45 408 1050 20 0.805 1674 0.63 0.43 510 1164 25 0.715 1858 0.60 0.41 612 1246 30 0.650 2027 0.58 0.40 714 1313 35 0.585 2128 0.57 0.39 816 1312 40 0.535 2225 0.56 0.38 918 1307 45 0.495 2315 0.56 0.38 1020 1295 50 0.460 2391 0.55 0.37 1122 1269 55 0.435 2487 0.55 0.37 1224 1263 60 0.410 2557 0.54 0.37 1326 1231 65 0.385 2601 0.54 0.37 1428 1173 70 0.365 2656 0.54 0.36 1530 1126 75 0.345 2690 0.53 0.36 1632 1058 80 0.330 2744 0.53 0.36 1734 1010 85 0.315 2783 0.53 0.36 1836 947 90 0.305 2853 0.53 0.36 1938 915 95 0.290 2864 0.53 0.36 2040 824 100 0.280 2911 0.53 0.36 2142 769 105 0.270 2947 0.52 0.36 2244 703 110 0.260 2973 0.52 0.36 2346 627 115 0.255 3048 0.52 0.35 2448 600 120 0.245 3056 0.52 0.35 2550 506 *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 1791-001 The Quarry Project Number : Project Name : Chambers Page 1 of 1 1791-001 Chamber Summary Pond No : Basin A WQ 0.83 6.10 min 1167 ft3 1.87 acres 0.03 ac-ft Max Release Rate =0.60 cfs Time (min) Ft Collins WQ Intensity (in/hr) Inflow Volume (ft3) Outflow Adjustment Factor QWQ (cfs) Outflow Volume (ft3) Storage Volume (ft3) 5 1.425 664 1.00 0.60 180 484 10 1.105 1029 1.00 0.60 360 669 15 0.935 1306 0.70 0.42 380 926 20 0.805 1499 0.65 0.39 470 1030 25 0.715 1665 0.62 0.37 560 1105 30 0.650 1816 0.60 0.36 650 1166 35 0.585 1907 0.59 0.35 740 1167 40 0.535 1993 0.58 0.35 830 1163 45 0.495 2074 0.57 0.34 920 1155 50 0.460 2142 0.56 0.34 1010 1132 55 0.435 2228 0.56 0.33 1100 1128 60 0.410 2291 0.55 0.33 1190 1101 65 0.385 2330 0.55 0.33 1280 1051 70 0.365 2379 0.54 0.33 1370 1010 75 0.345 2410 0.54 0.32 1460 950 80 0.330 2459 0.54 0.32 1550 909 85 0.315 2493 0.54 0.32 1640 854 90 0.305 2556 0.53 0.32 1730 827 95 0.290 2566 0.53 0.32 1820 746 100 0.280 2608 0.53 0.32 1910 698 105 0.270 2640 0.53 0.32 2000 640 110 0.260 2663 0.53 0.32 2090 574 115 0.255 2731 0.53 0.32 2180 551 120 0.245 2738 0.53 0.32 2270 468 *Note: Using the method described in FCSCM Chapter 6 Section 2.3 C = Tc = A = Chambers Input Variables Results Design Point Design Storm Required Detention Volume Project Location : Fort Collins, Colorado DETENTION POND CALCULATION; MODIFIED FAA METHOD w/ Ft Collins IDF Project Number : 1791-001 Project Name : The Quarry Page 1 of 1 1791-001 Chamber Summary Vault ID Total Required WQ Volume (cf) Flow, WQ (cfs) Chamber Type Chamber Release Ratea (cfs) Chamber Volumeb (cf) Installed Chamber w/ Aggregatec (cf) Mimimum No. of Chambersd Total Release Ratee (cfs) Required Storage Volume by FAA Method (cf) Mimimum No. of Chambersf Storage Provided within the Chambersg (cf) Total Installed System Volumeh (cf) Pond1 1894 1.97 SC-740 0.024 45.90 74.90 26 0.61 1313 29 1331 1947 Pond2 1496 0.58 SC-740 0.024 45.90 74.90 20 0.47 1167 26 1193 1498 a. Release rate per chamber, limited by flow through geotextile with accumulated sediment. b. Volume within chamber only, not accounting for void spaces in surrounding aggregate. c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit. d. Number of chambers required to provide full WQCV within total installed system, including aggregate. e. Release rate per chamber times number of chambers. f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage). g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume. h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV. Chamber Configuration Summary P:\1791-001\Drainage\LID\1791-001 Chamber Summary 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)29.3 29.3 74.9 175.0 162.6 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:\1791-001\Drainage\LID\1791-001 Chamber Summary NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX B.3 – Storm Sewers NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX B.4 – Inlets Project:1791-001 Calculations By:Cassandra Ungerman Date: A2 INLET 2-5 3.97 17.17 48.60* 48.60 0.00 Area Inlet 2' X 15' Captures 100-yr for A2 and Q100 unintercepted for all B basins B1 INLET 3-4 25.24 n/a n/a n/a Nyoplast 30 in. 30" 30" basin will capture 2-yr flows(16.83 cfs) + 50% clogging factor B2 INLET 1-3 1.25 5.33 4.47 0.86 Nyloplast 3'X3' (36" basin) 3' X 3' Overflow continues to DP A2 B3 INLET 1-4 6.20 24.03 6.20 17.83 Nyloplast 3'X3' (36" basin) 3' X 3' Captures 2-yr flow - Overflow continues to DP A2 B6 INLET 1-9.5 2.35 8.64 2.80 5.84 Type R 5' Captures 2-yr flow w/ 4" ponding - Overflow continues to DP A2 B7 INLET 1-9.1 2.04 7.92 2.80 5.12 Type R 5' Can capture 2-yr w/ 4" ponding - Overflow continues to DP A2 B9 INLET 1-5.1 1.24 4.57 2.80 1.77 Type R 5' Captures 2-yr flow w/ 4" ponding- Overflow continues to DP A2 B10 INLET 1-6.3 0.29 1.25 1.25 0.00 Type R 5' Captures 100-yr flow D3 INLET 6-2 4.57** 2.13 17.79** 5.90 11.89 Type R 5' Captures 2-yr flow - Overflow will continue to sidewalk chase D5 INLET 4-4A 2.75 10.67 10.67 0.00 Nyloplast 3'X3' (30" basin) 3' X 3' Captures 100-yr flow w/ ~6" ponding Notes: *Q100 for Inlet 2-5 (DP A2) includes the Q100 value for A2 (17.24 cfs) AND the sum of the Q100 Intercepted values for basins B1-B10 **Q values for Inlet 6-2 (DP D3) include the Q value for D3 (2.13 cfs) AND the sum of the Q values for basins OS2 and F2 ***All landscape area drains shall be minimum 8" Nyloplast dome grate or determined by pipe size. Landscape flows accounted for at the main. Q100 Unintercepted Inlet SizeQ100 Total INLET CAPACITY SUMMARY August 27, 2021 Design Point Q100 Intercepted Inlet TypeDesign Inlet Label NotesQ2 Q100 P:\1791-001\Drainage\Inlets\Inlet Summary Table\inlet summary Area Inlet Performance Curve: Quarry Inlet 1-3 (DP B2) Governing Equations: At low flow depths, 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) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage-discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters: Type of Grate: Nyloplast 3'X3' Grate w/ 36" Basin Length of Grate (ft): 3.00 Width of Grate (ft): 3.00 Open Area of Grate (ft 2):7.65 Flowline Elevation (ft): 5012.52 Clogging Factor: 0.60 Depth vs. Flow: Depth Above Inlet (ft) Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs) 0.05 5012.57 0.24 5.52 0.24 0.10 5012.62 0.68 7.80 0.68 0.15 5012.670 1.25 9.55 1.25 Q2 0.20 5012.72 1.93 11.03 1.93 0.25 5012.770 2.70 12.33 2.70 0.30 5012.82 3.55 13.51 3.55 0.35 5012.87 4.47 14.59 4.47 Qintercepted 0.40 5012.920 5.46 15.60 5.46 0.45 5012.97 6.52 16.55 6.52 0.50 5013.02 7.64 17.44 7.64 0.55 5013.070 8.81 18.29 8.81 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60Discharge (cfs)Stage (ft) Stage - Discharge Curves Weir Flow Orifice Flow 5.10.3 HPQ= 5.0)2(67.0 gHAQ= Area Inlet Performance Curve: Quarry Inlet 1-4 (DP B3) Governing Equations: At low flow depths, 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) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage-discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters: Type of Grate: Nyloplast 3'X3' Grate w/ 36" Basin Length of Grate (ft): 3.00 Width of Grate (ft): 3.00 Open Area of Grate (ft 2):7.65 Flowline Elevation (ft): 5012.87 Clogging Factor: 0.60 Depth vs. Flow: Depth Above Inlet (ft) Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs) 0.05 5012.92 0.24 5.52 0.24 0.10 5012.97 0.68 7.80 0.68 0.15 5013.020 1.25 9.55 1.25 0.20 5013.07 1.93 11.03 1.93 0.25 5013.120 2.70 12.33 2.70 0.30 5013.17 3.55 13.51 3.55 0.35 5013.22 4.47 14.59 4.47 0.40 5013.270 5.46 15.60 5.46 0.45 5013.32 6.52 16.55 6.52 0.50 5013.37 7.64 17.44 7.64 0.55 5013.420 8.81 18.29 8.81 Q2 5013.30 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60Discharge (cfs)Stage (ft) Stage - Discharge Curves Weir Flow Orifice Flow 5.10.3 HPQ= 5.0)2(67.0 gHAQ= Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =1.00 ft Street Transverse Slope SX =0.021 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.0 4.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) The Quarry by Watermark Inlet 1-5.1 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No = 1 1 Water Depth at Flowline (outside of local depression)Ponding Depth = 4.0 4.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.00 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.25 0.25 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.51 0.51 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =2.8 2.8 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =1.2 4.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) W o W P CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =1.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.0 4.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) The Quarry by Watermark Inlet 1-6.3 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No = 1 1 Water Depth at Flowline (outside of local depression)Ponding Depth = 4.0 4.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.00 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.25 0.25 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.51 0.51 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =2.8 2.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.3 1.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) W o W P CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =1.00 ft Street Transverse Slope SX =0.013 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) The Quarry by Watermark Inlet 1-9.1 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No = 1 1 Water Depth at Flowline (outside of local depression)Ponding Depth = 4.0 4.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.00 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.25 0.25 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.51 0.51 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =2.8 2.8 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =2.0 14.2 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) W o W P CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =1.00 ft Street Transverse Slope SX =0.030 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =4.0 4.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) The Quarry by Watermark Inlet 1-9.4 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No = 1 1 Water Depth at Flowline (outside of local depression)Ponding Depth = 4.0 4.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.00 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.25 0.25 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.51 0.51 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =2.8 2.8 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =2.4 8.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) W o W P CDOT Type R Curb Opening Override Depths 1 Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =12.00 inches Distance from Curb Face to Street Crown TCROWN =20.0 ft Gutter Width W =4.00 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 =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =20.0 20.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =12.0 12.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) The Quarry by Watermark Inlet 2-5 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 = 5 5 Water Depth at Flowline (outside of local depression)Ponding Depth = 12.0 12.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Warning 1 Height of Vertical Curb Opening in Inches Hvert =12.00 12.00 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 =4.00 4.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =1.059 1.059 ft Depth for Curb Opening Weir Equation dCurb =0.67 0.67 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =1.00 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =1.00 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =53.9 53.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =4.0 48.6 cfs Warning 1: Dimension entered is not a typical dimension for inlet type specified. CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths 1 Area Inlet Performance Curve: Quarry Inlet 3-4 (DP B1) Governing Equations: At low flow depths, 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) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage-discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters: Type of Grate: Nyloplast 30" Dome Grate Length of Grate (ft): 2.50 Width of Grate (ft): 2.50 Open Area of Grate (ft 2):4.91 Flowline Elevation (ft): 5012.52 Clogging Factor: 0.80 Depth vs. Flow: Depth Above Inlet (ft) Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs) 0.20 5012.72 2.15 9.44 2.15 0.40 5012.92 6.07 13.35 6.07 0.60 5013.120 11.15 16.35 11.15 0.80 5013.32 17.17 18.88 17.17 1.00 5013.520 24.00 21.10 21.10 1.20 5013.72 31.55 23.12 23.12 1.40 5013.92 39.76 24.97 24.97 1.60 5014.120 48.57 26.70 26.70 1.80 5014.32 57.96 28.31 28.31 2.00 5014.52 67.88 29.85 29.85 2.20 5014.720 78.32 31.30 31.30 Q2 5013.60 0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 0.00 0.50 1.00 1.50 2.00 2.50Discharge (cfs)Stage (ft) Stage - Discharge Curves Weir Flow Orifice Flow 5.10.3 HPQ= 5.0)2(67.0 gHAQ= Area Inlet Performance Curve: Quarry Inlet 4-4A (DP D5) Governing Equations: At low flow depths, 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) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage-discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters: Type of Grate: Nyloplast 3' X 3' w/ 30" basin Length of Grate (ft): 3.00 Width of Grate (ft): 3.00 Open Area of Grate (ft 2):7.65 Flowline Elevation (ft): 5015.26 Allowable Capacity: 0.50 Depth vs. Flow: Depth Above Inlet (ft) Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs) 0.10 5015.36 0.57 6.50 0.57 0.20 5015.46 1.61 9.19 1.61 0.30 5015.560 2.96 11.26 2.96 0.40 5015.66 4.55 13.00 4.55 0.50 5015.760 6.36 14.54 6.36 0.60 5015.86 8.37 15.92 8.37 0.70 5015.96 10.54 17.20 10.54 0.80 5016.060 12.88 18.39 12.88 0.90 5016.16 15.37 19.50 15.37 1.00 5016.26 18.00 20.56 18.00 1.10 5016.360 20.77 21.56 20.77 Q100 5015.97 0.00 5.00 10.00 15.00 20.00 25.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft) Stage - Discharge Curves Weir Flow Orifice Flow 5.10.3 HPQ= 5.0)2(67.0 gHAQ= Area Inlet Performance Curve: Quarry Inlet 4-4A (DP D5) Governing Equations: At low flow depths, 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) The exact depth at which the inlet ceases to act like a weir, and begins to act like an orifice is unknown. However, what is known, is that the stage-discharge curves of the weir equation and the orifice equation will cross at a certain flow depth. The two curves can be found below: If H > 1.792 (A/P), then the grate operates like an orifice; otherwise it operates like a weir. Input Parameters: Type of Grate: Nyloplast 3' X 3' w/ 30" basin Length of Grate (ft): 3.00 Width of Grate (ft): 3.00 Open Area of Grate (ft 2):7.65 Flowline Elevation (ft): 5015.26 Clogging Factor: 0.50 Depth vs. Flow: Depth Above Inlet (ft) Elevation (ft) Shallow Weir Flow (cfs) Orifice Flow (cfs) Actual Flow (cfs) 0.10 5015.36 0.57 6.50 0.57 0.20 5015.46 1.61 9.19 1.61 0.30 5015.560 2.96 11.26 2.96 0.40 5015.66 4.55 13.00 4.55 0.50 5015.760 6.36 14.54 6.36 0.60 5015.86 8.37 15.92 8.37 0.70 5015.96 10.54 17.20 10.54 0.80 5016.060 12.88 18.39 12.88 0.90 5016.16 15.37 19.50 15.37 1.00 5016.26 18.00 20.56 18.00 1.10 5016.360 20.77 21.56 20.77 Q100 5015.97 0.00 5.00 10.00 15.00 20.00 25.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20Discharge (cfs)Stage (ft) Stage - Discharge Curves Weir Flow Orifice Flow 5.10.3 HPQ= 5.0)2(67.0 gHAQ= Project: Inlet ID: Gutter Geometry (Enter data in the blue cells) Maximum Allowable Width for Spread Behind Curb TBACK =0.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =25.0 ft Gutter Width W =1.00 ft Street Transverse Slope SX =0.010 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.015 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =25.0 25.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Version 4.05 Released March 2017 ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) The Quarry by Watermark Inlet 6-2 1 Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No = 1 1 Water Depth at Flowline (outside of local depression)Ponding Depth = 6.0 6.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta = 63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =1.00 1.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.42 0.42 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 0.77 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.9 5.9 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =4.6 17.8 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION Version 4.05 Released March 2017 H-VertH-Curb W Lo (C) Lo (G) W o W P CDOT Type R Curb Opening Override Depths 1 NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX B.5 – Overtopping Analysis HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0 cfs Design Flow: 47 cfs Maximum Flow: 47 cfs Table 1 - Summary of Culvert Flows at Crossing: Spillway B2 Headwater Elevation (ft) Total Discharge (cfs)Spillway B2 Discharge (cfs) Roadway Discharge (cfs) Iterations 5012.04 0.00 0.00 0.00 1 5013.38 4.70 0.00 4.66 16 5013.48 9.40 0.00 9.34 7 5013.55 14.10 0.00 14.01 5 5013.60 18.80 0.00 18.68 4 5013.65 23.50 0.00 23.47 4 5013.69 28.20 0.00 28.26 3 5013.72 32.90 0.00 32.88 3 5013.76 37.60 0.00 37.59 3 5013.79 42.30 0.00 42.19 2 5013.82 47.00 0.00 46.96 2 5013.04 0.00 0.00 0.00 Overtopping Rating Curve Plot for Crossing: Spillway B2 Table 2 - Culvert Summary Table: Spillway B2 Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 0.00 0.00 5012.04 0.000 0.040 0-NF 0.000 0.000 0.002 0.000 0.000 0.000 4.70 0.00 5013.38 0.000 0.215 4-FFf -1.000 0.000 0.002 0.175 0.000 2.681 9.40 0.00 5013.48 0.000 0.308 4-FFf -1.000 0.000 0.002 0.268 0.000 3.513 14.10 0.00 5013.55 0.000 0.383 4-FFf -1.000 0.000 0.002 0.343 0.000 4.107 18.80 0.00 5013.60 0.000 0.450 4-FFf -1.000 0.000 0.002 0.410 0.000 4.585 23.50 0.00 5013.65 0.000 0.511 4-FFf -1.000 0.000 0.002 0.471 0.000 4.991 28.20 0.00 5013.69 0.000 0.568 4-FFf -1.000 0.000 0.002 0.528 0.000 5.346 32.90 0.00 5013.72 0.000 0.621 4-FFf -1.000 0.000 0.002 0.581 0.000 5.665 37.60 0.00 5013.76 0.000 0.672 4-FFf -1.000 0.000 0.002 0.632 0.000 5.954 42.30 0.00 5013.79 0.000 0.720 4-FFf -1.000 0.000 0.002 0.680 0.000 6.219 47.00 0.00 5013.82 0.000 0.767 4-FFf -1.000 0.000 0.002 0.727 0.000 6.467 ******************************************************************************** Straight Culvert Inlet Elevation (invert): 5012.00 ft, Outlet Elevation (invert): 5012.00 ft Culvert Length: 4.00 ft, Culvert Slope: 0.0000 ******************************************************************************** Culvert Performance Curve Plot: Spillway B2 Water Surface Profile Plot for Culvert: Spillway B2 Site Data - Spillway B2 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 5012.00 ft Outlet Station: 4.00 ft Outlet Elevation: 5012.00 ft Number of Barrels: 1 Culvert Data Summary - Spillway B2 Barrel Shape: Circular Barrel Diameter: 0.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0120 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: None Table 3 - Downstream Channel Rating Curve (Crossing: Spillway B2) Flow (cfs)Water Surface Elev (ft) Depth (ft)Velocity (ft/s)Shear (psf)Froude Number 0.00 5012.04 0.00 0.00 0.00 0.00 4.70 5012.22 0.18 2.68 0.05 1.13 9.40 5012.31 0.27 3.51 0.08 1.20 14.10 5012.38 0.34 4.11 0.11 1.24 18.80 5012.45 0.41 4.58 0.13 1.26 23.50 5012.51 0.47 4.99 0.15 1.28 28.20 5012.57 0.53 5.35 0.16 1.30 32.90 5012.62 0.58 5.67 0.18 1.31 37.60 5012.67 0.63 5.95 0.20 1.32 42.30 5012.72 0.68 6.22 0.21 1.33 47.00 5012.77 0.73 6.47 0.23 1.34 Tailwater Channel Data - Spillway B2 Tailwater Channel Option: Rectangular Channel Bottom Width: 10.00 ft Channel Slope: 0.0050 Channel Manning's n: 0.0120 Channel Invert Elevation: 5012.04 ft Roadway Data for Crossing: Spillway B2 Roadway Profile Shape: Irregular Roadway Shape (coordinates) Roadway Surface: Paved Roadway Top Width: 1.00 ft Crossing Front View (Roadway Profile): Spillway B2 HY-8 Culvert Analysis Report Crossing Discharge Data Discharge Selection Method: Specify Minimum, Design, and Maximum Flow Minimum Flow: 0 cfs Design Flow: 42 cfs Maximum Flow: 42 cfs Table 1 - Summary of Culvert Flows at Crossing: Spillway B3 Headwater Elevation (ft) Total Discharge (cfs)Spillway B3 Discharge (cfs) Roadway Discharge (cfs) Iterations 5012.10 0.00 0.00 0.00 1 5013.40 4.20 0.00 4.16 14 5013.48 8.40 0.00 8.36 6 5013.54 12.60 0.00 12.57 5 5013.60 16.80 0.00 16.74 4 5013.64 21.00 0.00 20.97 4 5013.69 25.20 0.00 25.12 3 5013.72 29.40 0.00 29.36 3 5013.76 33.60 0.00 33.58 3 5013.80 37.80 0.00 37.67 2 5013.83 42.00 0.00 41.95 2 5013.11 0.00 0.00 0.00 Overtopping Rating Curve Plot for Crossing: Spillway B3 Table 2 - Culvert Summary Table: Spillway B3 Total Discharge (cfs) Culvert Discharge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Depth (ft) Flow Type Normal Depth (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 0.00 0.00 5012.10 0.000 0.090 0-NF 0.000 0.000 0.002 0.000 0.000 0.000 4.20 0.00 5013.40 0.000 0.254 4-FFf -1.000 0.000 0.002 0.164 0.000 2.564 8.40 0.00 5013.48 0.000 0.340 4-FFf -1.000 0.000 0.002 0.250 0.000 3.362 12.60 0.00 5013.54 0.000 0.410 4-FFf -1.000 0.000 0.002 0.320 0.000 3.933 16.80 0.00 5013.60 0.000 0.472 4-FFf -1.000 0.000 0.002 0.382 0.000 4.392 21.00 0.00 5013.64 0.000 0.529 4-FFf -1.000 0.000 0.002 0.439 0.000 4.782 25.20 0.00 5013.69 0.000 0.582 4-FFf -1.000 0.000 0.002 0.492 0.000 5.125 29.40 0.00 5013.72 0.000 0.631 4-FFf -1.000 0.000 0.002 0.541 0.000 5.431 33.60 0.00 5013.76 0.000 0.678 4-FFf -1.000 0.000 0.002 0.588 0.000 5.710 37.80 0.00 5013.80 0.000 0.724 4-FFf -1.000 0.000 0.002 0.634 0.000 5.966 42.00 0.00 5013.83 0.000 0.767 4-FFf -1.000 0.000 0.002 0.677 0.000 6.204 ******************************************************************************** Straight Culvert Inlet Elevation (invert): 5012.01 ft, Outlet Elevation (invert): 5012.01 ft Culvert Length: 4.00 ft, Culvert Slope: 0.0000 ******************************************************************************** Culvert Performance Curve Plot: Spillway B3 Water Surface Profile Plot for Culvert: Spillway B3 Site Data - Spillway B3 Site Data Option: Culvert Invert Data Inlet Station: 0.00 ft Inlet Elevation: 5012.01 ft Outlet Station: 4.00 ft Outlet Elevation: 5012.01 ft Number of Barrels: 1 Culvert Data Summary - Spillway B3 Barrel Shape: Circular Barrel Diameter: 0.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0120 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: None Table 3 - Downstream Channel Rating Curve (Crossing: Spillway B3) Flow (cfs)Water Surface Elev (ft) Depth (ft)Velocity (ft/s)Shear (psf)Froude Number 0.00 5012.10 0.00 0.00 0.00 0.00 4.20 5012.26 0.16 2.56 0.05 1.12 8.40 5012.35 0.25 3.36 0.08 1.19 12.60 5012.42 0.32 3.93 0.10 1.22 16.80 5012.48 0.38 4.39 0.12 1.25 21.00 5012.54 0.44 4.78 0.14 1.27 25.20 5012.59 0.49 5.12 0.15 1.29 29.40 5012.64 0.54 5.43 0.17 1.30 33.60 5012.69 0.59 5.71 0.18 1.31 37.80 5012.73 0.63 5.97 0.20 1.32 42.00 5012.78 0.68 6.20 0.21 1.33 Tailwater Channel Data - Spillway B3 Tailwater Channel Option: Rectangular Channel Bottom Width: 10.00 ft Channel Slope: 0.0050 Channel Manning's n: 0.0120 Channel Invert Elevation: 5012.10 ft Roadway Data for Crossing: Spillway B3 Roadway Profile Shape: Irregular Roadway Shape (coordinates) Roadway Surface: Paved Roadway Top Width: 1.00 ft Crossing Front View (Roadway Profile): Spillway B3 NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX B.6 – Overflow Weirs Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, Aug 26 2021 North Swale Triangular Side Slopes (z:1) = 6.00, 3.00 Total Depth (ft) = 3.20 Invert Elev (ft) = 5010.84 Slope (%) = 0.50 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 17.20 Highlighted Depth (ft) = 1.32 Q (cfs) = 17.20 Area (sqft) = 7.84 Velocity (ft/s) = 2.19 Wetted Perim (ft) = 12.20 Crit Depth, Yc (ft) = 0.99 Top Width (ft) = 11.88 EGL (ft) = 1.39 0 5 10 15 20 25 30 35 40 Elev (ft)Depth (ft)Section 5009.00 -1.84 5010.00 -0.84 5011.00 0.16 5012.00 1.16 5013.00 2.16 5014.00 3.16 5015.00 4.16 Reach (ft) Weir Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Aug 20 2021 Pond 1 Emergency Overflow Trapezoidal Weir Crest = Sharp Bottom Length (ft) = 65.00 Total Depth (ft) = 1.00 Side Slope (z:1) = 4.00 Calculations Weir Coeff. Cw = 3.10 Compute by: Known Q Known Q (cfs) = 71.00 Highlighted Depth (ft) = 0.50 Q (cfs) = 71.00 Area (sqft) = 33.50 Velocity (ft/s) = 2.12 Top Width (ft) = 69.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 Depth (ft)Depth (ft)Pond 1 Emergency Overflow -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. Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Thursday, Aug 26 2021 4' SIDEWALK CULVERT Rectangular Bottom Width (ft) = 4.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 100.00 Slope (%) = 1.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 21.54 Highlighted Depth (ft) = 0.63 Q (cfs) = 21.54 Area (sqft) = 2.52 Velocity (ft/s) = 8.55 Wetted Perim (ft) = 5.26 Crit Depth, Yc (ft) = 0.97 Top Width (ft) = 4.00 EGL (ft) = 1.77 0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5 Elev (ft)Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, Jul 13 2021 Overflow Swale 1 Trapezoidal Bottom Width (ft) = 3.80 Side Slopes (z:1) = 4.00, 10.00 Total Depth (ft) = 1.65 Invert Elev (ft) = 100.00 Slope (%) = 1.50 N-Value = 0.035 Calculations Compute by: Known Q Known Q (cfs) = 65.00 Highlighted Depth (ft) = 1.25 Q (cfs) = 65.00 Area (sqft) = 15.69 Velocity (ft/s) = 4.14 Wetted Perim (ft) = 21.52 Crit Depth, Yc (ft) = 1.16 Top Width (ft) = 21.30 EGL (ft) = 1.52 0 5 10 15 20 25 30 35 40 Elev (ft) Depth (ft)Section 99.50 -0.50 100.00 0.00 100.50 0.50 101.00 1.00 101.50 1.50 102.00 2.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.Friday, Aug 27 2021 Spring Creek Access Trapezoidal Bottom Width (ft) = 12.00 Side Slopes (z:1) = 9.00, 3.00 Total Depth (ft) = 1.00 Invert Elev (ft) = 5012.44 Slope (%) = 4.00 N-Value = 0.012 Calculations Compute by: Known Q Known Q (cfs) = 70.00 Highlighted Depth (ft) = 0.41 Q (cfs) = 70.00 Area (sqft) = 5.93 Velocity (ft/s) = 11.81 Wetted Perim (ft) = 17.01 Crit Depth, Yc (ft) = 0.88 Top Width (ft) = 16.92 EGL (ft) = 2.58 0 5 10 15 20 25 30 35 Elev (ft)Depth (ft)Section 5011.50 -0.94 5012.00 -0.44 5012.50 0.06 5013.00 0.56 5013.50 1.06 5014.00 1.56 Reach (ft) NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX B.7 – Erosion Control Mats Calculations 1791-001 Quarry by Watermark 1791-001 Fort Collins, CO C. Ungerman Date:8/27/2021 Forbay Total Undetained Area Contributing to Pond Percent Impervious WQCV Forebay Forebay Depth Forebay Area Forebay Release (2%) (ac) (%) (ac-ft) 1% of WQCV (ft)(ft2)(cfs) Rain Garden A 6.21 79.00% 0.133385 0.001333852 1 58 0.7 Urban Drainage Equation 3-1 Urban Drainage Equation 3-3 Urban Drainage Table 3-2 Project Number: Project Location: Calculations By: Forebay Calculations () ( ) ( ) ( )hoursa hoursa hoursa AWQCVV IIIaWQCV 400.1 249.0 128.0 12 78.019.191.0 23 = = =   = +-= Project: 1791-001 Date: August 27, 2021 Calculation by: CLU Storm Line Pipe Diameter (in) Velocity (cfs) Transition Mat W x L 2 & 2A 24 5* 8'x8' 3 24 9.90 8'x8' 4 24 3.21 8'x8' 5 24 8.88 8'x8' 6 24 2.32 8'x8' Scourstop Schedule Notes: *Pipes 2 & 2A have approx. 5 cfs per pipe CALCULATIONS FOR SCOURSTOP PROTECTION AT PIPE OUTLETS ScourStop® DESIGN GUIDE Circular Culvert Outlet Protection scourstop.com PERFORMANCE AESTHETICS NPDES-COMPLIANT COST-EFFECTIVE the green solution to riprap ® ScourStop transition mats protect against erosion and scour at culvert outlets with a vegetated solution in areas traditionally protected with rock or other hard armor. ScourStop is part of a system that includes semi-rigid transition mats installed over sod or turf reinforcement mats. Each 4’ x 4’ x 1/2” mat is made of high-density polyethylene and secured tightly to the ground with anchors. why use the SCOURSTOP SYSTEM? - If velocity is greater than 16 fps, contact manufacturer for design assistance. - ScourStop mats have been shown to at least double the effectiveness of turf reinforcement mats. - ScourStop fully vegetated channel (2:1 slope): velocity = 31 fps, shear stress = 16 psf. PIPE DIAMETER VELOCITY < 10 FT/SEC 10 < VELOCITY < 16 FT/SEC TRANSITION MAT W x L QUANTITY OF MATS TRANSITION MAT W x L QUANTITY OF MATS 12”4’ x 4’1 4’ x 8’2 24”8’ x 8’4 8’ x 12’6 36”8’ x 12’6 12’ x 20’15 48”12’ x 16’12 12’ x 24’18 60”12’ x 20’15 16’ x 32’32 72”16’ x 24’24 20’ x 36’45 Circular Culvert Outlet Protection These are minimum recommendations. More ScourStop protection may be needed depending upon site and soil conditions, per project engineer. 1. ScourStop mats must be installed over a soil cover: sod, seeded turf reinforcement mat (TRM), geotextile, or a combination thereof. 2. For steep slopes (>10%) or higher velocities (>10 ft/sec), sod is the recommended soil cover. 3. Follow manufacturer’s ScourStop Installation Guidelines to ensure proper installation. 4. Install ScourStop mats at maximum 1-2” below flowline of culvert or culvert apron. (No waterfall impacts onto ScourStop mats.) 5. Performance of protected area assumes stable downstream conditions. Transition mat apron protects culvert outlet. *Width of protection: Bottom width of channel and up both side slopes to a depth at least half the culvert diameter. Protect bare/disturbed downstream soils from erosion with appropriate soil cover. Use normal-depth calculator to compute for downstream protection. Install anchors per ScourStop Installation Guidelines. Minimum depth 24” in compacted, cohesive soil. Minimum depth 30” in loose, sandy, or wet soil. Extra anchors as needed to secure mat tightly over soil cover. Abut transition mats to end of culvert or culvert apron. Adjacent mats abut together laterally and longitudinally. Minimum 8 anchors per mat. Extra anchors as needed for loose or wet soils. Extra anchors as needed for uneven soil surface. ScourStop® Installation Recommendations A A MAX. 1"-2" DROP FROM CULVERT FLOWLINE ONTO SCOURSTOP MATSCULVERT FLOWLINE PROFILE VIEW A LEADER in the GEOSYNTHETIC and EROSION CONTROL industries Learn more about our products at: HanesGeo.com | 888.239.4539 the green solution to riprap ©2014 Leggett & Platt, Incorporated | 16959_1114 AA NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX APPENDIX C EROSION CONTROL REPORT APPENDIX C LID EXHIBIT The Quarry Calc. By: Fort Collins, Colorado Date: 385,987 sf 75% 289,490 sf 106,255 sf 225,001 sf 331,256 sf 85.8% n/a ac-ft 1.90 ac-ft 1.81 ac-ft Designed Volume 2.10 ac-ft 0.13 ac-ft 0.85 ac-ft 0.81 ac-ft 1.04 ac-ft 08/27/21 Volume Summary Report Detention Pond 2 Storage and Water Quality Volume Detention Pond 1 Total Treatment Area Percent Total Project Area Treated Required Water Quality Volume Required Detention Volume Total Required Volume Total Required Volume Required Detention Volume Designed Volume Required Water Quality Volume LID Treatment C. Ungerman Rain Garden Treatment Area Rain Garden Total Impervious Area Project Summary Target Treatment Percentage Minimum Area to be Treated by LID measures StormTech Chambers StormTech Treatment Area Project: Location: Project Number:Project: Project Location: Calculations By:Date: Sq. Ft. Acres A1 57,578 1.32 5%n/a n/a 0 3,033 A2 76,238 1.75 77%Stormtech 1 Stormtech 1,894 58,703 B1 26,864 0.61 32% Rain Garden A Rain Garden 8,525 8,582 B2 23,356 0.70 79% Rain Garden A Rain Garden 8,525 18,355 B3 104,826 2.30 76% Rain Garden A Rain Garden 8,525 79,527 B4 12,548 0.25 45% Rain Garden A Rain Garden 8,525 5,647 B5 20,910 0.48 53% Rain Garden A Rain Garden 8,525 11,082 B6 37,809 0.87 97% Rain Garden A Rain Garden 8,525 36,675 B7 34,652 0.84 91% Rain Garden A Rain Garden 8,525 31,533 B8 21,378 0.43 53% Rain Garden A Rain Garden 8,525 11,330 B9 20,020 0.46 96% Rain Garden A Rain Garden 8,525 19,219 B10 8,974 0.21 34% Rain Garden A Rain Garden 8,525 3,051 C1 4,634 0.11 2% n/a n/a 0 93 C2 7,076 0.16 50% n/a n/a 0 3,507 D1 42,626 0.98 8% n/a n/a 0 3,414 D2 9,531 0.22 2% n/a n/a 0 191 D3 9,336 0.21 83% n/a n/a 0 7,749 D4 33,439 0.77 93% n/a n/a 0 31,265 D5 50,568 1.05 81% Stormtech 2 Stormtech 1,496 41,113 D6 2,943 0.07 58% Stormtech 2 Stormtech 1,496 1,708 D7 27,830 0.64 17% Stormtech 2 Stormtech 1,496 4,731 F1 1,947 0.04 67% n/a n/a 0 1,305 F2 7,690 0.18 54% n/a n/a 0 4,174 Total 642,773 13.30 385,987 Project Number:Project: Project Location: Calculations By:Date: Sq. Ft. Acres Rain Garden A 318,413 7.31 72% B1 Rain Garden 7,104 8,525 228,508 Stormtech 1 76,238 1.75 77% A2 Stormtech 1,578 1,894 58,703 Stormtech 2 81,341 1.87 58% D5,6,7 Stormtech 1,247 1,496 47,552 Total 475,992 10.93 11,915 334,763 642,773 ft2 385,987 ft2 51,223 ft2 289,490 ft3 334,763 ft2 86.73% Total Treated Area Percent Impervious Treated by LID A1,C,D1-4,E,F 75% Requried Minium Area to be Treated LID Site Summary - New Impervious Area Total Area of Current Development Total Impervious Area Total Impervious Area without LID Treatment Subbasin ID Treatment TypeLID ID Volume per UD-BMP (ft3) Area Weighted % Impervious 1791-001 The Quarry Fort Collins, Colorado C. Ungerman 7/13/2021 LID Summary LID Summary per LID Structure Impervious Area (ft2) Vol. w/20% Increase per Fort Collins Manual (ft3) LID Summary AreaBasin ID Treatment TypePercent Impervious LID ID The Quarry 7/13/2021 1791-001 Fort Collins, Colorado C. Ungerman Total Impervious Area (ft2) Required Volume (ft3) LID Summary per Basin E E E EEUDEEFDCFDC FDCFDCFDC FDC FDCFDC NYLOPLASTDO NOT POLLUTE DRAINS TO WATERW A Y SNYLOPLASTDO NOT POLLUTE DRAINS TO WATERW A Y SE E EEE ENYLOPLASTDO NOT POLLUTE DRAINS TO WATERW A Y SCABLEF.O.TMHT T T SSSDF.O.DMHMMMH/ / / / / / / / / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / / ST ST SS SS SBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBXTRACT BDETENTION POND 2d7d1a1b1b2b5b6b8b3c1d2os2os3e1e2os1S SHIELDS ST.HOBBIT ST.WALLENBERG DR.SPRING CREEKCANAL IMPORTATIONMCCOY JOHN H/SHERRY P1900 S SHIELDS STHILL POND CONDOMINIUMSf2f1DETENTION POND 1d4d3d5d61.32 ac.A10.98 ac.D10.22 ac.D20.61 ac.B11.75 ac.A20.54 ac.B20.64 ac.D70.74B70.48 ac.B50.29 ac.B43.48 ac.B30.11 ac.C10.16 ac.C20.49 ac.B80.47 ac.OS33.38 ac.E11.38 ac.E20.48 ac.OS11.80 ac.OS20.18 ac.F20.05 ac.F11.05 ac.D50.21 ac.D30.77 ac.D40.07 ac.D6TRACT ARAIN GARDEN Aa2PROPOSEDSTORMTECHCHAMBERS 2PROPOSEDSTORMTECHCHAMBERS 10.87 ac.B6b70.46 ac.B9b10b90.21 ac.B10c2b4PROPOSED STORM SEWERPROPOSED CURB & GUTTERPROPERTY BOUNDARYPROPOSED INLETADESIGN POINTDRAINAGE BASIN LABELDRAINAGE BASIN BOUNDARYALEGEND:FOR DRAINAGE REVIEW ONLYNOT FOR CONSTRUCTIONDRAWN BY:SCALE:ISSUED:THE QUARRY BYWATERMARKSHEET NO:FORT COLLINS: 301 North Howes Street, Suite 100, 80521GREELEY: 820 8th Street, 80631ENGINEERNGIEHTRONRN970.221.4158northernengineering.comLID EXHIBITC. Ungerman1in=150ft8-27-2021( IN FEET )1 inch = ft.Feet0150150150RAIN GARDEN LIMITSSTORMTECH CHAMBERSLID Site Summary - New Impervious AreaTotal Area of Current Development642,773ft2Total Impervious Area385,987ft2Total Impervious Area without LID Treatment54,730ft2A1,C,D1-4,E,F75% Requried Minium Area to be Treated289,490Total Treated Area331,257ft2Percent Impervious Treated by LID85.82%LID Summary per LID StructureLID IDAreaWeighted%ImperviousSubbasin IDTreatmentTypeVolumeperUD-BMP(ft3)Vol. w/20%Increase perFort CollinsManual (ft3)Impervious Area(ft2)Sq. Ft.AcresRain Garden A318,4137.3171%B1RainGarden5,6216,745225,001Stormtech 176,2381.7577%A2Stormtech1,5781,89458,703Stormtech 281,3411.8758%D5,6,7Stormtech1,2471,49647,552Total475,99210.9310,135331,257 NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX APPENDIX D SWMM MODELING Project: 1791-001 By: ATC Date: 8/24/21 Pond ID Tributary Area (Ac) Ave Percent Imperviousness (%) 100-Yr. Detention Vol. (Ac-Ft) 100-Yr. Detention WSEL(Ft) Peak Release (cfs) Pond 1 8.51 57 1.82 5011.37 0.94 Pond 2 6.33 68 0.83 5014.91 5.15 POND SUMMARY TABLE Project:The Quarry by Watermark Date:8/24/2021 By:A.Cvar A C2 C10 C100 Tc2 Tc10 Tc100 I2 I10 I100 Q2 Q10 Q100 (AC)(Min)(Min)(Min)(In/Hr)(In/Hr)(In/Hr)(CFS)(CFS)(CFS) Total Onsite Basin 14.48 0.20 0.20 0.25 15.03 15.03 15.03 1.87 3.19 6.52 5.41 9.24 23.59 Combined OS1, OS2 2.28 0.20 0.20 0.25 12.94 12.94 12.94 2.02 3.45 7.04 0.92 1.57 4.02 Allowable Release - Onsite Only 5.41 CFS Allowable Release - Onsite + Offsite Basins OS1, OS2 (Shields R.O.W.)6.33 CFS Allowable Release Rate Tabulation BBBBBBBBBB B B BB BBB B B B B BBBBBBBBBBBBBBBBBB B B B B BBB B BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBXUDFDC FDC FDCFDCFDC FDC FDC FDC SM1SM2SM2SM1POND 1POND 2S. SHIELDS ST.NOTE:DRAINAGE AREA TO POND 1IN SWMM MODEL HAS BEEN CALCULATED BYSUBTRACTING DRAINAGE SUB BASIN A2 (1.75 AC)FROM OVERALL SWMM BASIN SM1 (10.26 AC). EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 11/21/2012 00:00:00 Ending Date .............. 11/22/2012 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:05:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 4.538 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 0.857 0.693 Surface Runoff ........... 3.625 2.931 SWMM 5 Page 1 Final Storage ............ 0.077 0.062 Continuity Error (%) ..... -0.474 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 3.625 1.181 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 3.531 1.151 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.112 0.037 Continuity Error (%) ..... -0.512 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.03 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** SWMM 5 Page 2 ------------------------------------------------------------------------------------------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------------ SM2 3.67 0.00 0.00 0.58 2.44 0.60 3.04 0.52 35.70 0.829 SM1 3.67 0.00 0.00 0.78 2.05 0.80 2.85 0.66 46.62 0.776 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- Node_1 JUNCTION 0.31 0.82 5001.82 0 01:53 0.82 Node_2 JUNCTION 0.13 0.82 5002.82 0 01:50 0.82 8 JUNCTION 0.02 0.61 5007.61 0 00:40 0.59 9 JUNCTION 0.02 0.51 5012.51 0 00:40 0.49 Outfall OUTFALL 0.28 0.62 5000.62 0 02:03 0.62 POND_2 STORAGE 0.42 3.91 5014.91 0 01:50 3.91 POND_1 STORAGE 2.96 4.59 5010.59 0 02:52 4.59 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- Node_1 JUNCTION 0.00 6.08 0 02:03 0 1.15 0.000 Node_2 JUNCTION 0.00 5.16 0 01:50 0 0.525 0.000 8 JUNCTION 46.62 46.62 0 00:40 0.658 0.658 0.000 SWMM 5 Page 3 9 JUNCTION 35.70 35.70 0 00:40 0.523 0.523 0.000 Outfall OUTFALL 0.00 6.08 0 02:03 0 1.15 0.000 POND_2 STORAGE 0.00 30.89 0 00:45 0 0.526 0.020 POND_1 STORAGE 0.00 39.58 0 00:45 0 0.662 0.005 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- POND_2 3.170 1 0 0 36.009 9 0 01:49 5.16 POND_1 40.560 15 0 0 79.498 29 0 02:51 0.94 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Outfall 98.78 1.44 6.08 1.151 ----------------------------------------------------------- System 98.78 1.44 6.08 1.151 ******************** SWMM 5 Page 4 Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- CE_1 CONDUIT 6.08 0 02:03 4.86 0.05 0.16 CE_2 CONDUIT 5.16 0 01:53 2.81 0.09 0.20 9 CONDUIT 39.58 0 00:45 2.13 0.10 0.27 10 CONDUIT 30.89 0 00:45 1.99 0.07 0.23 P_2_O DUMMY 5.16 0 01:50 P_1_O DUMMY 0.94 0 02:52 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue Aug 24 13:51:58 2021 Analysis ended on: Tue Aug 24 13:51:58 2021 Total elapsed time: < 1 sec SWMM 5 Page 5 Elapsed Time (hours) 302520151050Flow (CFS)1.0 0.8 0.6 0.4 0.2 0.0 Link P_1_O Flow (CFS) SWMM 5 Page 1 Elapsed Time (hours) 302520151050Volume (ft3)80000.0 70000.0 60000.0 50000.0 40000.0 30000.0 20000.0 10000.0 0.0 Node POND_1 Volume (ft3) SWMM 5 Page 1 Elapsed Time (hours) 302520151050Flow (CFS)6.0 5.0 4.0 3.0 2.0 1.0 0.0 Link P_2_O Flow (CFS) SWMM 5 Page 1 Elapsed Time (hours) 302520151050Volume (ft3)40000.0 35000.0 30000.0 25000.0 20000.0 15000.0 10000.0 5000.0 0.0 Node POND_2 Volume (ft3) SWMM 5 Page 1 Elapsed Time (hours) 302520151050Flow (CFS)7.0 6.0 5.0 4.0 3.0 2.0 1.0 0.0 Link CE_1 Flow (CFS) SWMM 5 Page 1 NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX APPENDIX E 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, Colorado The Quarry by Watermark Natural Resources Conservation Service November 9, 2020 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 4—Altvan-Satanta loams, 3 to 9 percent slopes.........................................15 76—Nunn clay loam, wet, 1 to 3 percent slopes.........................................17 81—Paoli fine sandy loam, 0 to 1 percent slopes.......................................18 Soil Information for All Uses...............................................................................20 Soil Properties and Qualities..............................................................................20 Soil Erosion Factors........................................................................................20 K Factor, Whole Soil....................................................................................20 Soil Qualities and Features.............................................................................23 Hydrologic Soil Group.................................................................................23 References............................................................................................................28 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 44901804490240449030044903604490420449048044905404490180449024044903004490360449042044904804490540491770 491830 491890 491950 492010 492070 492130 492190 492250 492310 491770 491830 491890 491950 492010 492070 492130 492190 492250 492310 40° 33' 56'' N 105° 5' 51'' W40° 33' 56'' N105° 5' 25'' W40° 33' 44'' N 105° 5' 51'' W40° 33' 44'' N 105° 5' 25'' 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: 1:2,760 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 15, Jun 9, 2020 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 18.4 64.3% 4 Altvan-Satanta loams, 3 to 9 percent slopes 1.6 5.5% 76 Nunn clay loam, wet, 1 to 3 percent slopes 6.5 22.7% 81 Paoli fine sandy loam, 0 to 1 percent slopes 2.2 7.5% Totals for Area of Interest 28.6 100.0% 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. Custom Soil Resource Report 11 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, 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:Benches, terraces 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, loam, sandy clay loam H2 - 10 to 18 inches: loam, fine sandy loam, silt loam H2 - 10 to 18 inches: gravelly sand, gravelly coarse sand, coarse sand H3 - 18 to 30 inches: H3 - 18 to 30 inches: H3 - 18 to 30 inches: H4 - 30 to 60 inches: H4 - 30 to 60 inches: H4 - 30 to 60 inches: 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 capacity:Very high (about 13.2 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability classification (nonirrigated): 3e Custom Soil Resource Report 13 Hydrologic Soil Group: B Hydric soil rating: No Description of Satanta Setting Landform:Terraces, structural benches 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, clay loam, sandy clay loam H2 - 9 to 18 inches: loam, clay loam, fine sandy loam H2 - 9 to 18 inches: H3 - 18 to 60 inches: H3 - 18 to 60 inches: H3 - 18 to 60 inches: 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 capacity:Very high (about 27.4 inches) Interpretive groups Land capability classification (irrigated): 1 Land capability classification (nonirrigated): 3c Hydrologic Soil Group: B Hydric soil rating: No Minor Components Nunn Percent of map unit:10 percent Hydric soil rating: No Larim Percent of map unit:10 percent Hydric soil rating: No Stoneham Percent of map unit:5 percent Hydric soil rating: No Custom Soil Resource Report 14 4—Altvan-Satanta loams, 3 to 9 percent slopes Map Unit Setting National map unit symbol: jpwf 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: Farmland of statewide importance Map Unit Composition Altvan and similar soils:55 percent Satanta and similar soils:35 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Altvan Setting Landform:Fans, benches, terraces Landform position (three-dimensional):Base slope, side slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Mixed alluvium Typical profile H1 - 0 to 9 inches: loam H2 - 9 to 16 inches: clay loam, loam, sandy clay loam H2 - 9 to 16 inches: loam, fine sandy loam, silt loam H2 - 9 to 16 inches: gravelly sand, gravelly coarse sand, coarse sand H3 - 16 to 31 inches: H3 - 16 to 31 inches: H3 - 16 to 31 inches: H4 - 31 to 60 inches: H4 - 31 to 60 inches: H4 - 31 to 60 inches: Properties and qualities Slope:6 to 9 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium 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 Custom Soil Resource Report 15 Available water capacity:Very high (about 13.7 inches) Interpretive groups Land capability classification (irrigated): 4e Land capability classification (nonirrigated): 4e Hydrologic Soil Group: B Hydric soil rating: No 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 14 inches: loam, clay loam, sandy clay loam H2 - 9 to 14 inches: loam, clay loam, fine sandy loam H2 - 9 to 14 inches: H3 - 14 to 60 inches: H3 - 14 to 60 inches: H3 - 14 to 60 inches: Properties and qualities Slope:3 to 6 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Runoff class: Medium 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 capacity:Very high (about 27.4 inches) Interpretive groups Land capability classification (irrigated): 2e Land capability classification (nonirrigated): 3e Hydrologic Soil Group: B Hydric soil rating: No Minor Components Nunn Percent of map unit:6 percent Hydric soil rating: No Larimer Percent of map unit:4 percent Hydric soil rating: No Custom Soil Resource Report 16 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:Alluvial fans, stream terraces Landform position (three-dimensional):Base slope, tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium Typical profile H1 - 0 to 10 inches: clay loam H2 - 10 to 47 inches: clay loam, clay H2 - 10 to 47 inches: clay loam, loam, gravelly sandy loam H3 - 47 to 60 inches: H3 - 47 to 60 inches: H3 - 47 to 60 inches: 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:RareNone 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 capacity:Very high (about 19.8 inches) Interpretive groups Land capability classification (irrigated): 2w Land capability classification (nonirrigated): 3s Custom Soil Resource Report 17 Hydrologic Soil Group: C Hydric soil rating: No Minor Components Heldt Percent of map unit:6 percent Hydric soil rating: No Dacono Percent of map unit:3 percent Hydric soil rating: No Mollic halaquepts Percent of map unit:1 percent Landform:Swales Hydric soil rating: Yes 81—Paoli fine sandy loam, 0 to 1 percent slopes Map Unit Setting National map unit symbol: jpxx 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 Paoli and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Paoli Setting Landform:Stream terraces Landform position (three-dimensional):Tread Down-slope shape:Linear Across-slope shape:Linear Parent material:Alluvium Typical profile H1 - 0 to 30 inches: fine sandy loam H2 - 30 to 60 inches: fine sandy loam, sandy loam, loamy sand H2 - 30 to 60 inches: H2 - 30 to 60 inches: Properties and qualities Slope:0 to 1 percent Depth to restrictive feature:More than 80 inches Drainage class:Well drained Custom Soil Resource Report 18 Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):High (2.00 to 6.00 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:15 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water capacity:Very high (about 16.5 inches) Interpretive groups Land capability classification (irrigated): 1 Land capability classification (nonirrigated): 3c Hydrologic Soil Group: A Ecological site: R067BY036CO - Overflow Hydric soil rating: No Minor Components Caruso Percent of map unit:6 percent Hydric soil rating: No Table mountain Percent of map unit:6 percent Hydric soil rating: No Fluvaquentic haplustolls Percent of map unit:3 percent Landform:Terraces Hydric soil rating: Yes Custom Soil Resource Report 19 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. 20 21 Custom Soil Resource Report Map—K Factor, Whole Soil 44901804490240449030044903604490420449048044905404490180449024044903004490360449042044904804490540491770 491830 491890 491950 492010 492070 492130 492190 492250 492310 491770 491830 491890 491950 492010 492070 492130 492190 492250 492310 40° 33' 56'' N 105° 5' 51'' W40° 33' 56'' N105° 5' 25'' W40° 33' 44'' N 105° 5' 51'' W40° 33' 44'' N 105° 5' 25'' 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: 1:2,760 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 15, Jun 9, 2020 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 22 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 18.4 64.3% 4 Altvan-Satanta loams, 3 to 9 percent slopes .28 1.6 5.5% 76 Nunn clay loam, wet, 1 to 3 percent slopes .24 6.5 22.7% 81 Paoli fine sandy loam, 0 to 1 percent slopes .15 2.2 7.5% Totals for Area of Interest 28.6 100.0% 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. Custom Soil Resource Report 23 Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Custom Soil Resource Report 24 25 Custom Soil Resource Report Map—Hydrologic Soil Group 44901804490240449030044903604490420449048044905404490180449024044903004490360449042044904804490540491770 491830 491890 491950 492010 492070 492130 492190 492250 492310 491770 491830 491890 491950 492010 492070 492130 492190 492250 492310 40° 33' 56'' N 105° 5' 51'' W40° 33' 56'' N105° 5' 25'' W40° 33' 44'' N 105° 5' 51'' W40° 33' 44'' N 105° 5' 25'' 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: 1:2,760 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 15, Jun 9, 2020 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 26 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 18.4 64.3% 4 Altvan-Satanta loams, 3 to 9 percent slopes B 1.6 5.5% 76 Nunn clay loam, wet, 1 to 3 percent slopes C 6.5 22.7% 81 Paoli fine sandy loam, 0 to 1 percent slopes A 2.2 7.5% Totals for Area of Interest 28.6 100.0% Rating Options—Hydrologic Soil Group Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Custom Soil Resource Report 27 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 28 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 29 NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX APPENDIX F FEMA FIRMETTE USGS The National Map: Orthoimagery. Data refreshed October, 2020. 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 11/9/2020 at 6:04 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°5'57"W 40°34'6"N 105°5'20"W 40°33'38"N NORTHERNENGINEERING.COM | 970.221.4158 FINAL DRAINAGE REPORT: THE QUARRY BY WATERMARK FORT COLLINS | GREELEY APPENDIX MAP POCKET DR1 – DRAINAGE EXHIBIT CABLE F.O. MH TTTTTTTTTT5015 (NAVD88) A M 5 0 1 4 ( N A V D 8 8 )5014 (NAVD88 )5013 (NAVD88)5011 (NAVD88)5010 (NAVD88)5008 (NAVD88)179 178 177 176 175 174 173 172171170169168 5010 (NAVD 8 8 ) 5011 (NAV D 8 8 )5012 (NAVD88)5013 (NAVD88)S S D F.O. MH MM MH / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /STSTSTSTSTSTWINNE GRANT R/JOHNELLE S 1821 WALLENBERG DR ERIKSEN CHRISTOPHER M 1825 WALLENBERG DR MCCOY JOHN H/SHERRY P 1900 S SHIELDS ST HILL POND CONDOMINIUMS STA: 83 ELEV: 50 0 9 . 1 7 STA: 200 ELEV : 5 0 0 9 . 5 7 STA: 319 EL E V : 5 0 1 0 . 0 5 STA: 3 7 2 E L E V: 5 0 1 0 . 1 5 STA: 4 2 3 E L E V : 5 0 1 0. 3 3 STA: 5 2 2 E L E V : 5 0 1 0. 6 2 STA: 720 EL E V : 5 0 1 1 . 1 5 STA: 80 5 E L E V : 5 0 1 1 . 4 2STA: 905 ELEV: 5011.89STA: 983 ELEV: 5012.08STA: 1075 ELEV: 5012.31STA: 1136 ELEV: 5012.53SSSSSSSSSSSSSSh-a1 h-b2 h-b1 h-c1 h-d1 2.53 ac. H-B1 1.01 ac. H-A1 3.92 ac. H-B2 0.74 ac. H-C1 h-a20.16 ac. H-A2 0.17 ac. H-D1 os2 os3 1.80 ac. OS2 0.47 ac. OS3 0.44 ac. H-B3 h-b3 h-c2 5.47 ac. H-C2 3.38 ac. H-E1 1.38 ac. H-E2 h-e1 h-e2 0.48 ac. OS1 os1 0.04 ac. H-F1 h-f1 h-f2 0.18 ac. H-F2 S SHIELDS ST.HOBBIT ST.WALLENBERG DR.FEMA 100-YR HIGH RISK FLOOD FRINGE CITY OF FORT COLLINS 100-YR FLOODPLAIN EXIST I N G S P R I N G C R E E K T R A I L SPRI N G C R E E KEXISTING SIDEWALKEXISTING 8' TRAILCANAL IMPORTATIONWINNE GRANT R/JOHNELLE S 1821 WALLENBERG DR ERIKSEN CHRISTOPHER M 1825 WALLENBERG DR MCCOY JOHN H/SHERRY P 1900 S SHIELDS ST HILL POND CONDOMINIUMS FEMA XSEC #22186 5014.4 FT (NAVD 88) FEMA 100-YR FLOODWAY CITY OF FORT COLLINS 100-YR FLOODWAY SheetTHE QUARRY BY WATERMARKThese 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 CONSTRUCTION80% BID SETENGINEERNGIEHTRONRNFORT COLLINS: 301 North Howes Street, Suite 100, 80521GREELEY: 820 8th Street, 80631970.221.4158northernengineering.comof 43 LEGEND: NORTH ( IN FEET ) 0 1 INCH = 50 FEET 50 50 100 150 C 700EXHIBITHISTORIC DRAINAGE 37 KEYMAP CABLEF.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS EEEEEEEEEEE EEEEEEEEEEEEEEEEEEEETTTTTTTTTTTTTTTTTTTTTTTTTTTTTTGW W W W W W W W W W W W W W W W W W W W W W W W W W 12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" WE EEEEEEEEEEEEEEEEEEEEGGGGGGGGGGG GGGGGG GGGGXX X XXX X XXX XX X X X X X X XX X X XX X X XXXXX X X XXXXX X 30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" WUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDMH / / / / / / / // / / / / / / // / / / / / / /30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W XST ST STSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTINTERMILL LAND SURVEYING, INC.NORTHERN ENGINEERING SERVICES, INC. COMPANY PROJECT NO. P-11-6963 COMPANY PROJECT NO. 838-016 DATE: APRIL 2011 DATE: JULY 2015 KING SURVEYORS COMPANY PROJECT NO. 20190806 DATE: JANUARY 2020 PROJECT DATUM: NAVD88 BENCHMARK 29-92 APPROXIMATE 300 FEET SOUTH OF WEST PROSPECT ROAD AND SHIELDS STREET, ON THE NORTH END OF THE WEST BRIDGE PARAPET WALL. ELEVATION: 5025.67 BENCHMARK 28-92 SOUTHWEST CORNER OF WEST PROSPECT ROAD AND CENTER AVENUE, ON A WATER VALVE PIT. ELEVATION: 5010.65 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS. IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) = NAVD88 - 3.17'. BASIS OF BEARINGS WEST LINE OF THE NORTHWEST QUARTER OF SECTION 23 AS BEARING NORTH 00° 01' 50" EAST (ASSUMED BEARING), AND MONUMENTED AS SHOWN ON DRAWING. 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 PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION 2.ALL ELEVATIONS DEPICTED IN PLAN VIEW AND BENCHMARKS LISTED HEREON ARE PER THE CITY OF FORT COLLINS VERTICAL CONTROL DATUM (NAVD 88). 3.NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY, WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. LANDSCAPING SHALL ALSO MEET THE REQUIREMENTS FOR NO RISE IN THE FLOODWAY. 4.REFER TO THE FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE QUARRY BY WATERMARK, DATED JULY 14, 2021 BY NORTHERN ENGINEERING FOR ADDITIONAL INFORMATION. 5.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE CITYREGULATED, 100YEAR CANAL IMPORTATION FLOODPLAIN/FLOODWAY AS WELL AS THE FEMA REGULATED SPRING CREEK 100YEAR FLOODPLAIN/FLOODWAY. ANY DEVELOPMENT WITHIN THE FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE CITY OF FORT COLLINS FLOODPLAIN LIMITS AS DELINEATED ON THE FINAL SUBDIVISION PLAT 6.ANY CONSTRUCTION ACTIVITIES, NONSTRUCTURAL DEVELOPMENT (BRIDGES, SIDEWALKS, CULVERTS, VEGETATION, CURBCUTS, GRADING, ETC.) IN THE REGULATORY FLOODWAY MUST BE PRECEDED BY A NORISE CERTIFICATION, WHICH MUST BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. 7.NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY, WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. 8.ANY PEDESTRIAN BRIDGES IN THE FLOODWAY THAT ARE NOT ABLE TO PASS THE 100 YEAR FLOW ARE REQUIRED TO BE “BREAKAWAY” AND TETHERED. A CROSS-SECTION (CSL)XS#: 2446 FIELD SURVEY BY: CORRECTED EFFECTIVE BASE FLOOD ELEVATION (BFE) 5003 (NAVD88)ELEVATION NAVD 88 BENCHMARK 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 FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION CABLE F.O. T MH B M TTTTTTA M AL179 178 177 176 175 174 173 172171170169168 S S D F.O. D MH MM MH / / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / // / / / / / / /STSTSTSTSSSSSSSSSSEEEEE EEEEEEE UDUDUDEEEE E EE E FDC FDCFDC FDC FDCFDCFDCFDC NYLOPLAST DO NOT POLLUTE DRAINS TO WATERWAYS NYLOPLAST DO NOT POLLUTE DRAINS TO WATERWAYS EE EEEE E EGGE EEEE NYLOPLAST DO NOT POLLUTE DRAINS TO WATERWAYS BBBBBBBBBBBB B B BBB BBBBBBBBBBBBBBBBBBBBBBBB B BBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBBXXXXTRACT B TRACT A RAIN GARDEN A EXISTING DRAINAGE DITCH (DITCH C) DETENTION POND 2 100-YR WSEL = 5014.91 1.32 ac. A1 0.98 ac. D1 0.22 ac. D2 0.61 ac. B1 1.75 ac. A2 0.70 ac. B2 0.64 ac. D7 0.48 ac. B5 0.29 ac. B4 0.21 ac. B10 0.11 ac. C1 0.16 ac. C2 0.79 ac. B7 0.47 ac. OS3 3.38 ac. E1 1.38 ac. E2 0.48 ac. OS1 1.80 ac. OS2 0.18 ac. F2 0.04 ac. F1 d7 d1 a1 b1 b2 b4 b5 b6 b7 b3 c1 d2 os2 os3 e1 e2 os1 c2 CITY OF FORT COLLINS 100-YR FLOODWAY S SHIELDS ST.HOBBIT ST.WALLENBERG DR.CITY OF FORT COLLINS 100-YR FLOODPLAIN EXIST I N G S P R I N G C R E E K T R A I L SPRI N G C R E E KEXISTING SIDEWALKCANAL IMPORTATIONWINNE GRANT R/JOHNELLE S 1821 WALLENBERG DR ERIKSEN CHRISTOPHER M 1825 WALLENBERG DR MCCOY JOHN H/SHERRY P 1900 S SHIELDS ST HILL POND CONDOMINIUMS f2 f1 PROPOSED STORM DRAIN PROPOSED STORM DRAIN PROPOSED OUTFALL PIPE PROPOSED STORM DRAIN PROPOSED OUTLET STRUCTURE 5:15:15:15:112:1a2 PROPOSED STORM DRAIN DETENTION POND 1 100-YR WSEL = 5011.37 1.05 ac. D5 PROPOSED STORM DRAIN PROPOSED STORM DRAIN 0.21 ac. D3 0.77 ac. D4 0.07 ac. D6 d4 d3 d5 d6 PROPOSED OUTLET STRUCTURE PROPOSED STORM CHAMBERS 2 PROPOSED STORM CHAMBERS 1 FEMA XSEC #22186 5014.4 FT (NAVD 88) FEMA 100-YR FLOODWAY CITY OF FORT COLLINS 100-YR FLOODWAY PROPOSED STORM DRAIN PROPOSED STORM DRAIN BLDG 6 BLDG 7 BLDG 2 BLDG 3 BLDG 4 BLDG 5 BLDG 8 BLDG 17 BLDG 16 BLDG 15 BLDG 14 BLDG 13 BLDG 12 BLDG 11 BLDG 10 BLDG 9 POND OVERFLOW PATH POND 2 OVERFLOW CHANNEL TO POND 1 EXISTING 8' TRAIL W PROSPECT RD. W STUART ST. BLDG 1 b8 0.43 ac. B8 0.87 ac. B6 FEMA 100-YR HIGH RISK FLOOD FRINGE PROPOSED STORM DRAIN 0.46 ac. B9 b9 b10 2.31 ac. B3 INLET 1-4 INLET 1-3 INLET 1-5.1 INLET 1-6.3 INLET 1-9.1 INLET 1-9.4 INLET 4-4A INLET 6-2 INLET 2-5 SIDEWALK CHASE D4 PROPOSED TRENCH DRAIN BLDG 18 INTERMILL LAND SURVEYING, INC.NORTHERN ENGINEERING SERVICES, INC. COMPANY PROJECT NO. P-11-6963 COMPANY PROJECT NO. 838-016 DATE: APRIL 2011 DATE: JULY 2015 KING SURVEYORS COMPANY PROJECT NO. 20190806 DATE: JANUARY 2020 PROJECT DATUM: NAVD88 BENCHMARK 29-92 APPROXIMATE 300 FEET SOUTH OF WEST PROSPECT ROAD AND SHIELDS STREET, ON THE NORTH END OF THE WEST BRIDGE PARAPET WALL. ELEVATION: 5025.67 BENCHMARK 28-92 SOUTHWEST CORNER OF WEST PROSPECT ROAD AND CENTER AVENUE, ON A WATER VALVE PIT. ELEVATION: 5010.65 PLEASE NOTE: THIS PLAN SET IS USING NAVD88 FOR A VERTICAL DATUM. SURROUNDING DEVELOPMENTS HAVE USED NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) FOR THEIR VERTICAL DATUMS. IF NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) IS REQUIRED FOR ANY PURPOSE, THE FOLLOWING EQUATION SHOULD BE USED: NGVD29 UNADJUSTED DATUM (PRIOR CITY OF FORT COLLINS DATUM) = NAVD88 - 3.17'. BASIS OF BEARINGS WEST LINE OF THE NORTHWEST QUARTER OF SECTION 23 AS BEARING NORTH 00° 01' 50" EAST (ASSUMED BEARING), AND MONUMENTED AS SHOWN ON DRAWING. SheetTHE QUARRY BY WATERMARKThese 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 CONSTRUCTION80% BID SETENGINEERNGIEHTRONRNFORT COLLINS: 301 North Howes Street, Suite 100, 80521GREELEY: 820 8th Street, 80631970.221.4158northernengineering.comof 43 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: A LEGEND: NORTH ( IN FEET ) 0 1 INCH = 80 FEET 80 80 160 240 C 701DRAINAGE EXHIBIT38 KEYMAP CABLEF.O. TE MH 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS 24" SS EEEEEEEEEEE EEEEEEEEEEEEEEEEEEEETTTTTTTTTTTTTTTTTTTTTTTTTTTTTTGW W W W W W W W W W W W W W W W W W W W W W W W W W 12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" W12" WE EEEEEEEEEEEEEEEEEEEEGGGGGGGGGGG GGGGGG GGGGXX X XXX X XXX XX X X X X X X XX X X XX X X XXXXX X X XXXXX X 30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" W30" WUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDUDMH / / / / / / / // / / / / / / // / / / / / / /30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W 30" W XST ST STSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTSTCROSS-SECTION (CSL)XS#: 2446 FIELD SURVEY BY: CORRECTED EFFECTIVE BASE FLOOD ELEVATION (BFE) 5003 (NAVD88)ELEVATION NAVD 88 BENCHMARK 1.REFER TO THE PLAT FOR LOT AREAS, TRACT SIZES, EASEMENTS, LOT DIMENSIONS, UTILITY EASEMENTS, OTHER EASEMENTS, AND OTHER SURVEY INFORMATION 2.ALL ELEVATIONS DEPICTED IN PLAN VIEW AND BENCHMARKS LISTED HEREON ARE PER THE CITY OF FORT COLLINS VERTICAL CONTROL DATUM (NAVD 88). 3.NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY, WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. LANDSCAPING SHALL ALSO MEET THE REQUIREMENTS FOR NO RISE IN THE FLOODWAY. 4.REFER TO THE FINAL DRAINAGE AND EROSION CONTROL REPORT FOR THE QUARRY BY WATERMARK, DATED JULY 14, 2021 BY NORTHERN ENGINEERING FOR ADDITIONAL INFORMATION. 5.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE CITYREGULATED, 100YEAR CANAL IMPORTATION FLOODPLAIN/FLOODWAY AS WELL AS THE FEMA REGULATED SPRING CREEK 100YEAR FLOODPLAIN/FLOODWAY. ANY DEVELOPMENT WITHIN THE FLOODPLAIN MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE CITY OF FORT COLLINS FLOODPLAIN LIMITS AS DELINEATED ON THE FINAL SUBDIVISION PLAT 6.ANY CONSTRUCTION ACTIVITIES, NONSTRUCTURAL DEVELOPMENT (BRIDGES, SIDEWALKS, CULVERTS, VEGETATION, CURBCUTS, GRADING, ETC.) IN THE REGULATORY FLOODWAY MUST BE PRECEDED BY A NORISE CERTIFICATION, WHICH MUST BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. 7.NO STORAGE OF MATERIALS OR EQUIPMENT SHALL BE ALLOWED IN THE FLOODWAY, WHETHER TEMPORARY (DURING CONSTRUCTION) OR PERMANENT. 8.ANY PEDESTRIAN BRIDGES IN THE FLOODWAY THAT ARE NOT ABLE TO PASS THE 100 YEAR FLOW ARE REQUIRED TO BE “BREAKAWAY” AND TETHERED. 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 FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION LID Summary per LID Structure LID ID Area Weighted % Impervious Subbasin ID Treatment Type Volume per UD-BMP (ft3) Vol. w/20% Increase per Fort Collins Manual (ft3) Impervious Area (ft2) Sq. Ft.Acres Rain Garden A 318,413 7.31 72%B1 Rain Garden 7,104 8,525 228,508 Stormtech 1 76,238 1.75 77%A2 Stormtech 1,578 1,894 58,703 Stormtech 2 81,341 1.87 58%D5,6,7 Stormtech 1,247 1,496 47,552 Total 475,992 10.93 11,915 334,763 Rational Flow Summary | Developed Basin Flow Rates BASIN TOTAL AREA (acres) Tc2 (min) Tc100 (min) C2 C100 Q2 (cfs) Q100 (cfs) A1 1.32 5.0 5.0 0.27 0.34 1.02 4.47 A2 1.75 5.0 5.0 0.79 0.99 3.94 17.24 B1 0.61 10.7 10.7 0.48 0.60 0.64 2.78 B2 0.70 5.0 5.0 0.69 0.86 1.37 5.95 B3 2.31 5.0 5.0 0.92 1.00 6.07 23.03 B4 0.24 5.0 5.0 1.00 1.00 0.70 2.43 B5 0.48 5.0 5.0 0.65 0.82 0.89 3.92 B6 0.87 5.0 5.0 0.95 1.00 2.35 8.64 B7 0.84 5.0 5.0 0.86 1.00 2.05 8.32 B8 0.43 5.0 5.0 0.75 0.93 0.91 3.94 B9 0.46 5.0 5.0 0.95 1.00 1.24 4.57 B10 0.21 5.2 5.2 0.49 0.61 0.29 1.25 C1 0.11 5.0 5.0 0.25 0.31 0.08 0.33 C2 0.16 5.0 5.0 0.63 0.78 0.29 1.26 D1 0.98 5.0 5.0 0.29 0.37 0.81 3.60 D2 0.22 10.6 10.6 0.25 0.31 0.12 0.51 D3 0.21 5.0 5.0 0.85 1.00 0.52 2.13 D4 0.77 5.0 5.0 0.92 1.00 2.01 7.64 D5 1.05 5.0 5.0 0.91 1.00 2.73 10.49 D6 0.07 5.0 5.0 0.68 0.85 0.13 0.58 D7 0.64 6.1 6.1 0.36 0.45 0.61 2.68 E1 3.38 12.8 12.8 0.16 0.19 1.09 4.53 E2 1.38 8.8 8.8 0.11 0.14 0.36 1.59 F1 0.05 5.0 5.0 0.72 0.90 0.09 0.40 F2 0.18 7.3 7.3 0.62 0.78 0.28 1.21 OS1 0.48 5.0 5.0 0.84 1.00 1.16 4.82 OS2 1.80 9.3 9.3 0.91 1.00 3.77 14.45 OS3 0.87 5.0 5.0 0.86 1.00 2.14 8.69 LID Site Summary - New Impervious Area Total Area of Current Development 642,773 ft2 Total Impervious Area 385,987 ft2 Total Impervious Area without LID Treatment 51,223 ft2 A1,C,D1-4,E,F 75% Requried Minium Area to be Treated 289,490 Total Treated Area 334,763 ft2 Percent Impervious Treated by LID 86.73% INLET CAPACITY SUMMARY Project:1791-001 Calculations By:Cassandra Ungerman Date:August 27, 2021 Design Point Design Inlet Label Q2 Q100 Q100 Total Q100 Intercepted Q100 Unintercepted Inlet Type Inlet Size NotesA2INLET 2-5 3.97 17.17 48.60*48.60 0.00 Area Inlet 2' X 15'Captures 100-yr for A2 and Q100 unintercepted for all B basins B1 INLET 3-4 25.24 n/a n/a n/a Nyoplast 30 in.30"30" basin will capture 2-yr flows(16.83 cfs) + 50% clogging factor B2 INLET 1-3 1.25 5.33 4.47 0.86 Nyloplast 3'X3' (36" basin)3' X 3'Overflow continues to DP A2 B3 INLET 1-4 6.20 24.03 6.20 17.83 Nyloplast 3'X3' (36" basin)3' X 3'Captures 2-yr flow - Overflow continues to DP A2 B6 INLET 1-9.5 2.35 8.64 2.80 5.84 Type R 5'Captures 2-yr flow w/ 4" ponding - Overflow continues to DP A2 B7 INLET 1-9.1 2.04 7.92 2.80 5.12 Type R 5'Can capture 2-yr w/ 4" ponding - Overflow continues to DP A2 B9 INLET 1-5.1 1.24 4.57 2.80 1.77 Type R 5'Captures 2-yr flow w/ 4" ponding- Overflow continues to DP A2 B10 INLET 1-6.3 0.29 1.25 1.25 0.00 Type R 5'Captures 100-yr flow D3 INLET 6-2 4.57**2.13 17.79**5.90 11.89 Type R 5'Captures 2-yr flow - Overflow will continue to sidewalk chase D5 INLET 4-4A 2.75 10.67 10.67 0.00 Nyloplast 3'X3' (30" basin)3' X 3'Captures 100-yr flow w/ ~6" ponding Notes:*Q100 for Inlet 2-5 (DP A2) includes the Q100 value for A2 (17.24 cfs) AND the sum of the Q100 Intercepted values for basins B1-B10 **Q values for Inlet 6-2 (DP D3) include the Q value for D3 (2.13 cfs) AND the sum of the Q values for basins OS2 and F2 ***All landscape area drains shall be minimum 8" Nyloplast dome grate or determined by pipe size. Landscape flows accounted for at the main. POND SUMMARY TABLE Pond ID Tributary Area (Ac) Ave Percent Imperviousness (%) 100-Yr. Detention Vol. (Ac-Ft) 100-Yr. Detention WSEL(Ft)Peak Release (cfs) Pond 1 8.51 57 1.82 5011.37 0.94 Pond 2 6.33 68 0.83 5014.91 5.15