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Home My WebLink AboutSONDERS VILLAGE - PDP230012 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT Preliminary Drainage and Erosion Control Report for Sonders East Fort Collins, Colorado August 16, 2023 August 16, 2023 Mr. Wes Lamarque City of Fort Collins Water Utilities--Storm water 700 Wood Street Fort Collins, Colorado 80521 RE: Preliminary Drainage and Erosion Control Report Sonders East Dear Wes: We are pleased to submit to you, for your review and approval, this Preliminary Drainage and Erosion Control Report for Sonders East. All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. Respectfully, Aspen Engineering John Gooch, P.E. Principal TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION 5 A. LOCATION 5 B. DESCRIPTION OF PROPERTY 5 II. DRAINAGE BASINS 6 A. MAJOR BASIN DESCRIPTION 6 B. EXISTING SUB-BASIN DESCRIPTION 6 C. PROPOSED SUB-BASIN DESCRIPTION 6 III. DRAINAGE DESIGN CRITERIA 8 A. REGULATIONS 8 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 9 C. HYDROLOGIC CRITERIA 9 D. HYDRAULIC CRITERIA 10 E. VARIANCES 10 IV. DRAINAGE FACILITY DESIGN 10 A. GENERAL CONCEPT 10 B. SPECIFIC DETAILS 11 C. DETENTION POND 19 D. PC SWMM/EPA SWMM MODEL 21 D. STREET CAPACITIES 21 V. STORM WATER QUALITY 21 A. GENERAL CONCEPT & SPECIFIC DETAILS 21 VI. EROSION CONTROL 22 A. GENERAL CONCEPT 22 VII. CONCLUSIONS 23 A. COMPLIANCE WITH STANDARDS & STORMWATER 23 OPERATIONS/ MAINTENANCE PROCEDURE B. DRAINAGE CONCEPT 24 C. STORM WATER QUALITY 24 D. EROSION CONTROL CONCEPT 24 E. EROSION CONTROL ESCROW ESTIMATE 25 REFERENCES 25 APPENDIX PAGE VICINITY MAP, SOILS MAP, FEMA FIRMETTE A RATIONAL METHOD HYDROLOGY, HISTORIC DRAINAGE CALCULATIONS, & STREET CAPACITIES B SWMM EXHIBIT AND PC SWMM/ EPA SWMM MODEL C WQCV DETENTION POND DESIGN, RATING CURVES, AND LID SIZING D PRELIMINARY No. 8 DITCH CALCULATIONS E HISTORIC DRAINAGE BASIN MAP, PROPOSED DRAINAGE BASIN MAP, EROSION CONTROL PLANS & EROSION CONTROL NOTES & DETAILS PLANS F 5 PRELIMINARY DRAINAGE AND EROSION CONTROL REPORT FOR SONDERS EAST FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location The Sonders East project is located east of and adjacent to Turnberry Road (County Road 11) and northeast of the intersection of Richards Lake Road and Turnberry Road. The property is bounded to the west by Turnberry Road, to the north by an existing irrigation ditch, to the east by W.P. Elder Reservoir Outlet Canal (No. 8 Ditch), and to the south by Richards Lake Road and the Lind Filing One property. The project site can also be described as situated in the northwest quarter, and southwest quarter of Section 29, Township 8 North, Range 68 West, of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. The site (property boundary) comprises approximately 129.54 acres (see vicinity map in Appendix A). B. Description of Property The project site currently contains an existing 129.54-acre vacant field comprised of gravel access roads, and fields of native grasses and weeds. The site also includes half of existing Turnberry Road, as well as contains remnants of irrigation and drainage structures on the east side of Turnberry Road. The south portion of the site contains stockpiles of soil spoil piles and rock piles from the previous Lind Filing One development. Spoil piles will be removed as part of the site demolition. The W. P. Elder Reservoir Outlet Canal (No. 8 Ditch) conveys ditch flow from northwest to southeast through the parcel, and will be realigned and improved as part of this project, subject to agreement between Larimer Weld and the Owners/Developers. The existing site has topography which generally slopes from the northwest to the south-southeast, for the northern half of the site, at slopes varying from 1.5% to 2.0%. The south portion of the site slopes southwest at approximately 2.5% to 3.5%. The proposed development consists of single family homes, multi-family buildings, park and amenity spaces, public and private streets, water, sanitary sewer, storm sewer, and private infrastructure improvements, as well as intermittent green spaces and outdoor spaces. 6 II. DRAINAGE BASINS A. Major Basin Description The Sonders East project is located within the City of Fort Collins Cooper Slough Drainage Basin. The Cooper Slough Drainage Basin generally flows from north to south and ultimately outlets into Larimer and Weld County Canal. B. Existing Sub-Basin Description The existing site consists primarily of dirt with intermittent grasses and weeds. Existing onsite drainage from the northern portion of the site (Basin EX1) is conveyed from the northwest to the east-southeast ultimately collecting along the west edge of the No. 8 Ditch Rider road, with flows then overtopping the shallow inundation area and flowing east and into the No. 8 Ditch. Existing onsite drainage from the southern half of the site (Basin EX2) flows predominantly from the northwest to the east-southeast, with the far southeastern area of the site flowing west-southwest, in which the entire southern area enters the existing detention pond 100, constructed with the Lind Filing One project. Please refer to Lind 1 drainage basin map, as well as the existing drainage basin map for Sonders East, both contained in Appendix F. The existing subject site is contained within two existing sub-basins (EX1 and EX2). Existing basin EX1 contains approximately 64.45 acres and was modeled with the basin having an existing ‘c’ value of 0.25. The calculated existing 2-year runoff from basin EX1 is 17.03 cfs. Existing basin EX2 contains approximately 65.09 acres and was modeled with the basin having an existing ‘c’ value of 0.25. The calculated existing 2-year runoff from basin EX2 is 18.30 cfs Please refer to the rational calculations in Appendix B. C. Proposed Sub-Basin Description The proposed development consists of a multifamily apartment building complex, single family lot development, affordable housing development area, and commercial/retail development area, along with associated street, water, sanitary sewer, storm sewer, and private infrastructure improvements, as well as intermittent green spaces and outdoor spaces. The majority of site runoff generated from the proposed site will be conveyed to two offfsite Rain Gardens BMPs, which discharge into two adjacent offsite detention ponds, located just east of the proposed project. The detention ponds ultimately discharge into the W.P. Elder Reservoir Outlet Canal (No. 8 Ditch), as historically occurs. The minority portion of the site discharges to an existing detention pond, located to the southwest of the proposed development. This detention pond was designed as a water quality/detention pond with the Lind Filing One development. The Lind Filing One pond (Existing Pond 100) was oversized to accommodate future flows into the pond. The original design assumed approximately 64.40 acres from Sonders East would drain to the pond. The current design only provides for 7 approximately 48.50 acres from Sonders East draining to the pond. The pond currently has over 15 ac-ft of excess detention/water quality volume, after accepting offsite flows from Sonders East and Lind Filing One. The proposed public roads will be paved with asphalt, while the private drives and adjacent parking areas will be constructed of concrete or asphalt. Interior sidewalks will be constructed of concrete to serve pedestrians and provide access throughout the site. Runoff from the proposed site will be conveyed in underground storm drainage piping systems or on the surface, with flows ultimately conveyed to the three ponds mentioned above. The two proposed detention ponds will be equipped with Rain Gardens and forebays, to meet LID requirements for the site. Runoff from the site will be conveyed to the Rain Gardens. The Rain Gardens will provide approximately one (1) foot of ponding depth with base composed of bioretention sand media and gravel over a 4” perforated underdrain system installed at the bottom of the Rain Garden, thus meeting City LID criteria. Runoff captured in the Rain Garden will be filtered through the media and gravel, routed in the underdrain system, and will discharge into the proposed outlet structures, located at the downstream ends of the two proposed detention ponds. Overflow spillways will be constructed in each Rain Garden to allow runoff exceeding the LID volume to overtop and enter the detention ponds. Should the volume entering the rain gardens be in excess of what is allowed by the City, diversion structures will be provided to send excess runoff directly the detention ponds, thus bypassing the rain gardens. This will be addressed as design progresses and will be included in the final design. Table 1: DETENTION POND SUMMARY Pond 100-yr WSEL (ft) Volume Required (ac-ft) Volume Provided (ac-ft) Flow in (cfs) Flow out (cfs) 100 5018.11 10.12 25.44 303 2.26 200 5041.79 10.42 11.24 267 20.16 300 5049.99 2.60 2.66 91 9.15 Total --- 23.14 39.34 661 31.57 The water quality is provided through two offsite Rain Gardens and the existing water quality/detention pond designed and constructed with Lind Filing One. The Rain Gardens will release into the two proposed detention ponds. The provided water quality/LID volumes are tabulated below: Table 2: LID RAIN GARDEN VOLUMES LID Volume Provided (ac-ft) Volume Required (ac-ft) WQ Pond 100 1.44 1.44 Rain Garden 200 1.09 1.09 Rain Garden 300 0.30 0.30 8 Though ‘Table 2’ shows the required and provided water quality/detention volumes for the site, it’s important to note that Pond 100 has volume in excess to provide additional water quality and detention for Sonders East and Lind One Filing One. As design progresses, the existing outlet structure in Pond 100 may be modified to provide additional water quality/detention, in conjunction with that provided in Ponds 200 and 300 and shown in the SWMM model. It should be noted that LID treatment is provided for approximately 95% percent of the on-site basin impervious single and multi-family areas of the site, in which 50% of single family impervious areas, and 75% of multi-family impervious areas are required to be treated for the overall site. LID treatment is provided through the implementation of Rain Gardens in Ponds 200 and 300, with additional water quality achieved via the existing WQCV control structure located in Pond 100. Should the Rain Gardens fill up during major storm events, the Rain Gardens will overtop the spillways and drain to the proposed detention ponds. The proposed detention ponds will be graded with relatively flat bottoms (0.5% to 1.0%) to allow for infiltration and pollutants to settle out of the runoff, prior to flows exiting the ponds via the proposed outlet structures and into W.P. Elder Reservoir Outlet Canal (No. 8 Ditch). Please refer to the grading plans for details. The proposed detention ponds will discharge a combined flow rate of 31.57cfs to the No. 8 Ditch. This is well below the allowed release rate obtained from the Upper Cooper Slough EPA SWMM Masterplan model. The Upper Cooper Slough model has over 115cfs (Basin SB39 in the BEC_UCS.inp model) draining from the site directly to the W.P. Elder Reservoir Outlet Canal (No. 8 Ditch). This is in addition to the 3 cfs from the Lind Filling 1 pond. Therefore, the proposed release for the development is drastically reduced, and well below what is currently allowed in the Masterplan. Per the Geotechnical report by CTL Thompson, the site contains slightly expansive clay materials. The contractor shall follow the mitigation methods presented in the Geotechnical Report and consult with the Geotechnical Engineer as required for recommendations on site specific soil types in providing construction of the detention pond and LID treatment areas. III. DRAINAGE DESIGN CRITERIA A. Regulations The Sonders East site, located in the Cooper Slough Drainage Basin, will be designed to detain the 100-year stormwater runoff under the developed condition. The release rate from the ponds is regulated by the Windsor Reservoir Canal Company. The drainage design calculations for the subject site is required to be in compliance with the current City of Fort Collins Stormwater and Erosion Control 9 Standards and requirements, and applicable criteria and design methods provided in the Mile High Flood District (MHFD). The Rational Method and EPA SWMM have been used to calculate stormwater runoff and proposed detention pond volumes. Requirements of the Geotechnical Report by CTL Thompson must also be implemented in the grading and drainage design for the site. The drainage design for the subject site will be designed in accordance with these standards and design criteria and provides for the site drainage being conveyed to downstream Rain Gardens and detention ponds, as required and applicable, during the next phase in the project design. The proposed detention ponds will discharge a combined flow rate of 31.57cfs to the No. 8 ditch. This is well below the allowed release rate obtained from the Upper Cooper Slough EPA SWMM Masterplan model. The Upper Cooper Slough model has over 115cfs (Basin SB39 in the BEC_UCS.inp model) draining from the site directly to the W.P. Elder Reservoir Outlet Canal (No. 8 Ditch). This is in addition to the 3cfs from the Lind Filing 1 pond. B. Development Criteria Reference and Constraints Drainage criteria and constraints required by the City of Fort Collins and Windsor Reservoir Canal Company, will be achieved, and provided by the Sonders East project. The capacity of the stormwater system will provide water quality treatment, detention, and measures in place to restrict the release to W.P. Elder Reservoir Outlet Canal (No. 8 Ditch) at a rate not to exceed the flow specified in the Upper Cooper Slough Master Plan for the entire 129.54 acres, which includes all attributing onsite and offsite basins, including the half-width of Turnberry Road along the west side of the proposed site. It’s important to note that even though the current Upper Cooper Slough Master Plan allows for approximately 115cfs of release rate from the Sonders East site and 3cfs from the Lind Filing 1 site into the No. 8 ditch, the proposed design provides for a combined release rate of 31.57 cfs from existing Pond 100 (constructed with Lind Filing One) and proposed Ponds 200 and 300, thus drastically reducing the outflow from the Sonders East development that’s shown, and currently allowed in the stormwater masterplan. C. Hydrologic Criteria The Rational Method for determining surface runoff was used for the project site. The 2-year and 100-year storm event intensities were used in calculating runoff values. The City of Fort Collins intensity duration frequency curves were used to obtain rainfall data for each of the specified storm events. 10 Water quality pond sizing was calculated using the latest City of Fort Collins Criteria as well as Mile High Flood District sizing methods and spreadsheets. Detention pond sizing was calculated using EPA SWMM. Rain Garden sizing was calculated using the Design Procedure Form for Rain Garden Design spreadsheet developed by MHFD. Street capacity calculations were determined using the MHFD street capacity spreadsheet. To be conservative at this time, a 0.5% minimum slope was assumed for the street. The flows were obtained from the street conveyance links in the EPA SWMM model. At all locations throughout the development, the flow does not exceed the street capacity for both the 2-yr and 100-yr storm events. These calculations and criteria are provided in Appendices C and D of this report. D. Hydraulic Criteria All hydraulic calculations within this report have been prepared in accordance with the City of Fort Collins Drainage Criteria and are also included in the Appendices. Preliminary storm sewer pipe sizing was not performed at this time. The pipes in EPA SWMM are a place holder to analyze the routing and were not used to size the drainage system at this time. Final storm sewer pipe/systems and inlet/curb cut sizing will be provided in final design. Orifice/inlet control sizing will be calculated in final design. Final swale sizing will be completed during final design. Final erosion control and riprap sizing will be provided in final design using North American Green software and riprap spreadsheet software. E. Variances No variances are being requested at this time. IV. DRAINAGE FACILITY DESIGN A. General Concept Fifty proposed onsite drainage basins and thirteen offsite basin have been created to analyze the drainage for the proposed development. Basins 1-6, 50, and basins OS1-OS3, and OS10, drain ultimately to a proposed offsite detention/water quality pond (Pond 300), located east of the northeast portion 11 of the site, via overland flow, curb and gutter, and proposed storm sewer systems. The 100-year peak flow to be detained in detention Pond 300 will be approximately 91 cfs. Basins 7-33, and basins OS4-OS8, and OS13, drain ultimately to a second proposed offsite detention/water quality pond (Pond 200), located east of the site, via overland flow, curb and gutter, and proposed storm sewer systems. The 100-year peak flow to be detained in Pond 200 will be approximately 267 cfs. Basins 24-49, and basin OS-9, drain ultimately to an existing detention/water quality pond (Pond 100), located in the southwest corner of the site, via overland flow, curb and gutter, and proposed storm sewer systems. The 100-year peak flow to be detained in existing Pond 100 will be approximately 303 cfs (including flows from Lind Filing One). Basin OS12 is an offsite basin that will be conveyed directly to W.P. Elder Reservoir Outlet Canal (No. 8 Ditch) undetained. The total 100-year peak flow to be detained in the two proposed detention ponds, along with the existing Lind 1 pond, will be approximately 616 cfs. Existing detention Pond 100 (southwest), Detention Pond 200 (east), and Detention Pond 300 (northeast) provide approximately 10.12 acre-feet, 10.42 acre-feet and 2.60 acre-feet of storage, respectively. Water quality is provided in the proposed Rain Gardens, located upstream of Detention Ponds 200 and 300. A Water Quality Control Volume is also provided within Pond 100 for runoff not directed to the Rain Garden. The allowable 100-year release rate for the site is 32 cfs. The release rates for Ponds 100, 200 and 300 will be 2.26 cfs, 20.16 cfs and 9.15 cfs, respectively. Please refer to the rational calculations in Appendix B and the Proposed and Existing Drainage Basin Exhibits in Appendix F for additional information. B. Specific Details Drainage to Detention Pond 300: The runoff from the following basins will be collected in a proposed storm sewer system which will be ultimately be conveyed to the Rain Garden upstream of Detention Pond 300, located at the northeast corner of the site. The Rain Garden discharges into proposed Detention Pond 300. 12 Basin 1 Runoff in Basin 1 will drain via overland flow to a drainage swale that travels along the east side of the site, within Basin OS-10, to the Rain Garden upstream of Detention Pond 300. Basin 2 Runoff in Basin 2 will drain via overland flow to Sternwheeler Court. The flow from Sternwheeler Court will discharge on Grassland Road where it will be collected in a proposed storm drainage system. Basin 3 Runoff in Basin 3 will drain via overland flow and curb and gutter to Grassland Road where it is collected in a proposed storm drainage system. Basin 4 Runoff in Basin 4 will drain via overland flow and curb and gutter to Greenspace Road. Inlets on Greenspace Road collect the flow and convey it in the proposed storm drainage system to the Rain Garden upstream of Detention Pond 300.. Basin 5 Runoff in Basin 5 sheet flows to the east where it is collected in the propsoed drainage swale along the east side of the development. The swale discharges to the Rain Garden upstream of Detention Pond 300. Basin 6 Runoff in Basin 6 travels via overland flow and curb and gutter to Nature Parkway. Nature Parkway drains to Greenspace Road where the runoff is collected in the proposed storm drainage system. Basin 10 Basin 10 contains a drainage swale that travels along the east side of the development to the proposed Detention Pond 300. Basin 50 Runoff from Basin 50 will travel via overland flow to the proposed drainage swale that will travel along the east side of the development. The swale discharges into Detention Pond 300. Basin OS-1 Runoff in Basin OS-1 will be conveyed via overland flow and curb and gutter to a curb cuts along Turnberry Road. The curb cuts direct the water overland through Basin 1 and to the drainage swale on Basin OS-10. 13 Basin OS-3 Runoff in Basin OS-3 will drain via overland flow and curb and gutter to a curb cuts along Turnberry Road. The curb cuts direct the water overland to a drainage swale along the west side of basin 2. The swale discharges to Grassland Road where it is collected in a proposed storm drainage system. Basin OS-4 Runoff in Basin OS-4 will drain via overland flow and curb and gutter to a curb cuts along Turnberry Road. The curb cuts direct the water overland to a drainage swale along the west side of Basin 3. The swale discharges to Grassland Road where it is collected in a proposed storm drainage system. Drainage to Detention Pond 200: The runoff from the following basins will be collected in a proposed storm sewer system which will be ultimately be conveyed to the Rain Garden upstream of Detention Pond 200, located at the northeast corner of the site. The Rain Garden discharges into proposed Detehtion Pond 200. Basin 7 Runoff in Basin 7 travels via overland flow and curb and gutter to Sternwheeler drive. Sternwheeler drive drains to Greenspace Road and ultimately to a drainage system that collects the flow and discharges it to the Rain Garden upstream of Detention Pond 200. Basin 8 Runoff in Basin 8 drains to Greenspace Road. The flow on Greenspace Road is collected in travels south via curb and gutter to proposed Type R inlets that connect the proposed storm drainage system. Basin 9 Runoff in Basin 9 drains via overland flow and curb and gutter to Meadowlark Road. Inlets are located in a low spot along Meadowlark Road which collects the runoff and conveys it in the proposed drainage system to the Rain Garden upstream of Detention Pond 200. Basin 10 Runoff in Basin 10 drains via overland flow and curb and gutter to Meadowlark Road. Inlets are located in a low spot along Meadowlark Road which collects the runoff and conveys it in the proposed drainage system to the Rain Garden upstream of Detention Pond 200. Basin 11 Runoff in Basin 11 travels via overland flow and curb and gutter to Nature Park Way. Runoff in Natures Park Way drains to the south, via curb and 14 gutter, and to a low spot which collects the runoffs in proposed inlets and into a proposed storm drainage system. Basin 12 Runoff in Basin 12 travels via overland flow and curb and gutter to Nature Park Way. Runoff in Natures Park Way drains to the south, via curb and gutter, and to a low spot which collects the runoffs in proposed inlets and into a proposed storm drainage system. Basin 13 Runoff in Basin 13 travels east via overland flow and curb and gutter to Greenspace Road. Inlets are located in a low spot along Greenspace Road which collects the runoff and conveys it in the proposed drainage system to the Rain Garden upstream of Detention Pond 200. Basin 14 Runoff in Basin 14 travels east via overland flow and curb and gutter to High Meadow Road. Inlets are located in a low spot along High Meadow Road which collects the runoff and conveys it in the proposed drainage system to the Rain Garden upstream of Detention Pond 200. Basin 15 Runoff in Basin 15 travels south via overland flow to an area inlet located north of Parkland Road. Basin 16 Runoff in Basin 16 travels north to Parkland Road via overland flow and curb and gutter. The flow then travels east via curb and gutter to High Meadow Road where it combines with the flow from Basin 14. Basin 17 Runoff in Basin 17 overland flows to Pathway Road. The flow then travels east via curb and gutter to High Meadow Road where it combines with the flow from Basin 14. Basin 18 Runoff in Basin 18 travels west via overland flow and curb and gutter to High Meadow Road. Inlets are located in a low spot along High Meadow Road which collects the runoff and conveys it in the proposed drainage system to the Rain Garden upstream of Detention Pond 200. 15 Basin 18A Runoff in Basin 18A travels via overland flow and curb and gutter to High Meadow Road. Proposed inlets collect the water and convey it in the proposed storm drainage system. Basin 19 Runoff in Basin 19 sheet flows to the Rain Garden upstream of Detention Pond 200. Basin 20 Runoff in Basin 20 travels to the east via overland flow and curb and gutter to Sternwheeler Road. The flow in Sternwheeler Road drains to the south via curb and gutter to Morning Star Drive where it is ultimately collected in inlets and conveyed in the proposed storm drainage system. Basin 21 Runoff in Basin 21 travels to the south and to Walking Stick Way via overland flow. The runoff in Walking Stick Way flows to the east to High Meadow Road where it is ultimately collected in inlets and conveyed in the proposed storm drainage system. Basin 22 Runoff in Basin 22 travels east through the basin via overland flow and curb and gutter and ultimately to Morning Star Drive. Inlets located at a low spot on Morning Side Drive collects the flow and conveys in the proposed storm drainage system to Detention Pond 200. Basin 22A Runoff in Basin 22A travels to the east viz overland flow to High Meadow Road where it is ultimately collected in inlets and conveyed in the proposed storm drainage system. Basin 23 Runoff in Basin 23 travels to the north via overland flow and curb and gutter to Morning Star Drive. The runoff in Morning Side Drive flows to the east where it is collected in proposed Type R inlets. The inlets discharge into a proposed storm drainage system and ultimately to Detention Pond 200. Basin OS-5 Runoff in Basin OS-5 will drain via overland flow and curb and gutter to a curb cuts along Turnberry Road. The curb cuts direct the water overland to Amle Land. Amble Lane discharges to Sternwheeler Drive. 16 Basin OS-6 Runoff in Basin OS-6 will drain via overland flow and curb and gutter to a curb cuts along Turnberry Road. The curb cuts direct the water overland to Pathway Lane. Pathway Lane discharges into Greenspace Road. OS-8 Runoff in Basin OS-8 will drain via overland flow and curb and gutter to a curb cuts along Turnberry Road. The curb cuts direct the water overland to a parking lot on Basin 20. The parking lot drains to Sternwheeler Drive and ultimately to the proposed storm drainage system. Drainage to Detention Pond 100: The runoff from the following basins will be collected in a proposed storm sewer system which will be ultimately conveyed to an existing detention pond, located on Lind 1 at the southeast corner of the Lind 1 site. Detention Pond 100 is also a water quality pond and will treat the basins summarized below. Basin 24 Runoff in Basin 24 will overland flow to the southeast comer of the basin and to Fairwater Drive. Fairwater Drive flows to the south and to the proposed drainage system. Basin 25 Runoff in Basin 25 will overland flow to the west and to Fairwater Drive. Fairwater Drive flows to the south and to the proposed drainage system. Basin 26 Runoff in Basin 26 will sheet flow to Sternwheeler drive. Inlets located at a low spot on Sternwheeler Drive will collect the runoff and convey it via a storm drainage system to Detention Pond 100. Basin 27 Runoff in Basin 27 flows viz overland flow and curb and gutter to the west to Sternwheeler Drive. Inlets located at the low spot on Sternwheeler collect the flow and convey it in a proposed storm drainage system to Detention Pond 100. Basin 28 Runoff from Basin 28 flows to the center of the basin where it is collected in a proposed drainage channel. The proposed channel travels east through the site to Fairwater Drive. 17 Basin 29 Runoff in Basin 29 flows via overland flow and curb and gutter to the center of the basin where it is collected in several area inlets. These inlets will convey the proposed runoff to Detention Pond 100 via the storm drainage system. Basin 30 Runoff in Basin 30 travels southeast to the Proposed Detention Pond 100. Basin 31 Runoff in Basin 31travles to the west via overland flow and curb and gutter to Trailway Road. The runoff on Trailway Road flows to the south and ultimately onto Brightwater Drive. Basin 32 Runoff in Basin 32 travels to High Meadow Road via overland flow and curb and gutter. High Meadow Road drains to the north where Type R inlets collect the flow and discharges it overland and onto Basin 33. Basin 33 Runoff in Basin 33 sheet flows to the east and into a proposed drainage swale that collects the runoff and conveys it to the south and ultimately into Detention Pond 1. Basin 34 Runoff in Basin 34 travels to the south via overland flow and curb and gutter and ultimately onto Brightwater Drive. Basin 35 Runoff in Basin 35 travel to the south and onto Brightwater Drive. Runoff on Brightwater Drive flows to the southwest where it is collected through Type R inlets and into the proposed storm drainage system. Basin 36 Runoff in Basin 36 travel to the north and onto Brightwater Drive. Runoff on Brightwater Drive flows to the southwest where it is collected through Type R inlets and into the proposed storm drainage system. Basin 37 Runoff in Basin 37 travels to the south via curb and gutter and overland flow to Wellness Road. The runoff on Wellness Road flow to the south via curb and gutter. 18 Basin 38 Runoff in Basin 38 travels to the south via curb and gutter and overland flow to Seadarber Drive. The runoff on SeaFarer flow to the west via curb and gutter where it discharges onto Clipper Way. Basin 39 Runoff in Basin 39 sheet flows to a drainage channel that is located along the east side of the development. The drainage swale ultimately discharges into Detention Pond 100 after combining with runoff from Basin 49. Basin 40 Runoff in Basin 40 flows to the south and onto Clipper Way via overland flow and curb and gutter. The flow on Clipper Way travels to the east. Basin 41 Runoff in Basin 41 travels to the south via curb and gutter and overland flow to Clipper Way. The runoff on Clipper Way flow to the west via curb and gutter where it combines with the flow from Basins 40 and 38 in Wellness Road. There are inlets located at a low spot on Wellness Road that collects the flow and discharges it into Detention Pond 100 via the proposed storm drainage system. Basin 42 Runoff in Basin 42 sheet flows to the south and to Detention Pond 100. Basin 43 Runoff in Basin 43 travels to Wellness Road via overland flow and curb and gutter. The runoff on Wellness Road travels to the south to inlets located at a low spot near Galewind Land. Basin 44 Runoff in Basin 44 travels to the south viz overland flow and curb and gutter to an area inlet located north of Galewind Lane. The inlet conveys the flow to Detention Pond 100 via the proposed storm drainage system. Basin 45 Runoff in Basin 45 travels to the south viz overland flow and curb and gutter to an area inlet located north of Galewind Lane. The inlet conveys the flow to Detention Pond 100 via the proposed storm drainage system. Basin 46 Runoff from Basin 46 flows vias overland flow and curb and gutter to High Meadow Lane. The runoff in High Meadow Land flows to the south and to proposed inlets where it is collected and discharged into Detention Pond 100. 19 Basin 47 Runoff in Basin 47 travels to the southwest via overland flow and curb and gutter to Flagship Drive. The flow on Flagship Drive is collected in proposed Type R inlets located at a low spot on the road. The inlets discharge into Detention Pond 100 via the storm drainage system. Basin 48 Runoff in Basin 48 travels to the southwest via overland flow and curb and gutter to Clarion Lane. The flow on Clarion Lane is collected in proposed Type R inlets located at a low spot on the road. The inlets discharge into Detention Pond 100 via the storm drainage system. Basin 49 Runoff in Basin 49 sheet flows to the south and into a propose drainage swale traveling along the southern boundary of the site. The drainage channel discharges into Detention Pond 100. OS-9 Runoff in Basin OS-9 will drain via overland flow and curb and gutter to a curb cuts along Turnberry Road. The curb cuts direct the water overland to Basin 26 and ultimately to Sternwheeler Drive. OS-13 Basin OS-13 represents the Rain Garden and Detention Pond 100. Offsite Drainage The runoff from the following basin drains offsite. Basin OS-12 Runoff in Basin OS-12 sheet flows to the irrigation ditch running along the eastern boundary of the basin. C. Detention Pond Detention Pond 200 has been sized to provide detention for 67.3 acres which includes Basins 7-33, OS4-8 and OS13. Detention Pond 200 will provide 10.42 acre- feet of available volume at an elevation of 5041.79. The Rain Garden adjacent to Pond 200 will provide 1.09 acre-feet of available volume at an elevation of approximately 5042. Detention Pond 300 has been sized to provide detention for 23.9 acres which includes Basins 1-6, 50, OS1-3 and OS10. Detention Pond 300 will provide 2.60 acre-feet of available volume at an elevation of 5049.99. The Rain Garden adjacent 20 to Pond 300 will provide 0.30 acre-feet of available volume at an elevation of approximately 5050. Existing Detention Pond 100 was previously sized with the Lind Filing One development to detain a portion of the flow from Sonders East, in which Pond 100 was designed to provide approximately 21.68 ac-ft of combined detention and water quality volume for Lind Filings 1, 2, and 3, with 1.73 ac-ft of this volume being water quality. The current asbuilt rating curve for Pond 100 demonstrates nearly 25.44 ac-ft of available volume. Today, Sonders East is what would have been Lind Filings 2 and 3, and the proposed plans entail keeping existing Pond 100 in its original state, but with some added storm outfall pipes entering the pond from the Sonders East development. Water quality sizing for the entire onsite basins within the development (126.07 acres @ 45% imperviousness) was calculated to be 2.03 ac-ft. Assuming approximately 0.8 ac-ft of water quality being required for, and attributable to Lind Filing 1, today’s required water quality capture volume is approximately 2.83 ac-ft. Considering LID treatment from the rain gardens near Ponds 200 and 300 providing approximately 1.39 ac-ft of water quality treatment, Pond 100 is only required to provide the remaining 1.44 ac-ft water quality for the site. The SWMM model for the project demonstrates that 10.12 ac-ft of detention is required for Pond 100, which added to the 1.44 ac-ft of required water quality, brings the total required volume in Pond 100 to 11.56 ac-ft. However, because Pond 100 is already oversized (25.44 ac-ft available), detention and water quality are far exceeded in Pond 100, and existing Pond 100 will provide water quality and detention for 95.3 acres which includes Basins 24-49, OS9 and Lind 1. Detention Pond 100 will provide the 10.12 acre-feet of available volume at an elevation of 5918.11. The proposed detention ponds will allow for detention up to the 100-year storm event for the development. The lowest outlet elevation of Detention Pond 300 (invert at the front of the outlet structure) is approximately 5044.5. The calculated 100-year water surface elevation of Detention Pond 300 is approximately 5049.99 with a release rate of 9.15 cfs. The lowest outlet elevation of Detention Pond 200 (invert at the front of the outlet structure) is approximately 5036. The calculated 100-year water surface elevation of Detention Pond 200 is approximately 5041.79 with a release rate of 20.16 cfs. The lowest outlet elevation of the existing Detention Pond 100 (invert at the front of the outlet structure) is approximately 5012.25. The calculated 100-year water surface elevation of Detention Pond 300 is approximately 5018.11 with a release rate of 2.26 cfs. Even after the addition of the area from the Sonders East development that drains to the existing pond, the pond has excess volume that can be used for further water quality treatment. 21 The combined release from Ponds 100 through 300, is 31.57 cfs, for a total discharge rate to the W.P. Elder Reservoir Outlet Canal. An Emergency Spillway will be constructed along the south/east edges of Ponds 200, and 300. The proposed spillway for Pond 100 will remain, as previously constructed with the Lind Filing One development. North American Green C350 Erosion Control Fabric will also be provided on the spillways to mitigate erosion, in event the ponds overtop. D. PC SWMM/EPA SWMM Model To analyze the detention ponds in the Sonders East development, a PC SWMM model was created for the site drainage. PC SWMM uses EPA SWMM to analyze the proposed storm sewer system and size proposed detention ponds. Please refer to the attached SWMM Exhibit in Appendix C for details. The model contains street links and storm conduits to route the flows through the site and to the proposed Detention Ponds. E. Street Capacities Street capacity calculations were determined using the MHFD street capacity spreadsheet. To be conservative at this time, a 0.5% minimum slope was assumed for the street. The flows were obtained from the street conveyance links in the EPA SWMM model. At all locations throughout the development, the flow does not exceed the street capacity for both the 2-yr and 100-yr storm events. Street capacity calculations can be found in Appendix B. V. STORM WATER QUALITY A. General Concept & Specific Details The water quality of stormwater runoff must be addressed on all final design utility plans. The Four Step Process is used to design the Best Management Practices for the site. Step 1: Runoff Reduction Step 2: Implement BMPs That Provide a WQCV with Slow Release Step 3: Stabilize Streams 22 Step 4: Implement Site Specific and Other Source Control BMPs Runoff Reduction Common areas are provided between blocks of single family homes to provide a landscape buffers with gravel paths or paved sidewalks. Drainage is conveyed over and through these buffers before entering ponds. Therefore, Best Management Practices (BMP's) for the treatment of stormwater runoff for the subject site will include grass/ sod-lined swales, riprap pads at culvert discharge points, riprap or permanent erosion control fabric at curb cuts and swale entrances into the ponds, grass scrubbing across the bottom of the detention ponds during first flush conditions, and proposed Rain Gardens consisting of water quality catch basins located at the entrances to the detention ponds, which have been incorporated into the detention pond design. These proposed water quality features will provide a mechanism for pollutants to settle out of the stormwater runoff before flows are directed into the detention ponds. The proposed water quality/ detention facilities have adequate capacity and will provide all of the required water quality and detention up to the 100-year event for the developed condition of the subject site prior to releasing flows to W.P. Elder Reservoir Outlet Canal VI. EROSION CONTROL A. General Concept The subject site soils are classified as Hydrologic Groups B and C, with an erosion K factor ranging from 0.28 to 0.43. The Wind Erodibility Group is rated 4L, 5, and 6, according to the USDA Soil Properties. The potential exists for erosion problems during construction, but should be minimal after completion of proposed development. 23 Silt fence will be installed along the north, west, south, and east portions of the site to prevent sediment from leaving the site. Vehicle tracking pads will also be placed at entrances/exits to the site, with the exact location(s) provided during final design. Straw Wattles and gravel inlet filters will be placed at proposed and nearby, existing inlet locations to mitigate the build-up of sediment in the existing and proposed inlets and manhole structures. Straw wattle check dams will also be installed at 300' intervals in the proposed swales throughout the site, as may be applicable. Concrete forebays will be installed at several concentrated flow areas that enter the Rain Garden/ LID basin, as well as special gravel inlet filters placed at pond outlet structures. Erosion Control Calculations and the Erosion Control Escrow Amount will be provided during final design. Please refer to Appendix F for the Erosion Control Plan and Erosion Control Notes and Detail Sheets. VII. CONCLUSIONS A. Compliance with Standards & Stormwater Operations/Maintenance Procedure All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. The City of Fort Collins Storm water Utility will not maintain the on-site storm drainage facilities within the subject site. The owners of the subject site will maintain their on-site storm drainage facilities on a regular basis. The following shall be implemented for the private stormwater improvements’ operations/ maintenance procedures for the project on an annual or bi-annual basis: 1) Storm Sewer Inlets, pipes and flared-end-sections, curb cuts and concrete sidewalk culverts/chases, structures, manholes, and the LID water quality catch basins shall be cleaned through the removal of debris and sediment from the associated items to allow for adequate drainage through the site to the proposed detention facilities. 2) Pond sedimentation/ silting shall be removed to allow for adequate drainage along the bottom of the ponds and to prevent ponding and silting in of the pond bottoms. Grass scrubbing along the bottom of the ponds may be required to remove sediment and promote grass growth. 3) Re-vegetation through the use of Natural Seeding/ Sod shall be provided for disturbed areas and other permanent erosion controls shall be provided for areas where erosion has taken place and requires remediation back to the proposed condition shown in the plans. 24 The Stormwater Operating/ Maintenance Procedures listed above are guidelines to the minimum procedures that shall be implemented for the site, with these and additional measures being utilized on an as-needed basis. B. Drainage Concept The proposed drainage concepts presented in this study and shown on the utility plans adequately provide for the transmission of developed on-site runoff to the existing and proposed detention ponds (Existing Pond 100, and proposed Ponds 200 and 300), located southwest and east of the subject site. The proposed storm sewer system will provide for the 100-year developed flows to reach the existing and proposed water quality and detention ponds, prior to the combined 31.57 cfs flow being released downstream to the No. 8 Ditch. If groundwater is encountered at the time of construction, a Colorado Department of Health Construction Dewatering Permit will be required. C. Storm Water Quality The preliminary design has addressed the water quality aspect of stormwater runoff. The proposed grass-lined detention ponds and Rain Gardens will provide an opportunity for stormwater pollutants to filter out of the stormwater runoff before flows are directed downstream to W.P. Elder Reservoir Outlet Canal (No. 8 Ditch). Furthermore, the proposed grass-sod-lined swales, riprap pads at culvert outlets, permanent erosion control fabric and other erosion control devises that may be utilized for side-slopes and embankments, grass scrubbing across the bottom of the detention ponds during first flush conditions, and the water quality basins incorporated into the detention pond designs will provide additional mechanisms for pollutants to settle out of the stormwater runoff before flows are east and into the No. 8 Ditch. D. Erosion Control Concept Proposed erosion control concepts will adequately provide for the control of wind and rainfall erosion from the proposed development. Through the construction of the proposed erosion control concepts, the City of Fort Collins standards will be maintained. The proposed erosion control concepts presented in the preliminary drainage report and shown on the erosion control plan are in compliance with the City of Fort Collins Erosion Control Criteria. Phased erosion control plans will be provided during final design. 25 Erosion Control Escrow Estimate The Erosion Control Escrow Estimate for the subject property will be provided at final design. REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1997, & Associated UDFCD Updates and New City of Fort Collins Stormwater Criteria manual, adopted January, 2012, updated December 2018. 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991, Revised January 1997, & Associated UDFCD Updates and New City of Fort Collins Stormwater Criteria manual, adopted January 2012. 3. Urban Storm Drainage Criteria Manual Volume 1; Urban Drainage and Flood Control District, Denver, Colorado, June 2001, Revised April 2016 and August 2018. 4. Urban Storm Drainage Criteria Manual Volume 2; Urban Drainage and Flood Control District, Denver, Colorado, June 2001, Revised April 2016 & September 2017. 5. Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado, August 2011, Revised January 2021. 6. USDA Web Soil Survey, United States Department of Agriculture, Last updated 7/31/19. 7. City of Fort Collins Upper Cooper Slough Basin Selected Plan of Improvements, May 2021, by ICON Engineering, Inc. 8. Project Development Plan Drainage and Erosion Control Study for the Lind Property Filing 1, Fort Collins, Colorado, May 9, 2023, by Sear Brown. 26 APPENDIX 27 APPENDIX A 28 VICINITY MAP, SOILS MAP, FEMA FIRMETTE VICINITY MAP AUGUST 16, 2023 ASPEN SITE LOCATION PROJECT BENCHMARK CITY OF FORT COLLINS BM #34-01 ELEVATION 5026.59 PROJECT BENCHMARK CITY OF FORT COLLINS BM #32-01 ELEVATION 5071.62 Soil Map—Larimer County Area, Colorado (Sonders East) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/19/2022 Page 1 of 3449700044972004497400449760044978004498000449820044984004498600449700044972004497400449760044978004498000449820044984004498600496500496700496900497100497300497500497700 496500 496700 496900 497100 497300 497500 497700 40° 38' 19'' N 105° 2' 29'' W40° 38' 19'' N105° 1' 35'' W40° 37' 24'' N 105° 2' 29'' W40° 37' 24'' N 105° 1' 35'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 400 800 1600 2400 Feet 0 100 200 400 600 Meters Map Scale: 1:8,250 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 16, Sep 2, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 20, 2015—Aug 10, 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. Soil Map—Larimer County Area, Colorado (Sonders East) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/19/2022 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes 8.0 6.1% 36 Fort Collins loam, 3 to 5 percent slopes 18.1 13.8% 48 Heldt clay loam, 0 to 3 percent slopes 6.6 5.0% 54 Kim loam, 3 to 5 percent slopes 0.0 0.0% 55 Kim loam, 5 to 9 percent slopes 9.8 7.5% 95 Satanta loam, 1 to 3 percent slopes 59.2 45.1% 96 Satanta loam, 3 to 5 percent slopes 6.6 5.0% 103 Stoneham loam, 5 to 9 percent slopes 23.0 17.5% Totals for Area of Interest 131.3 100.0% Soil Map—Larimer County Area, Colorado Sonders East Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/19/2022 Page 3 of 3 Hydrologic Soil Group—Larimer County Area, Colorado (Sonders East) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/19/2022 Page 1 of 4449700044972004497400449760044978004498000449820044984004498600449700044972004497400449760044978004498000449820044984004498600496500496700496900497100497300497500497700 496500 496700 496900 497100 497300 497500 497700 40° 38' 19'' N 105° 2' 29'' W40° 38' 19'' N105° 1' 35'' W40° 37' 24'' N 105° 2' 29'' W40° 37' 24'' N 105° 1' 35'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 400 800 1600 2400 Feet 0 100 200 400 600 Meters Map Scale: 1:8,250 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 16, Sep 2, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 20, 2015—Aug 10, 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. Hydrologic Soil Group—Larimer County Area, Colorado (Sonders East) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/19/2022 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes C 8.0 6.1% 36 Fort Collins loam, 3 to 5 percent slopes C 18.1 13.8% 48 Heldt clay loam, 0 to 3 percent slopes C 6.6 5.0% 54 Kim loam, 3 to 5 percent slopes B 0.0 0.0% 55 Kim loam, 5 to 9 percent slopes B 9.8 7.5% 95 Satanta loam, 1 to 3 percent slopes C 59.2 45.1% 96 Satanta loam, 3 to 5 percent slopes B 6.6 5.0% 103 Stoneham loam, 5 to 9 percent slopes B 23.0 17.5% Totals for Area of Interest 131.3 100.0% Hydrologic Soil Group—Larimer County Area, Colorado Sonders East Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/19/2022 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Sonders East Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/19/2022 Page 4 of 4 Wind Erodibility Group—Larimer County Area, Colorado (Sonders East) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/19/2022 Page 1 of 3449700044972004497400449760044978004498000449820044984004498600449700044972004497400449760044978004498000449820044984004498600496500496700496900497100497300497500497700 496500 496700 496900 497100 497300 497500 497700 40° 38' 19'' N 105° 2' 29'' W40° 38' 19'' N105° 1' 35'' W40° 37' 24'' N 105° 2' 29'' W40° 37' 24'' N 105° 1' 35'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 400 800 1600 2400 Feet 0 100 200 400 600 Meters Map Scale: 1:8,250 if printed on A portrait (8.5" x 11") 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 1 2 3 4 4L 5 6 7 8 Not rated or not available Soil Rating Lines 1 2 3 4 4L 5 6 7 8 Not rated or not available Soil Rating Points 1 2 3 4 4L 5 6 7 8 Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 16, Sep 2, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Sep 20, 2015—Aug 10, 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. Wind Erodibility Group—Larimer County Area, Colorado (Sonders East) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/19/2022 Page 2 of 3 Wind Erodibility Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes 5 8.0 6.1% 36 Fort Collins loam, 3 to 5 percent slopes 5 18.1 13.8% 48 Heldt clay loam, 0 to 3 percent slopes 6 6.6 5.0% 54 Kim loam, 3 to 5 percent slopes 4L 0.0 0.0% 55 Kim loam, 5 to 9 percent slopes 4L 9.8 7.5% 95 Satanta loam, 1 to 3 percent slopes 5 59.2 45.1% 96 Satanta loam, 3 to 5 percent slopes 5 6.6 5.0% 103 Stoneham loam, 5 to 9 percent slopes 6 23.0 17.5% Totals for Area of Interest 131.3 100.0% Description A wind erodibility group (WEG) consists of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion, and those assigned to group 8 are the least susceptible. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Lower Wind Erodibility Group—Larimer County Area, Colorado Sonders East Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/19/2022 Page 3 of 3 K Factor, Whole Soil—Larimer County Area, Colorado (Sonders East K value rating) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/14/2023 Page 1 of 3449700044972004497400449760044978004498000449820044984004498600449700044972004497400449760044978004498000449820044984004498600496500496700496900497100497300497500497700 496500 496700 496900 497100 497300 497500 497700 40° 38' 18'' N 105° 2' 29'' W40° 38' 18'' N105° 1' 35'' W40° 37' 24'' N 105° 2' 29'' W40° 37' 24'' N 105° 1' 35'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 350 700 1400 2100 Feet 0 100 200 400 600 Meters Map Scale: 1:8,090 if printed on A portrait (8.5" x 11") 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 17, Sep 7, 2022 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 2, 2021—Aug 25, 2021 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. K Factor, Whole Soil—Larimer County Area, Colorado (Sonders East K value rating) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/14/2023 Page 2 of 3 K Factor, Whole Soil Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes .43 8.2 6.3% 36 Fort Collins loam, 3 to 5 percent slopes .43 18.8 14.6% 48 Heldt clay loam, 0 to 3 percent slopes .28 4.3 3.3% 55 Kim loam, 5 to 9 percent slopes .28 10.4 8.1% 95 Satanta loam, 1 to 3 percent slopes .32 58.0 44.8% 96 Satanta loam, 3 to 5 percent slopes .32 6.9 5.4% 103 Stoneham loam, 5 to 9 percent slopes .28 22.6 17.5% Totals for Area of Interest 129.3 100.0% Description Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and saturated hydraulic conductivity (Ksat). Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. "Erosion factor Kw (whole soil)" indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Factor K does not apply to organic horizons and is not reported for those layers. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Layer Options (Horizon Aggregation Method): Surface Layer (Not applicable) K Factor, Whole Soil—Larimer County Area, Colorado Sonders East K value rating Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/14/2023 Page 3 of 3 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 5/19/2022 at 6:14 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°2'36"W 40°38'26"N 105°1'58"W 40°37'59"N Basemap: USGS 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 5/19/2022 at 6:12 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°2'27"W 40°38'5"N 105°1'50"W 40°37'38"N Basemap: USGS 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 5/19/2022 at 6:16 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°2'16"W 40°37'53"N 105°1'39"W 40°37'26"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 29 APPENDIX B 30 RATIONAL METHOD HYDROLOGY, HISTORIC DRAINAGE CALCULATIONS, & STREET CAPACITIES 30 Wide Road 36 Wide Road 100-yr 2-yr Min Slope 100-yr 2-yr Sternwheeler Court Basin 02 27 4 30 ft 0.50% 81 5 Basin 03 20 4 30 ft 0.5% 81 5 Basin 07 19 3 30 ft 0.50% 81 5 Grassland Road Link St-320a 27 2 36 ft 0.50% 90 8 Link St-321a 31 3 36 ft 0.50% 90 8 Link St-320c 23 3 37 ft 0.50% 90 8 Link St-321b 21 3 38 ft 0.50% 90 8 Link St-204f 46 5 39 ft 0.50% 90 8 Nature Parkway Basin 06 21 4 30 ft 0.50% 81 5 Link St-205d 16 2 31 ft 0.50% 81 5 Link St-205e 10 2 32 ft 0.50% 81 5 Meadowlark Road Link St-207c 3 1 36 ft 0.50% 90 8 Link St-207b 15 1 36 ft 0.50% 90 8 Link St-208a 12 2 36 ft 0.50% 90 8 Basin 14 30 5 36 ft 0.50% 90 8 Link St-203d 14 2 36 ft 0.50% 90 8 Link St-203c 35 4 36 ft 0.50% 90 8 Link St-201a 6 1 36 ft 0.50% 90 8 Link St-203h 29 3 36 ft 0.50% 90 8 Link St-202m 3 0 36 ft 0.50% 90 8 Link St-202l 4 0 36 ft 0.50% 90 8 Link St-212b 6 1 36 ft 0.50% 90 8 Link St-212a 6 1 36 ft 0.50% 90 8 Parkland Road Link St-203e 15 2 36 ft 0.50% 90 8 Pathway Road Link St-203b 20 3 36 ft 0.50% 90 8 Walking Stick Way Link St-203h 29 3 36 ft 0.50% 90 8 Morning Star Drive Link St-202g 49 6 36 ft 0.50% 90 8 Link St-202k 10 1 36 ft 0.50% 90 8 Sternwheeler Drive Link St-202i 33 6 36 ft 0.50% 90 8 Link St-1310a 3 1 36 ft 0.50% 90 8 Fairwater Drive Link St-135a 2 0 36 ft 0.50% 90 8 Link St-136a 11 2 36 ft 0.50% 90 8 Trailway Road Link St-133f 16 3 36 ft 0.50% 90 8 Stardust Way Link St-133e 8 1 36 ft 0.50% 90 8 Link St-133g 11 2 36 ft 0.50% 90 8 Wellness Road Link St-131f 32 6 36 ft 0.50% 90 8 Link St-131b 30 5 36 ft 0.50% 90 8 Clipper Way Link St-121a 3 3 36 ft 0.50% 90 8 Greenspace Way Link St-122b 33 3 30 ft 0.5% 90 8 Field View Road Link St-112a 20 2 30 ft 0.5% 90 8 High Meadow Road Link St-126 14 2 36 ft 0.50% 90 8 Street Capacity Max Design Flow Half Street CapacityStreet Basin Street Width 31 APPENDIX C 32 SWMM EXHIBIT AND PC SWMM/ EPA SWMM MODEL PC SWMM/ EPA SWMM MODEL 100-year Storage Volume Summary Average Average Evap Exfil Maximum Maximum Day of Hour of Maximum Storage Volume Percent Percent Percent Volume Percent Maximum Maximum Outflow Unit 1000 ft3 Full Loss Loss 1000 ft3 Full Volume Volume CFS Pond100 351.083 35 0 0 440.706 44 0 02:39 2.26 Pond200 309.287 62 0 0 453.994 92 0 02:17 20.16 POND-300 67.929 60 0 0 113.175 99 0 02:10 9.15 Sonders East SWMM 5.1 Page 1 Subcatchment Runoff Summary Total Total Total Total Imperv Perv Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal CFS Coeff Basin-01 3.67 0.00 0.00 1.41 0.00 2.29 2.29 0.04 3.83 0.623 Basin-02 3.67 0.00 0.00 1.07 1.05 1.55 2.60 0.34 27.84 0.709 Basin-03 3.67 0.00 0.00 0.74 1.77 1.15 2.92 0.33 31.32 0.795 Basin-04 3.67 0.00 0.00 0.68 1.92 1.05 2.97 0.21 20.28 0.810 Basin-05 3.67 0.00 0.00 0.97 1.05 1.66 2.71 0.18 21.88 0.739 Basin-06 3.67 0.00 0.00 0.71 1.77 1.18 2.95 0.20 20.95 0.803 Basin-07 3.67 0.00 0.00 0.78 1.65 1.23 2.88 0.19 19.02 0.786 Basin-08 3.67 0.00 0.00 0.56 2.11 0.98 3.09 0.05 5.15 0.842 basin-09 3.67 0.00 0.00 0.86 1.53 1.26 2.80 0.19 16.20 0.762 Basin-10 3.67 0.00 0.00 0.97 1.20 1.49 2.69 0.21 19.29 0.734 Basin-11 3.67 0.00 0.00 0.83 1.58 1.26 2.83 0.19 17.47 0.772 Basin-12 3.67 0.00 0.00 0.43 2.46 0.76 3.21 0.11 11.89 0.876 Basin-13 3.67 0.00 0.00 1.14 1.06 1.46 2.52 0.40 28.23 0.688 Basin-14 3.67 0.00 0.00 0.84 1.49 1.34 2.83 0.27 27.38 0.771 Basin-15 3.67 0.00 0.00 0.70 1.81 1.15 2.96 0.07 7.17 0.806 Basin-16 3.67 0.00 0.00 0.76 1.68 1.22 2.90 0.19 18.67 0.789 Basin-17 3.67 0.00 0.00 0.68 1.88 1.09 2.97 0.22 21.72 0.810 Basin-18 3.67 0.00 0.00 0.58 2.09 0.99 3.08 0.06 6.96 0.839 Basin-18A 3.67 0.00 0.00 0.60 2.05 1.01 3.06 0.04 4.37 0.834 Basin-19 3.67 0.00 0.00 0.92 1.53 1.20 2.73 0.87 68.55 0.745 Basin-20 3.67 0.00 0.00 0.74 1.77 1.15 2.92 0.35 33.76 0.795 Basin-21 3.67 0.00 0.00 0.77 1.71 1.18 2.89 0.33 30.81 0.787 Basin-22 3.67 0.00 0.00 0.71 1.90 1.05 2.94 0.39 35.63 0.802 Sonders East SWMM 5.1 Page 1 Total Total Total Total Imperv Perv Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal CFS Coeff Basin-22A 3.67 0.00 0.00 0.95 1.41 1.29 2.70 0.07 5.18 0.737 Basin-23 3.67 0.00 0.00 0.78 1.63 1.25 2.88 0.16 15.96 0.786 Basin-24 3.67 0.00 0.00 0.42 2.51 0.71 3.22 0.11 11.30 0.879 Basin-25 3.67 0.00 0.00 0.46 2.39 0.80 3.19 0.02 1.93 0.869 Basin-26 3.67 0.00 0.00 0.84 1.53 1.29 2.82 0.19 18.16 0.768 Basin-27 3.67 0.00 0.00 0.53 2.20 0.93 3.12 0.03 3.09 0.851 Basin-28 3.67 0.00 0.00 0.63 1.96 1.06 3.02 0.12 12.44 0.823 Basin-29 3.67 0.00 0.00 0.59 2.19 0.87 3.06 0.45 41.62 0.834 Basin-30 3.67 0.00 0.00 0.36 2.64 0.64 3.28 0.09 10.16 0.893 Basin-31 3.67 0.00 0.00 0.88 1.54 1.24 2.78 0.20 17.25 0.758 Basin-32 3.67 0.00 0.00 0.28 2.86 0.49 3.35 0.05 5.62 0.914 Basin-33 3.67 0.00 0.00 0.45 2.42 0.77 3.20 0.06 7.02 0.872 Basin-34 3.67 0.00 0.00 0.63 1.94 1.08 3.02 0.08 9.31 0.824 Basin-35 3.67 0.00 0.00 0.77 1.63 1.26 2.89 0.08 8.71 0.788 Basin-36 3.67 0.00 0.00 0.58 2.07 1.01 3.07 0.06 7.28 0.838 Basin-37 3.67 0.00 0.00 0.55 2.20 0.90 3.10 0.25 25.66 0.844 Basin-38 3.67 0.00 0.00 0.98 1.32 1.37 2.68 0.20 16.35 0.732 Basin-39 3.67 0.00 0.00 0.88 1.25 1.54 2.79 0.36 43.06 0.760 Basin-40 3.67 0.00 0.00 0.62 1.98 1.06 3.04 0.08 9.51 0.828 Basin-41 3.67 0.00 0.00 0.65 1.96 1.04 3.01 0.19 19.18 0.819 Basin-42 3.67 0.00 0.00 0.95 1.29 1.43 2.72 0.16 14.18 0.741 Basin-43 3.67 0.00 0.00 0.71 1.84 1.10 2.95 0.04 4.06 0.804 Basin-44 3.67 0.00 0.00 0.81 1.56 1.29 2.85 0.35 34.65 0.777 Basin-45 3.67 0.00 0.00 1.38 0.49 1.80 2.29 0.11 6.77 0.624 Sonders East SWMM 5.1 Page 2 Total Total Total Total Imperv Perv Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal CFS Coeff Basin-46 3.67 0.00 0.00 0.59 2.05 1.02 3.07 0.16 18.46 0.835 Basin-47 3.67 0.00 0.00 1.01 1.14 1.51 2.65 0.33 29.13 0.723 Basin-48 3.67 0.00 0.00 0.61 2.09 0.96 3.04 0.13 12.78 0.829 Basin-49 3.67 0.00 0.00 1.06 0.81 1.81 2.62 0.13 15.15 0.714 Basin-50 3.67 0.00 0.00 1.24 0.51 1.93 2.44 0.05 4.36 0.665 Basin-OS-01 3.67 0.00 0.00 1.45 0.00 2.25 2.25 0.03 2.18 0.612 Basin-OS-02 3.67 0.00 0.00 0.32 2.75 0.56 3.31 0.05 5.07 0.903 Basin-OS-03 3.67 0.00 0.00 0.81 1.79 1.06 2.84 0.04 3.05 0.775 Basin-OS-04 3.67 0.00 0.00 0.34 2.71 0.59 3.30 0.05 4.95 0.899 Basin-OS-05 3.67 0.00 0.00 0.33 2.74 0.57 3.31 0.02 2.63 0.902 Basin-OS-06 3.67 0.00 0.00 0.33 2.74 0.57 3.31 0.04 4.57 0.902 Basin-OS-07 3.67 0.00 0.00 0.32 2.76 0.56 3.32 0.01 0.97 0.904 Basin-OS-08 3.67 0.00 0.00 0.29 2.83 0.52 3.34 0.06 6.28 0.911 Basin-OS-09 3.67 0.00 0.00 0.26 2.91 0.46 3.37 0.04 4.32 0.919 Basin-OS-10 3.67 0.00 0.00 0.32 2.75 0.56 3.32 0.42 46.18 0.904 LIND-1 3.67 0.00 0.00 1.13 1.94 0.56 2.50 3.02 138.68 0.682 OS-12 3.67 0.00 0.00 1.93 0.07 1.68 1.75 1.97 61.85 0.476 OS-13 3.67 0.00 0.00 1.84 0.07 1.76 1.84 0.37 12.71 0.500 Sonders East SWMM 5.1 Page 3 Link Flow Summary Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth B-15 CHANNEL 7.03 0 00:40 1.66 0.01 0.15 B-19 CONDUIT 66.98 0 00:40 2.91 0.03 0.55 B-OS-12 CONDUIT 59.70 0 00:53 3.60 0.05 0.23 LIND1 CONDUIT 0.00 0 00:00 0.00 0.00 0.00 P-111 CONDUIT 29.48 0 00:43 6.01 0.51 1.00 P-121 CONDUIT 52.52 0 00:41 8.18 0.27 0.85 P-122 CONDUIT 49.68 0 00:41 17.34 0.61 0.75 P-122a CONDUIT 33.21 0 00:40 11.24 0.62 0.91 P-123 CONDUIT 19.48 0 00:43 6.70 0.65 0.61 P-124 CONDUIT 13.47 0 00:42 6.24 0.23 0.46 P-125 CONDUIT 13.50 0 00:42 7.64 0.25 0.39 P-131 CONDUIT 163.16 0 00:43 18.47 1.14 0.67 P-1310 CONDUIT 24.53 0 00:40 11.24 0.53 0.46 P-1311 CONDUIT 21.69 0 00:40 9.67 0.84 0.67 P-131a CONDUIT 29.84 0 00:42 6.08 0.19 1.00 P-131e CONDUIT 31.92 0 00:41 6.50 0.39 1.00 P-132 CONDUIT 104.43 0 00:43 11.99 0.73 0.85 P-133 CONDUIT 103.94 0 00:43 13.45 0.98 0.75 P-133a CONDUIT 26.64 0 00:42 7.45 0.29 0.68 P-133b CONDUIT 6.44 0 00:41 4.53 0.13 0.48 P-133c CONDUIT 20.82 0 00:43 8.49 0.38 0.73 P-134 CONDUIT 77.54 0 00:42 11.09 1.51 0.97 P-135 CONDUIT 44.48 0 00:43 6.89 0.52 0.94 Sonders East SWMM 5.1 Page 1 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth P-136 CONDUIT 44.30 0 00:41 12.96 0.34 0.74 P-137 CONDUIT 34.75 0 00:41 16.29 0.11 0.42 P-138 CONDUIT 34.82 0 00:41 3.87 0.04 0.20 P-139 CONDUIT 24.16 0 00:41 2.15 0.03 0.23 P-201 CONDUIT 196.72 0 00:45 16.14 1.24 0.60 P-201a CHANNEL 4.66 0 00:43 0.90 0.01 0.17 P-202 CONDUIT 192.28 0 00:45 11.26 0.75 0.81 P-202a CONDUIT 62.54 0 00:48 5.51 0.74 0.90 P-202c CONDUIT 3.74 0 00:41 6.82 0.15 0.63 P-202d CONDUIT 59.96 0 00:48 6.40 0.87 0.96 P-202e CONDUIT 51.26 0 00:50 7.25 0.41 1.00 P-202f CONDUIT 9.90 0 00:44 3.15 0.33 1.00 P-203 CONDUIT 34.96 0 00:54 23.27 0.65 1.00 P-204 CONDUIT 97.87 0 00:44 8.49 0.68 0.86 P-204a CONDUIT 48.74 0 00:44 7.74 0.65 0.86 P-204b CONDUIT 44.44 0 00:45 8.67 0.61 0.70 P-204c CONDUIT 6.98 0 00:40 3.95 0.39 1.00 P-204d CONDUIT 4.21 0 00:41 1.85 0.14 0.85 P-204e CONDUIT 41.28 0 00:46 9.00 0.43 0.88 P-204g CHANNEL 4.20 0 00:41 1.40 0.00 0.13 P-205 CONDUIT 49.51 0 00:43 5.90 0.58 0.65 P-205a CONDUIT 25.44 0 00:41 4.61 0.39 0.57 P-205b CONDUIT 15.63 0 00:41 7.41 0.15 0.70 P-205c CONDUIT 9.84 0 00:41 3.49 0.48 0.84 Sonders East SWMM 5.1 Page 2 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth P-206 CONDUIT 26.30 0 00:44 6.75 0.28 0.56 P-207 CONDUIT 14.63 0 00:46 8.37 1.07 0.96 P-208 CONDUIT 12.51 0 00:43 8.87 0.48 0.74 P-211 CONDUIT 11.92 0 00:40 9.60 0.82 0.67 P-212 CONDUIT 5.50 0 00:40 3.11 0.44 1.00 P-320 CONDUIT 28.17 0 00:41 8.97 1.20 1.00 P-321 CONDUIT 52.72 0 01:59 16.78 1.98 1.00 S-100 CONDUIT 36.29 0 00:46 4.51 0.02 0.18 S-101 CONDUIT 36.45 0 00:45 2.61 0.07 0.27 S-102 CONDUIT 34.49 0 00:41 2.23 0.05 0.30 S-110 CONDUIT 29.44 0 00:43 0.93 0.01 0.45 S-120 CONDUIT 52.40 0 00:42 1.54 0.02 0.47 S-130 CONDUIT 163.15 0 00:43 8.90 0.08 0.32 S-1312 CONDUIT 21.69 0 00:40 4.51 0.01 0.13 S-1313 CONDUIT 4.24 0 00:40 1.45 0.00 0.09 S-140 CONDUIT 12.60 0 00:42 3.41 0.01 0.10 S-150 CONDUIT 15.28 0 00:43 0.66 0.00 0.26 S-151 CONDUIT 9.18 0 00:41 2.68 0.01 0.10 S-152 CONDUIT 9.95 0 00:40 3.43 0.00 0.09 S-200 CONDUIT 196.68 0 00:45 5.01 0.10 0.63 S-210 CONDUIT 10.62 0 00:42 0.59 0.01 0.52 S-301 CONDUIT 46.91 0 00:44 1.74 0.04 0.54 S-302 CONDUIT 48.47 0 00:41 2.92 0.09 0.30 S-302a CONDUIT 4.93 0 00:40 0.45 0.00 0.22 Sonders East SWMM 5.1 Page 3 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth S-303 CONDUIT 1.92 0 00:43 0.26 0.00 0.21 S-310 CONDUIT 20.82 0 00:40 1.57 0.01 0.52 St-112 CONDUIT 29.48 0 00:43 6.01 0.58 1.00 St-112a CHANNEL 19.76 0 00:44 2.17 0.02 0.21 St-112b CHANNEL 11.40 0 00:41 1.97 0.01 0.17 St-121a CHANNEL 2.95 0 00:43 1.00 0.00 0.13 St-122b CHANNEL 33.24 0 00:40 2.79 0.03 0.24 St-123a CONDUIT 6.60 0 00:40 4.26 0.00 0.05 St-126 CHANNEL 13.50 0 00:42 1.69 0.02 0.20 St-1310a CHANNEL 2.85 0 00:40 1.21 0.00 0.12 St-131b CHANNEL 29.85 0 00:42 2.78 0.02 0.23 St-131c CHANNEL 17.94 0 00:40 1.85 0.02 0.22 St-131d CHANNEL 14.70 0 00:41 1.59 0.01 0.22 St-131f CHANNEL 32.02 0 00:41 2.88 0.03 0.23 St-131g CHANNEL 8.86 0 00:40 0.77 0.03 0.24 St-131h CHANNEL 24.80 0 00:40 2.40 0.02 0.23 St-133d CHANNEL 20.82 0 00:43 1.54 0.04 0.26 St-133e CHANNEL 8.47 0 00:40 1.65 0.01 0.23 St-133f CHANNEL 16.03 0 00:40 1.26 0.01 0.25 St-133g CHANNEL 6.44 0 00:41 1.74 0.01 0.14 St-134a CONDUIT 41.25 0 00:40 8.43 0.01 0.13 St-135a CHANNEL 1.76 0 00:40 1.41 0.00 0.09 St-136a CHANNEL 10.73 0 00:40 2.17 0.01 0.16 St-141 CHANNEL 13.66 0 00:40 2.07 0.01 0.19 Sonders East SWMM 5.1 Page 4 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth St-150a CONDUIT 9.10 0 00:40 2.95 0.01 0.09 St-202g CHANNEL 49.62 0 00:45 2.57 0.07 0.31 St-202h CHANNEL 29.47 0 00:44 1.47 0.05 0.32 St-202i CHANNEL 33.30 0 00:40 2.01 0.05 0.29 St-202j CHANNEL 5.10 0 00:41 1.36 0.00 0.21 St-202k CHANNEL 9.91 0 00:44 1.29 0.01 0.20 St-202l CHANNEL 5.20 0 00:42 1.57 0.00 0.20 St-202m CHANNEL 3.74 0 00:41 0.88 0.01 0.15 St-203a CHANNEL 34.34 0 00:38 2.08 0.06 0.74 St-203b CHANNEL 20.50 0 00:40 1.20 0.03 0.44 St-203c CHANNEL 32.52 0 00:42 1.46 0.05 0.51 St-203d CHANNEL 14.02 0 00:45 0.76 0.10 0.32 St-203e CHANNEL 15.31 0 00:42 1.16 0.02 0.26 St-203f CHANNEL 0.59 0 00:43 0.18 0.00 0.14 St-203h CHANNEL 30.15 0 00:38 1.83 0.05 0.50 St-204f CHANNEL 45.90 0 00:42 2.65 0.05 0.35 St-204g CHANNEL 3.55 0 00:42 0.41 0.00 0.21 St-204h CHANNEL 18.17 0 00:43 1.38 0.02 0.25 St-204i CHANNEL 18.89 0 00:42 1.71 0.03 0.23 St-204j CHANNEL 2.03 0 00:42 0.33 0.00 0.18 St-205d CHANNEL 15.63 0 00:41 2.01 0.02 0.20 St-205e CHANNEL 9.84 0 00:41 1.72 0.01 0.17 St-207b CHANNEL 14.63 0 00:46 1.73 0.02 0.20 St-207c CHANNEL 3.44 0 00:45 0.53 0.00 0.18 Sonders East SWMM 5.1 Page 5 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth St-207d CHANNEL 4.61 0 00:41 1.04 0.01 0.15 St-208a CHANNEL 12.51 0 00:43 1.74 0.01 0.19 St-212a CONDUIT 5.58 0 00:40 5.96 0.54 0.53 St-212b CHANNEL 6.46 0 00:40 1.38 0.01 0.16 St-320a CHANNEL 27.79 0 00:41 1.65 0.05 0.49 St-320b CHANNEL 2.55 0 00:42 0.33 0.00 0.20 St-320c CHANNEL 22.15 0 00:39 1.81 0.03 0.46 St-321a CHANNEL 31.29 0 00:38 1.75 0.05 0.50 St-321b CHANNEL 20.82 0 00:38 1.65 0.03 0.56 C131 ORIFICE 2.26 0 02:39 1.00 C132 ORIFICE 9.15 0 02:10 1.00 Pond200-Orifice ORIFICE 20.16 0 02:17 1.00 Sonders East SWMM 5.1 Page 6 Node Inflow Summary Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent B--05 JUNCTION 21.88 21.88 0 00:40 0.184 0.184 -2.425 B-15 JUNCTION 7.17 7.17 0 00:40 0.0683 0.0683 0.001 B-19 JUNCTION 68.55 68.55 0 00:40 0.874 0.874 -0.922 B-OS-12 JUNCTION 61.85 61.85 0 00:50 1.97 1.97 0.027 J123 JUNCTION 20.95 20.95 0 00:40 0.197 0.197 1.695 J81 JUNCTION 0.00 29.85 0 00:42 0 0.39 0.000 J92 JUNCTION 0.00 33.24 0 00:40 0 0.348 0.000 J97 JUNCTION 34.65 34.65 0 00:40 0.348 0.348 0.001 LIND1 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 P-111 JUNCTION 0.00 29.48 0 00:43 0 0.463 0.315 P-121 JUNCTION 0.00 52.53 0 00:41 0 0.663 -0.004 P-122 JUNCTION 0.00 49.92 0 00:41 0 0.621 -0.021 P-123 JUNCTION 0.00 19.77 0 00:42 0 0.274 0.075 P-124 JUNCTION 0.00 13.50 0 00:42 0 0.163 -0.038 P-125 JUNCTION 0.00 13.50 0 00:42 0 0.163 -0.000 P-131 JUNCTION 0.00 163.48 0 00:42 0 2.03 -0.002 P-1310 JUNCTION 0.00 24.53 0 00:40 0 0.262 -0.004 P-1311 JUNCTION 0.00 21.69 0 00:40 0 0.235 0.003 P-131e JUNCTION 0.00 32.02 0 00:41 0 0.335 -0.001 P-132 JUNCTION 0.00 103.94 0 00:43 0 1.3 0.004 P-133 JUNCTION 0.00 104.18 0 00:42 0 1.3 -0.004 P-133a JUNCTION 0.00 26.64 0 00:42 0 0.351 0.002 P-133b JUNCTION 0.00 6.44 0 00:41 0 0.0642 0.002 Sonders East SWMM 5.1 Page 1 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent P-133c JUNCTION 0.00 20.82 0 00:43 0 0.287 0.001 P-134 JUNCTION 0.00 80.03 0 00:40 0 0.952 0.062 P-135 JUNCTION 0.00 46.03 0 00:41 0 0.501 0.009 P-136 JUNCTION 0.00 44.83 0 00:41 0 0.483 -0.000 P-137 JUNCTION 0.00 34.82 0 00:41 0 0.378 0.017 P-138 JUNCTION 12.44 35.51 0 00:40 0.116 0.378 0.003 P-139 JUNCTION 0.00 24.53 0 00:40 0 0.262 -0.019 P-200 JUNCTION 0.00 196.72 0 00:45 0 3.64 -0.202 P-201 JUNCTION 0.00 196.59 0 00:45 0 3.64 0.001 P-201a JUNCTION 6.96 6.96 0 00:40 0.0627 0.0627 0.085 P-202 JUNCTION 0.00 192.24 0 00:45 0 3.58 -0.005 P-202b JUNCTION 0.00 62.11 0 00:45 0 1.06 0.005 P-202c JUNCTION 0.00 3.74 0 00:41 0 0.0399 0.066 P-202d JUNCTION 0.00 59.95 0 00:48 0 1.02 0.001 P-202e JUNCTION 0.00 53.29 0 00:44 0 0.86 -0.478 P-202f JUNCTION 0.00 9.91 0 00:44 0 0.157 -0.001 P-203 JUNCTION 0.00 64.49 0 00:38 0 1 -0.604 P-204 JUNCTION 0.00 98.15 0 00:43 0 1.51 0.009 P-204a JUNCTION 0.00 48.84 0 00:43 0 0.77 -0.007 P-204b JUNCTION 0.00 44.43 0 00:45 0 0.701 0.006 P-204c JUNCTION 0.00 7.03 0 00:40 0 0.0683 -0.006 P-204d JUNCTION 0.00 4.20 0 00:41 0 0.0453 -0.009 P-204e JUNCTION 0.00 45.90 0 00:42 0 0.656 -0.055 P-204g JUNCTION 5.15 5.15 0 00:40 0.0453 0.0453 0.045 Sonders East SWMM 5.1 Page 2 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent P-205 JUNCTION 0.00 49.88 0 00:42 0 0.737 0.015 P-205a JUNCTION 0.00 25.46 0 00:41 0 0.296 -0.058 P-205b JUNCTION 0.00 15.63 0 00:41 0 0.189 0.000 P-205c JUNCTION 0.00 9.84 0 00:41 0 0.106 -0.000 P-206 JUNCTION 0.00 26.30 0 00:44 0 0.441 0.005 P-207 JUNCTION 0.00 14.63 0 00:46 0 0.256 0.001 P-208 JUNCTION 0.00 12.51 0 00:43 0 0.185 0.000 P-210 JUNCTION 0.00 11.92 0 00:40 0 0.115 -6.321 P-211 JUNCTION 0.00 11.91 0 00:40 0 0.115 -0.004 P-212 JUNCTION 0.00 5.58 0 00:40 0 0.0519 0.004 P-320 JUNCTION 0.00 62.42 0 00:39 0 1.14 -0.739 P-321 JUNCTION 0.00 50.60 0 00:38 0 0.534 -8.380 S-100 JUNCTION 0.00 36.45 0 00:45 0 0.484 0.082 S-101 JUNCTION 15.15 47.57 0 00:41 0.128 0.49 1.204 S-102 JUNCTION 43.06 43.06 0 00:40 0.356 0.356 -1.649 S-110 JUNCTION 0.00 29.48 0 00:43 0 0.462 2.488 S-120 JUNCTION 0.00 52.52 0 00:41 0 0.663 1.295 S-130 JUNCTION 0.00 163.16 0 00:43 0 2.03 0.001 S-1312 JUNCTION 18.16 22.36 0 00:40 0.194 0.235 0.009 S-1313 JUNCTION 4.32 4.32 0 00:40 0.0403 0.0403 -0.051 S-140 JUNCTION 0.00 13.66 0 00:40 0 0.157 0.156 S-150 JUNCTION 0.00 17.94 0 00:40 0 0.176 -4.496 S-151 JUNCTION 0.00 9.95 0 00:40 0 0.0926 -0.090 S-152 JUNCTION 10.16 10.16 0 00:40 0.0925 0.0925 -0.043 Sonders East SWMM 5.1 Page 3 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent S-301 JUNCTION 4.36 52.41 0 00:41 0.0484 0.58 -4.057 S-302 JUNCTION 50.01 56.37 0 00:40 0.458 0.529 -0.322 S-302a JUNCTION 5.07 5.07 0 00:40 0.0468 0.0468 -0.199 S-303 JUNCTION 2.18 2.18 0 00:40 0.025 0.025 1.789 St-112 JUNCTION 0.00 29.48 0 00:43 0 0.464 0.085 St-112a JUNCTION 29.13 29.13 0 00:40 0.334 0.334 0.048 St-112b JUNCTION 12.78 12.78 0 00:40 0.13 0.13 0.013 St-121a JUNCTION 4.06 4.06 0 00:40 0.0416 0.0416 0.078 St-123a JUNCTION 6.77 6.77 0 00:40 0.111 0.111 -0.002 St-126 JUNCTION 18.46 18.46 0 00:40 0.163 0.163 0.042 St-1310a JUNCTION 3.09 3.09 0 00:40 0.0271 0.0271 0.015 St-131b JUNCTION 0.00 32.48 0 00:40 0 0.392 0.587 St-131c JUNCTION 19.18 19.18 0 00:40 0.189 0.189 -0.723 St-131d JUNCTION 16.35 16.35 0 00:40 0.201 0.201 -0.405 St-131f JUNCTION 0.00 33.55 0 00:40 0 0.336 0.275 St-131g JUNCTION 9.51 9.51 0 00:40 0.085 0.085 -0.396 St-131h JUNCTION 25.66 25.66 0 00:40 0.25 0.25 -0.215 St-133d JUNCTION 0.00 24.35 0 00:40 0 0.289 0.695 St-133e JUNCTION 8.71 8.71 0 00:40 0.0832 0.0832 -0.665 St-133f JUNCTION 17.25 17.25 0 00:40 0.204 0.204 -0.650 St-133g JUNCTION 7.28 7.28 0 00:40 0.0643 0.0643 0.018 St-134a JUNCTION 41.62 41.62 0 00:40 0.451 0.451 -0.001 St-135a JUNCTION 1.93 1.93 0 00:40 0.0173 0.0173 0.034 St-136a JUNCTION 11.30 11.30 0 00:40 0.105 0.105 0.005 Sonders East SWMM 5.1 Page 4 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent St-141 JUNCTION 14.18 14.18 0 00:40 0.157 0.157 -0.151 St-150a JUNCTION 9.31 9.31 0 00:40 0.0837 0.0837 -0.104 St-202g JUNCTION 35.63 56.52 0 00:41 0.392 0.802 0.826 St-202h JUNCTION 0.00 38.35 0 00:41 0 0.414 1.128 St-202i JUNCTION 33.76 33.76 0 00:40 0.351 0.351 -0.817 St-202j JUNCTION 6.28 6.28 0 00:40 0.0581 0.0581 -3.787 St-202k JUNCTION 15.96 15.96 0 00:40 0.157 0.157 0.073 St-202l JUNCTION 5.18 5.18 0 00:40 0.0653 0.0653 1.108 St-202m JUNCTION 4.37 4.37 0 00:40 0.0399 0.0399 0.034 St-203a JUNCTION 0.00 51.49 0 00:41 0 0.687 0.788 St-203b JUNCTION 21.72 21.72 0 00:40 0.216 0.216 -1.416 St-203c JUNCTION 27.38 32.80 0 00:42 0.271 0.467 -0.429 St-203d JUNCTION 0.00 15.31 0 00:42 0 0.2 1.720 St-203e JUNCTION 18.67 19.14 0 00:40 0.187 0.196 -1.305 St-203f JUNCTION 0.97 0.97 0 00:40 0.00901 0.00901 2.612 St-203h JUNCTION 30.81 30.81 0 00:40 0.327 0.327 2.030 St-204f JUNCTION 28.23 44.74 0 00:42 0.398 0.658 0.398 St-204g JUNCTION 4.57 4.57 0 00:40 0.0422 0.0422 -2.902 St-204h JUNCTION 0.00 18.89 0 00:42 0 0.218 0.481 St-204i JUNCTION 19.02 20.81 0 00:40 0.193 0.217 -0.451 St-204j JUNCTION 2.63 2.63 0 00:40 0.0243 0.0243 0.069 St-205d JUNCTION 17.47 17.47 0 00:40 0.189 0.189 0.008 St-205e JUNCTION 11.89 11.89 0 00:40 0.106 0.106 0.022 St-207b JUNCTION 19.29 21.54 0 00:40 0.211 0.257 0.350 Sonders East SWMM 5.1 Page 5 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent St-207c JUNCTION 0.00 4.61 0 00:41 0 0.0464 0.294 St-207d JUNCTION 4.95 4.95 0 00:40 0.0457 0.0457 -1.662 St-208a JUNCTION 16.20 16.20 0 00:40 0.185 0.185 0.031 St-212a JUNCTION 5.62 5.62 0 00:40 0.0519 0.0519 -0.002 St-212b JUNCTION 7.02 7.02 0 00:40 0.0634 0.0634 0.009 St-320a JUNCTION 27.84 30.09 0 00:40 0.336 0.374 1.522 St-320b JUNCTION 3.05 3.05 0 00:40 0.0378 0.0378 -0.602 St-321a JUNCTION 31.32 31.32 0 00:40 0.326 0.326 2.955 St-321b JUNCTION 20.28 20.28 0 00:40 0.212 0.212 1.635 OF1 OUTFALL 0.00 59.70 0 00:53 0 1.97 0.000 OF2 OUTFALL 0.00 2.26 0 02:39 0 0.441 0.000 OF3 OUTFALL 0.00 9.15 0 02:10 0 1.61 0.000 OF4 OUTFALL 0.00 20.16 0 02:17 0 3.69 0.000 Pond100 STORAGE 0.00 302.58 0 00:43 0 3.96 13.691 Pond200 STORAGE 12.71 266.81 0 00:43 0.367 5.02 6.223 POND-300 STORAGE 0.00 90.92 0 00:43 0 1.94 13.146 Sonders East SWMM 5.1 Page 6 PC SWMM/ EPA SWMM MODEL 2-year Storage Volume Summary Average Average Evap Exfil Maximum Maximum Day of Hour of Maximum Storage Volume Percent Percent Percent Volume Percent Maximum Maximum Outflow Unit 1000 ft3 Full Loss Loss 1000 ft3 Full Volume Volume CFS Pond100 351.083 35 0 0 440.706 44 0 02:39 2.26 Pond200 309.287 62 0 0 453.994 92 0 02:17 20.16 POND-300 67.929 60 0 0 113.175 99 0 02:10 9.15 Sonders East SWMM 5.1 Page 1 Subcatchment Runoff Summary Total Total Total Total Imperv Perv Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal CFS Coeff Basin-01 3.67 0.00 0.00 1.41 0.00 2.29 2.29 0.04 3.83 0.623 Basin-02 3.67 0.00 0.00 1.07 1.05 1.55 2.60 0.34 27.84 0.709 Basin-03 3.67 0.00 0.00 0.74 1.77 1.15 2.92 0.33 31.32 0.795 Basin-04 3.67 0.00 0.00 0.68 1.92 1.05 2.97 0.21 20.28 0.810 Basin-05 3.67 0.00 0.00 0.97 1.05 1.66 2.71 0.18 21.88 0.739 Basin-06 3.67 0.00 0.00 0.71 1.77 1.18 2.95 0.20 20.95 0.803 Basin-07 3.67 0.00 0.00 0.78 1.65 1.23 2.88 0.19 19.02 0.786 Basin-08 3.67 0.00 0.00 0.56 2.11 0.98 3.09 0.05 5.15 0.842 basin-09 3.67 0.00 0.00 0.86 1.53 1.26 2.80 0.19 16.20 0.762 Basin-10 3.67 0.00 0.00 0.97 1.20 1.49 2.69 0.21 19.29 0.734 Basin-11 3.67 0.00 0.00 0.83 1.58 1.26 2.83 0.19 17.47 0.772 Basin-12 3.67 0.00 0.00 0.43 2.46 0.76 3.21 0.11 11.89 0.876 Basin-13 3.67 0.00 0.00 1.14 1.06 1.46 2.52 0.40 28.23 0.688 Basin-14 3.67 0.00 0.00 0.84 1.49 1.34 2.83 0.27 27.38 0.771 Basin-15 3.67 0.00 0.00 0.70 1.81 1.15 2.96 0.07 7.17 0.806 Basin-16 3.67 0.00 0.00 0.76 1.68 1.22 2.90 0.19 18.67 0.789 Basin-17 3.67 0.00 0.00 0.68 1.88 1.09 2.97 0.22 21.72 0.810 Basin-18 3.67 0.00 0.00 0.58 2.09 0.99 3.08 0.06 6.96 0.839 Basin-18A 3.67 0.00 0.00 0.60 2.05 1.01 3.06 0.04 4.37 0.834 Basin-19 3.67 0.00 0.00 0.92 1.53 1.20 2.73 0.87 68.55 0.745 Basin-20 3.67 0.00 0.00 0.74 1.77 1.15 2.92 0.35 33.76 0.795 Basin-21 3.67 0.00 0.00 0.77 1.71 1.18 2.89 0.33 30.81 0.787 Basin-22 3.67 0.00 0.00 0.71 1.90 1.05 2.94 0.39 35.63 0.802 Sonders East SWMM 5.1 Page 1 Total Total Total Total Imperv Perv Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal CFS Coeff Basin-22A 3.67 0.00 0.00 0.95 1.41 1.29 2.70 0.07 5.18 0.737 Basin-23 3.67 0.00 0.00 0.78 1.63 1.25 2.88 0.16 15.96 0.786 Basin-24 3.67 0.00 0.00 0.42 2.51 0.71 3.22 0.11 11.30 0.879 Basin-25 3.67 0.00 0.00 0.46 2.39 0.80 3.19 0.02 1.93 0.869 Basin-26 3.67 0.00 0.00 0.84 1.53 1.29 2.82 0.19 18.16 0.768 Basin-27 3.67 0.00 0.00 0.53 2.20 0.93 3.12 0.03 3.09 0.851 Basin-28 3.67 0.00 0.00 0.63 1.96 1.06 3.02 0.12 12.44 0.823 Basin-29 3.67 0.00 0.00 0.59 2.19 0.87 3.06 0.45 41.62 0.834 Basin-30 3.67 0.00 0.00 0.36 2.64 0.64 3.28 0.09 10.16 0.893 Basin-31 3.67 0.00 0.00 0.88 1.54 1.24 2.78 0.20 17.25 0.758 Basin-32 3.67 0.00 0.00 0.28 2.86 0.49 3.35 0.05 5.62 0.914 Basin-33 3.67 0.00 0.00 0.45 2.42 0.77 3.20 0.06 7.02 0.872 Basin-34 3.67 0.00 0.00 0.63 1.94 1.08 3.02 0.08 9.31 0.824 Basin-35 3.67 0.00 0.00 0.77 1.63 1.26 2.89 0.08 8.71 0.788 Basin-36 3.67 0.00 0.00 0.58 2.07 1.01 3.07 0.06 7.28 0.838 Basin-37 3.67 0.00 0.00 0.55 2.20 0.90 3.10 0.25 25.66 0.844 Basin-38 3.67 0.00 0.00 0.98 1.32 1.37 2.68 0.20 16.35 0.732 Basin-39 3.67 0.00 0.00 0.88 1.25 1.54 2.79 0.36 43.06 0.760 Basin-40 3.67 0.00 0.00 0.62 1.98 1.06 3.04 0.08 9.51 0.828 Basin-41 3.67 0.00 0.00 0.65 1.96 1.04 3.01 0.19 19.18 0.819 Basin-42 3.67 0.00 0.00 0.95 1.29 1.43 2.72 0.16 14.18 0.741 Basin-43 3.67 0.00 0.00 0.71 1.84 1.10 2.95 0.04 4.06 0.804 Basin-44 3.67 0.00 0.00 0.81 1.56 1.29 2.85 0.35 34.65 0.777 Basin-45 3.67 0.00 0.00 1.38 0.49 1.80 2.29 0.11 6.77 0.624 Sonders East SWMM 5.1 Page 2 Total Total Total Total Imperv Perv Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal CFS Coeff Basin-46 3.67 0.00 0.00 0.59 2.05 1.02 3.07 0.16 18.46 0.835 Basin-47 3.67 0.00 0.00 1.01 1.14 1.51 2.65 0.33 29.13 0.723 Basin-48 3.67 0.00 0.00 0.61 2.09 0.96 3.04 0.13 12.78 0.829 Basin-49 3.67 0.00 0.00 1.06 0.81 1.81 2.62 0.13 15.15 0.714 Basin-50 3.67 0.00 0.00 1.24 0.51 1.93 2.44 0.05 4.36 0.665 Basin-OS-01 3.67 0.00 0.00 1.45 0.00 2.25 2.25 0.03 2.18 0.612 Basin-OS-02 3.67 0.00 0.00 0.32 2.75 0.56 3.31 0.05 5.07 0.903 Basin-OS-03 3.67 0.00 0.00 0.81 1.79 1.06 2.84 0.04 3.05 0.775 Basin-OS-04 3.67 0.00 0.00 0.34 2.71 0.59 3.30 0.05 4.95 0.899 Basin-OS-05 3.67 0.00 0.00 0.33 2.74 0.57 3.31 0.02 2.63 0.902 Basin-OS-06 3.67 0.00 0.00 0.33 2.74 0.57 3.31 0.04 4.57 0.902 Basin-OS-07 3.67 0.00 0.00 0.32 2.76 0.56 3.32 0.01 0.97 0.904 Basin-OS-08 3.67 0.00 0.00 0.29 2.83 0.52 3.34 0.06 6.28 0.911 Basin-OS-09 3.67 0.00 0.00 0.26 2.91 0.46 3.37 0.04 4.32 0.919 Basin-OS-10 3.67 0.00 0.00 0.32 2.75 0.56 3.32 0.42 46.18 0.904 LIND-1 3.67 0.00 0.00 1.13 1.94 0.56 2.50 3.02 138.68 0.682 OS-12 3.67 0.00 0.00 1.93 0.07 1.68 1.75 1.97 61.85 0.476 OS-13 3.67 0.00 0.00 1.84 0.07 1.76 1.84 0.37 12.71 0.500 Sonders East SWMM 5.1 Page 3 Link Flow Summary Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth B-15 CHANNEL 7.03 0 00:40 1.66 0.01 0.15 B-19 CONDUIT 66.98 0 00:40 2.91 0.03 0.55 B-OS-12 CONDUIT 59.70 0 00:53 3.60 0.05 0.23 LIND1 CONDUIT 0.00 0 00:00 0.00 0.00 0.00 P-111 CONDUIT 29.48 0 00:43 6.01 0.51 1.00 P-121 CONDUIT 52.52 0 00:41 8.18 0.27 0.85 P-122 CONDUIT 49.68 0 00:41 17.34 0.61 0.75 P-122a CONDUIT 33.21 0 00:40 11.24 0.62 0.91 P-123 CONDUIT 19.48 0 00:43 6.70 0.65 0.61 P-124 CONDUIT 13.47 0 00:42 6.24 0.23 0.46 P-125 CONDUIT 13.50 0 00:42 7.64 0.25 0.39 P-131 CONDUIT 163.16 0 00:43 18.47 1.14 0.67 P-1310 CONDUIT 24.53 0 00:40 11.24 0.53 0.46 P-1311 CONDUIT 21.69 0 00:40 9.67 0.84 0.67 P-131a CONDUIT 29.84 0 00:42 6.08 0.19 1.00 P-131e CONDUIT 31.92 0 00:41 6.50 0.39 1.00 P-132 CONDUIT 104.43 0 00:43 11.99 0.73 0.85 P-133 CONDUIT 103.94 0 00:43 13.45 0.98 0.75 P-133a CONDUIT 26.64 0 00:42 7.45 0.29 0.68 P-133b CONDUIT 6.44 0 00:41 4.53 0.13 0.48 P-133c CONDUIT 20.82 0 00:43 8.49 0.38 0.73 P-134 CONDUIT 77.54 0 00:42 11.09 1.51 0.97 P-135 CONDUIT 44.48 0 00:43 6.89 0.52 0.94 Sonders East SWMM 5.1 Page 1 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth P-136 CONDUIT 44.30 0 00:41 12.96 0.34 0.74 P-137 CONDUIT 34.75 0 00:41 16.29 0.11 0.42 P-138 CONDUIT 34.82 0 00:41 3.87 0.04 0.20 P-139 CONDUIT 24.16 0 00:41 2.15 0.03 0.23 P-201 CONDUIT 196.72 0 00:45 16.14 1.24 0.60 P-201a CHANNEL 4.66 0 00:43 0.90 0.01 0.17 P-202 CONDUIT 192.28 0 00:45 11.26 0.75 0.81 P-202a CONDUIT 62.54 0 00:48 5.51 0.74 0.90 P-202c CONDUIT 3.74 0 00:41 6.82 0.15 0.63 P-202d CONDUIT 59.96 0 00:48 6.40 0.87 0.96 P-202e CONDUIT 51.26 0 00:50 7.25 0.41 1.00 P-202f CONDUIT 9.90 0 00:44 3.15 0.33 1.00 P-203 CONDUIT 34.96 0 00:54 23.27 0.65 1.00 P-204 CONDUIT 97.87 0 00:44 8.49 0.68 0.86 P-204a CONDUIT 48.74 0 00:44 7.74 0.65 0.86 P-204b CONDUIT 44.44 0 00:45 8.67 0.61 0.70 P-204c CONDUIT 6.98 0 00:40 3.95 0.39 1.00 P-204d CONDUIT 4.21 0 00:41 1.85 0.14 0.85 P-204e CONDUIT 41.28 0 00:46 9.00 0.43 0.88 P-204g CHANNEL 4.20 0 00:41 1.40 0.00 0.13 P-205 CONDUIT 49.51 0 00:43 5.90 0.58 0.65 P-205a CONDUIT 25.44 0 00:41 4.61 0.39 0.57 P-205b CONDUIT 15.63 0 00:41 7.41 0.15 0.70 P-205c CONDUIT 9.84 0 00:41 3.49 0.48 0.84 Sonders East SWMM 5.1 Page 2 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth P-206 CONDUIT 26.30 0 00:44 6.75 0.28 0.56 P-207 CONDUIT 14.63 0 00:46 8.37 1.07 0.96 P-208 CONDUIT 12.51 0 00:43 8.87 0.48 0.74 P-211 CONDUIT 11.92 0 00:40 9.60 0.82 0.67 P-212 CONDUIT 5.50 0 00:40 3.11 0.44 1.00 P-320 CONDUIT 28.17 0 00:41 8.97 1.20 1.00 P-321 CONDUIT 52.72 0 01:59 16.78 1.98 1.00 S-100 CONDUIT 36.29 0 00:46 4.51 0.02 0.18 S-101 CONDUIT 36.45 0 00:45 2.61 0.07 0.27 S-102 CONDUIT 34.49 0 00:41 2.23 0.05 0.30 S-110 CONDUIT 29.44 0 00:43 0.93 0.01 0.45 S-120 CONDUIT 52.40 0 00:42 1.54 0.02 0.47 S-130 CONDUIT 163.15 0 00:43 8.90 0.08 0.32 S-1312 CONDUIT 21.69 0 00:40 4.51 0.01 0.13 S-1313 CONDUIT 4.24 0 00:40 1.45 0.00 0.09 S-140 CONDUIT 12.60 0 00:42 3.41 0.01 0.10 S-150 CONDUIT 15.28 0 00:43 0.66 0.00 0.26 S-151 CONDUIT 9.18 0 00:41 2.68 0.01 0.10 S-152 CONDUIT 9.95 0 00:40 3.43 0.00 0.09 S-200 CONDUIT 196.68 0 00:45 5.01 0.10 0.63 S-210 CONDUIT 10.62 0 00:42 0.59 0.01 0.52 S-301 CONDUIT 46.91 0 00:44 1.74 0.04 0.54 S-302 CONDUIT 48.47 0 00:41 2.92 0.09 0.30 S-302a CONDUIT 4.93 0 00:40 0.45 0.00 0.22 Sonders East SWMM 5.1 Page 3 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth S-303 CONDUIT 1.92 0 00:43 0.26 0.00 0.21 S-310 CONDUIT 20.82 0 00:40 1.57 0.01 0.52 St-112 CONDUIT 29.48 0 00:43 6.01 0.58 1.00 St-112a CHANNEL 19.76 0 00:44 2.17 0.02 0.21 St-112b CHANNEL 11.40 0 00:41 1.97 0.01 0.17 St-121a CHANNEL 2.95 0 00:43 1.00 0.00 0.13 St-122b CHANNEL 33.24 0 00:40 2.79 0.03 0.24 St-123a CONDUIT 6.60 0 00:40 4.26 0.00 0.05 St-126 CHANNEL 13.50 0 00:42 1.69 0.02 0.20 St-1310a CHANNEL 2.85 0 00:40 1.21 0.00 0.12 St-131b CHANNEL 29.85 0 00:42 2.78 0.02 0.23 St-131c CHANNEL 17.94 0 00:40 1.85 0.02 0.22 St-131d CHANNEL 14.70 0 00:41 1.59 0.01 0.22 St-131f CHANNEL 32.02 0 00:41 2.88 0.03 0.23 St-131g CHANNEL 8.86 0 00:40 0.77 0.03 0.24 St-131h CHANNEL 24.80 0 00:40 2.40 0.02 0.23 St-133d CHANNEL 20.82 0 00:43 1.54 0.04 0.26 St-133e CHANNEL 8.47 0 00:40 1.65 0.01 0.23 St-133f CHANNEL 16.03 0 00:40 1.26 0.01 0.25 St-133g CHANNEL 6.44 0 00:41 1.74 0.01 0.14 St-134a CONDUIT 41.25 0 00:40 8.43 0.01 0.13 St-135a CHANNEL 1.76 0 00:40 1.41 0.00 0.09 St-136a CHANNEL 10.73 0 00:40 2.17 0.01 0.16 St-141 CHANNEL 13.66 0 00:40 2.07 0.01 0.19 Sonders East SWMM 5.1 Page 4 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth St-150a CONDUIT 9.10 0 00:40 2.95 0.01 0.09 St-202g CHANNEL 49.62 0 00:45 2.57 0.07 0.31 St-202h CHANNEL 29.47 0 00:44 1.47 0.05 0.32 St-202i CHANNEL 33.30 0 00:40 2.01 0.05 0.29 St-202j CHANNEL 5.10 0 00:41 1.36 0.00 0.21 St-202k CHANNEL 9.91 0 00:44 1.29 0.01 0.20 St-202l CHANNEL 5.20 0 00:42 1.57 0.00 0.20 St-202m CHANNEL 3.74 0 00:41 0.88 0.01 0.15 St-203a CHANNEL 34.34 0 00:38 2.08 0.06 0.74 St-203b CHANNEL 20.50 0 00:40 1.20 0.03 0.44 St-203c CHANNEL 32.52 0 00:42 1.46 0.05 0.51 St-203d CHANNEL 14.02 0 00:45 0.76 0.10 0.32 St-203e CHANNEL 15.31 0 00:42 1.16 0.02 0.26 St-203f CHANNEL 0.59 0 00:43 0.18 0.00 0.14 St-203h CHANNEL 30.15 0 00:38 1.83 0.05 0.50 St-204f CHANNEL 45.90 0 00:42 2.65 0.05 0.35 St-204g CHANNEL 3.55 0 00:42 0.41 0.00 0.21 St-204h CHANNEL 18.17 0 00:43 1.38 0.02 0.25 St-204i CHANNEL 18.89 0 00:42 1.71 0.03 0.23 St-204j CHANNEL 2.03 0 00:42 0.33 0.00 0.18 St-205d CHANNEL 15.63 0 00:41 2.01 0.02 0.20 St-205e CHANNEL 9.84 0 00:41 1.72 0.01 0.17 St-207b CHANNEL 14.63 0 00:46 1.73 0.02 0.20 St-207c CHANNEL 3.44 0 00:45 0.53 0.00 0.18 Sonders East SWMM 5.1 Page 5 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth St-207d CHANNEL 4.61 0 00:41 1.04 0.01 0.15 St-208a CHANNEL 12.51 0 00:43 1.74 0.01 0.19 St-212a CONDUIT 5.58 0 00:40 5.96 0.54 0.53 St-212b CHANNEL 6.46 0 00:40 1.38 0.01 0.16 St-320a CHANNEL 27.79 0 00:41 1.65 0.05 0.49 St-320b CHANNEL 2.55 0 00:42 0.33 0.00 0.20 St-320c CHANNEL 22.15 0 00:39 1.81 0.03 0.46 St-321a CHANNEL 31.29 0 00:38 1.75 0.05 0.50 St-321b CHANNEL 20.82 0 00:38 1.65 0.03 0.56 C131 ORIFICE 2.26 0 02:39 1.00 C132 ORIFICE 9.15 0 02:10 1.00 Pond200-Orifice ORIFICE 20.16 0 02:17 1.00 Sonders East SWMM 5.1 Page 6 Node Inflow Summary Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent B--05 JUNCTION 21.88 21.88 0 00:40 0.184 0.184 -2.425 B-15 JUNCTION 7.17 7.17 0 00:40 0.0683 0.0683 0.001 B-19 JUNCTION 68.55 68.55 0 00:40 0.874 0.874 -0.922 B-OS-12 JUNCTION 61.85 61.85 0 00:50 1.97 1.97 0.027 J123 JUNCTION 20.95 20.95 0 00:40 0.197 0.197 1.695 J81 JUNCTION 0.00 29.85 0 00:42 0 0.39 0.000 J92 JUNCTION 0.00 33.24 0 00:40 0 0.348 0.000 J97 JUNCTION 34.65 34.65 0 00:40 0.348 0.348 0.001 LIND1 JUNCTION 0.00 0.00 0 00:00 0 0 0.000 P-111 JUNCTION 0.00 29.48 0 00:43 0 0.463 0.315 P-121 JUNCTION 0.00 52.53 0 00:41 0 0.663 -0.004 P-122 JUNCTION 0.00 49.92 0 00:41 0 0.621 -0.021 P-123 JUNCTION 0.00 19.77 0 00:42 0 0.274 0.075 P-124 JUNCTION 0.00 13.50 0 00:42 0 0.163 -0.038 P-125 JUNCTION 0.00 13.50 0 00:42 0 0.163 -0.000 P-131 JUNCTION 0.00 163.48 0 00:42 0 2.03 -0.002 P-1310 JUNCTION 0.00 24.53 0 00:40 0 0.262 -0.004 P-1311 JUNCTION 0.00 21.69 0 00:40 0 0.235 0.003 P-131e JUNCTION 0.00 32.02 0 00:41 0 0.335 -0.001 P-132 JUNCTION 0.00 103.94 0 00:43 0 1.3 0.004 P-133 JUNCTION 0.00 104.18 0 00:42 0 1.3 -0.004 P-133a JUNCTION 0.00 26.64 0 00:42 0 0.351 0.002 P-133b JUNCTION 0.00 6.44 0 00:41 0 0.0642 0.002 Sonders East SWMM 5.1 Page 1 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent P-133c JUNCTION 0.00 20.82 0 00:43 0 0.287 0.001 P-134 JUNCTION 0.00 80.03 0 00:40 0 0.952 0.062 P-135 JUNCTION 0.00 46.03 0 00:41 0 0.501 0.009 P-136 JUNCTION 0.00 44.83 0 00:41 0 0.483 -0.000 P-137 JUNCTION 0.00 34.82 0 00:41 0 0.378 0.017 P-138 JUNCTION 12.44 35.51 0 00:40 0.116 0.378 0.003 P-139 JUNCTION 0.00 24.53 0 00:40 0 0.262 -0.019 P-200 JUNCTION 0.00 196.72 0 00:45 0 3.64 -0.202 P-201 JUNCTION 0.00 196.59 0 00:45 0 3.64 0.001 P-201a JUNCTION 6.96 6.96 0 00:40 0.0627 0.0627 0.085 P-202 JUNCTION 0.00 192.24 0 00:45 0 3.58 -0.005 P-202b JUNCTION 0.00 62.11 0 00:45 0 1.06 0.005 P-202c JUNCTION 0.00 3.74 0 00:41 0 0.0399 0.066 P-202d JUNCTION 0.00 59.95 0 00:48 0 1.02 0.001 P-202e JUNCTION 0.00 53.29 0 00:44 0 0.86 -0.478 P-202f JUNCTION 0.00 9.91 0 00:44 0 0.157 -0.001 P-203 JUNCTION 0.00 64.49 0 00:38 0 1 -0.604 P-204 JUNCTION 0.00 98.15 0 00:43 0 1.51 0.009 P-204a JUNCTION 0.00 48.84 0 00:43 0 0.77 -0.007 P-204b JUNCTION 0.00 44.43 0 00:45 0 0.701 0.006 P-204c JUNCTION 0.00 7.03 0 00:40 0 0.0683 -0.006 P-204d JUNCTION 0.00 4.20 0 00:41 0 0.0453 -0.009 P-204e JUNCTION 0.00 45.90 0 00:42 0 0.656 -0.055 P-204g JUNCTION 5.15 5.15 0 00:40 0.0453 0.0453 0.045 Sonders East SWMM 5.1 Page 2 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent P-205 JUNCTION 0.00 49.88 0 00:42 0 0.737 0.015 P-205a JUNCTION 0.00 25.46 0 00:41 0 0.296 -0.058 P-205b JUNCTION 0.00 15.63 0 00:41 0 0.189 0.000 P-205c JUNCTION 0.00 9.84 0 00:41 0 0.106 -0.000 P-206 JUNCTION 0.00 26.30 0 00:44 0 0.441 0.005 P-207 JUNCTION 0.00 14.63 0 00:46 0 0.256 0.001 P-208 JUNCTION 0.00 12.51 0 00:43 0 0.185 0.000 P-210 JUNCTION 0.00 11.92 0 00:40 0 0.115 -6.321 P-211 JUNCTION 0.00 11.91 0 00:40 0 0.115 -0.004 P-212 JUNCTION 0.00 5.58 0 00:40 0 0.0519 0.004 P-320 JUNCTION 0.00 62.42 0 00:39 0 1.14 -0.739 P-321 JUNCTION 0.00 50.60 0 00:38 0 0.534 -8.380 S-100 JUNCTION 0.00 36.45 0 00:45 0 0.484 0.082 S-101 JUNCTION 15.15 47.57 0 00:41 0.128 0.49 1.204 S-102 JUNCTION 43.06 43.06 0 00:40 0.356 0.356 -1.649 S-110 JUNCTION 0.00 29.48 0 00:43 0 0.462 2.488 S-120 JUNCTION 0.00 52.52 0 00:41 0 0.663 1.295 S-130 JUNCTION 0.00 163.16 0 00:43 0 2.03 0.001 S-1312 JUNCTION 18.16 22.36 0 00:40 0.194 0.235 0.009 S-1313 JUNCTION 4.32 4.32 0 00:40 0.0403 0.0403 -0.051 S-140 JUNCTION 0.00 13.66 0 00:40 0 0.157 0.156 S-150 JUNCTION 0.00 17.94 0 00:40 0 0.176 -4.496 S-151 JUNCTION 0.00 9.95 0 00:40 0 0.0926 -0.090 S-152 JUNCTION 10.16 10.16 0 00:40 0.0925 0.0925 -0.043 Sonders East SWMM 5.1 Page 3 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent S-301 JUNCTION 4.36 52.41 0 00:41 0.0484 0.58 -4.057 S-302 JUNCTION 50.01 56.37 0 00:40 0.458 0.529 -0.322 S-302a JUNCTION 5.07 5.07 0 00:40 0.0468 0.0468 -0.199 S-303 JUNCTION 2.18 2.18 0 00:40 0.025 0.025 1.789 St-112 JUNCTION 0.00 29.48 0 00:43 0 0.464 0.085 St-112a JUNCTION 29.13 29.13 0 00:40 0.334 0.334 0.048 St-112b JUNCTION 12.78 12.78 0 00:40 0.13 0.13 0.013 St-121a JUNCTION 4.06 4.06 0 00:40 0.0416 0.0416 0.078 St-123a JUNCTION 6.77 6.77 0 00:40 0.111 0.111 -0.002 St-126 JUNCTION 18.46 18.46 0 00:40 0.163 0.163 0.042 St-1310a JUNCTION 3.09 3.09 0 00:40 0.0271 0.0271 0.015 St-131b JUNCTION 0.00 32.48 0 00:40 0 0.392 0.587 St-131c JUNCTION 19.18 19.18 0 00:40 0.189 0.189 -0.723 St-131d JUNCTION 16.35 16.35 0 00:40 0.201 0.201 -0.405 St-131f JUNCTION 0.00 33.55 0 00:40 0 0.336 0.275 St-131g JUNCTION 9.51 9.51 0 00:40 0.085 0.085 -0.396 St-131h JUNCTION 25.66 25.66 0 00:40 0.25 0.25 -0.215 St-133d JUNCTION 0.00 24.35 0 00:40 0 0.289 0.695 St-133e JUNCTION 8.71 8.71 0 00:40 0.0832 0.0832 -0.665 St-133f JUNCTION 17.25 17.25 0 00:40 0.204 0.204 -0.650 St-133g JUNCTION 7.28 7.28 0 00:40 0.0643 0.0643 0.018 St-134a JUNCTION 41.62 41.62 0 00:40 0.451 0.451 -0.001 St-135a JUNCTION 1.93 1.93 0 00:40 0.0173 0.0173 0.034 St-136a JUNCTION 11.30 11.30 0 00:40 0.105 0.105 0.005 Sonders East SWMM 5.1 Page 4 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent St-141 JUNCTION 14.18 14.18 0 00:40 0.157 0.157 -0.151 St-150a JUNCTION 9.31 9.31 0 00:40 0.0837 0.0837 -0.104 St-202g JUNCTION 35.63 56.52 0 00:41 0.392 0.802 0.826 St-202h JUNCTION 0.00 38.35 0 00:41 0 0.414 1.128 St-202i JUNCTION 33.76 33.76 0 00:40 0.351 0.351 -0.817 St-202j JUNCTION 6.28 6.28 0 00:40 0.0581 0.0581 -3.787 St-202k JUNCTION 15.96 15.96 0 00:40 0.157 0.157 0.073 St-202l JUNCTION 5.18 5.18 0 00:40 0.0653 0.0653 1.108 St-202m JUNCTION 4.37 4.37 0 00:40 0.0399 0.0399 0.034 St-203a JUNCTION 0.00 51.49 0 00:41 0 0.687 0.788 St-203b JUNCTION 21.72 21.72 0 00:40 0.216 0.216 -1.416 St-203c JUNCTION 27.38 32.80 0 00:42 0.271 0.467 -0.429 St-203d JUNCTION 0.00 15.31 0 00:42 0 0.2 1.720 St-203e JUNCTION 18.67 19.14 0 00:40 0.187 0.196 -1.305 St-203f JUNCTION 0.97 0.97 0 00:40 0.00901 0.00901 2.612 St-203h JUNCTION 30.81 30.81 0 00:40 0.327 0.327 2.030 St-204f JUNCTION 28.23 44.74 0 00:42 0.398 0.658 0.398 St-204g JUNCTION 4.57 4.57 0 00:40 0.0422 0.0422 -2.902 St-204h JUNCTION 0.00 18.89 0 00:42 0 0.218 0.481 St-204i JUNCTION 19.02 20.81 0 00:40 0.193 0.217 -0.451 St-204j JUNCTION 2.63 2.63 0 00:40 0.0243 0.0243 0.069 St-205d JUNCTION 17.47 17.47 0 00:40 0.189 0.189 0.008 St-205e JUNCTION 11.89 11.89 0 00:40 0.106 0.106 0.022 St-207b JUNCTION 19.29 21.54 0 00:40 0.211 0.257 0.350 Sonders East SWMM 5.1 Page 5 Maximum Maximum Lateral Total Flow Lateral Total Day of Hour of Inflow Inflow Balance Inflow Inflow Maximum Maximum Volume Volume Error Node Type CFS CFS Inflow Inflow 10^6 gal 10^6 gal Percent St-207c JUNCTION 0.00 4.61 0 00:41 0 0.0464 0.294 St-207d JUNCTION 4.95 4.95 0 00:40 0.0457 0.0457 -1.662 St-208a JUNCTION 16.20 16.20 0 00:40 0.185 0.185 0.031 St-212a JUNCTION 5.62 5.62 0 00:40 0.0519 0.0519 -0.002 St-212b JUNCTION 7.02 7.02 0 00:40 0.0634 0.0634 0.009 St-320a JUNCTION 27.84 30.09 0 00:40 0.336 0.374 1.522 St-320b JUNCTION 3.05 3.05 0 00:40 0.0378 0.0378 -0.602 St-321a JUNCTION 31.32 31.32 0 00:40 0.326 0.326 2.955 St-321b JUNCTION 20.28 20.28 0 00:40 0.212 0.212 1.635 OF1 OUTFALL 0.00 59.70 0 00:53 0 1.97 0.000 OF2 OUTFALL 0.00 2.26 0 02:39 0 0.441 0.000 OF3 OUTFALL 0.00 9.15 0 02:10 0 1.61 0.000 OF4 OUTFALL 0.00 20.16 0 02:17 0 3.69 0.000 Pond100 STORAGE 0.00 302.58 0 00:43 0 3.96 13.691 Pond200 STORAGE 12.71 266.81 0 00:43 0.367 5.02 6.223 POND-300 STORAGE 0.00 90.92 0 00:43 0 1.94 13.146 Sonders East SWMM 5.1 Page 6 33 APPENDIX D 34 WQCV DETENTION POND DESIGN, RATING CURVES, AND LID SIZING Project: Basin ID: Depth Increment =1.00 ft Watershed Information Top of Micropool Selected BMP Type =EDB Note: L / W Ratio < 1 Watershed Area =126.07 acres L / W Ratio = 0.18 Watershed Length =1,000 ft Note: Lc/L Ratio > 0.9 Watershed Length to Centroid =2,000 ft Lc / L Ratio = 2 Watershed Slope =0.020 ft/ft Watershed Imperviousness =45.00%percent Percentage Hydrologic Soil Group A =0.0%percent Percentage Hydrologic Soil Group B =0.0%percent Percentage Hydrologic Soil Groups C/D =100.0%percent Target WQCV Drain Time =40.0 hours Location for 1-hr Rainfall Depths =User Input Optional User Overrides Water Quality Capture Volume (WQCV) =2.027 acre-feet acre-feet Excess Urban Runoff Volume (EURV) =5.322 acre-feet acre-feet 2-yr Runoff Volume (P1 = 0.83 in.) =3.447 acre-feet inches 5-yr Runoff Volume (P1 = 1.09 in.) =5.276 acre-feet inches 10-yr Runoff Volume (P1 = 1.33 in.) =7.421 acre-feet inches 25-yr Runoff Volume (P1 = 1.69 in.) =11.640 acre-feet inches 50-yr Runoff Volume (P1 = 1.99 in.) =14.782 acre-feet inches 100-yr Runoff Volume (P1 = 2.31 in.) =18.606 acre-feet inches 500-yr Runoff Volume (P1 = 3.14 in.) =27.666 acre-feet inches Approximate 2-yr Detention Volume =3.238 acre-feet Approximate 5-yr Detention Volume =5.170 acre-feet Approximate 10-yr Detention Volume =6.170 acre-feet Approximate 25-yr Detention Volume =7.475 acre-feet Approximate 50-yr Detention Volume =8.125 acre-feet Approximate 100-yr Detention Volume =9.734 acre-feet Define Zones and Basin Geometry Select Zone 1 Storage Volume (Required) =acre-feet Select Zone 2 Storage Volume (Optional) =acre-feet Select Zone 3 Storage Volume (Optional) =acre-feet Total Detention Basin Volume =acre-feet Initial Surcharge Volume (ISV) =ft 3 Initial Surcharge Depth (ISD) =ft Total Available Detention Depth (Htotal) =ft Depth of Trickle Channel (HTC) =ft Slope of Trickle Channel (STC) =ft/ft Slopes of Main Basin Sides (Smain) =H:V Basin Length-to-Width Ratio (RL/W) = Initial Surcharge Area (AISV) =ft 2 Surcharge Volume Length (LISV) =ft Surcharge Volume Width (WISV) =ft Depth of Basin Floor (HFLOOR) =ft Length of Basin Floor (LFLOOR) =ft Width of Basin Floor (WFLOOR) =ft Area of Basin Floor (AFLOOR) =ft 2 Volume of Basin Floor (VFLOOR) =ft 3 Depth of Main Basin (HMAIN) =ft Length of Main Basin (LMAIN) =ft Width of Main Basin (WMAIN) =ft Area of Main Basin (AMAIN) =ft 2 Volume of Main Basin (VMAIN) =ft 3 Calculated Total Basin Volume (Vtotal) =acre-feet 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) Sonders East Basins 1-50 at 45% Impervious (excludes east side of Turberry Road) MHFD-Detention, Version 4.05 (January 2022) Volume (ft 3) Volume (ac-ft) Area (acre) After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Example Zone Configuration (Retention Pond) MHFD-Detention_v4-05 (1).xlsm, Basin 8/14/2023, 11:59 AM Pond 100-yr WSEl Volume (ac- ft) Flow in (cfs) Flow out (cfs) 100 5018.11 10.12 91 2.26 200 5041.79 10.42 324 20.16 300 5049.99 2.60 303 9.15 Total --- 23.14 718 31.57 Pond Summary Elevation (ft.) Depth (ft.) Area (ft. 2 ) Storage (ft.3) Storage (acre-ft.) Cumulative Storage (acre-ft.) 5036 0.0 0 0.00 0.00 0.00 5037 1.0 11306 3,769 0.09 0.09 5038 2.0 29437 19,662 0.45 0.54 5039 3.0 63866 45,554 1.05 1.58 5040 4.0 106877 84,454 1.94 3.52 5041 5.0 184901 144,118 3.31 6.83 5042 6.0 199103 191,958 4.41 11.24 5041 0.0 44256 0.00 0.00 0.00 5042 1.0 50949 47,563 1.09 1.09 5041.79 ft Volume = 10.42 ac-ft Qout= 20.16 cfs where: V = volume between contour interval d = elevationn - elevationn-1 A = area of elevationn-1 contour B = area of elevationn contour 100-year WSEL = Pond 200 Proposed Pond Volume Rating Curve Proposed Detention Pond Proposed Rain Garden ()V d A B AB= + + 1 3 Elevation (ft.) Depth (ft.) Area (ft. 2 ) Storage (ft.3) Storage (acre-ft.) Cumulative Storage (acre-ft.) 5012.25 0.00 1712 0.00 0.00 0.00 5013.00 0.75 16185 5,790 0.13 0.13 5014.00 1.75 40064 27,238 0.63 0.76 5014.52 2.27 87279 32,546 0.75 1.51 5015.00 2.75 130238 51,473 1.18 2.69 5016.00 3.75 135149 132,686 3.05 5.73 5017.00 4.75 140101 137,617 3.16 8.89 5018.00 5.75 145063 142,574 3.27 12.17 5019.00 6.75 150057 147,553 3.39 15.55 5020.00 7.75 155079 152,561 3.50 19.06 5021.00 8.75 160149 157,607 3.62 22.67 5021.75 9.50 161318 120,550 2.77 25.44 5018.11 ft Volume = 10.12 ac-ft Qout= 2.26 cfs where: V = volume between contour interval d = elevationn - elevationn-1 A = area of elevationn-1 contour B = area of elevationn contour Pond 100 100-year WSEL = Proposed Pond Volume Rating Curve ()V d A B AB= + + 1 3 Elevation (ft.) Depth (ft.) Area (ft. 2 ) Storage (ft.3) Storage (acre-ft.) Cumulative Storage (acre-ft.) 5044.5 0.0 0 0.00 0.00 0.00 5045 0.5 58 10 0.00 0.00 5046 1.5 3927 1,487 0.03 0.03 5047 2.5 12165 7,668 0.18 0.21 5048 3.5 23175 17,377 0.40 0.61 5049 4.5 47353 34,551 0.79 1.40 5050 5.5 54357 50,815 1.17 2.57 5049 0.0 11959 0.00 0.00 0.00 5050 1.0 14346 13,134 0.30 0.30 5049.99 ft Volume = 2.60 ac-ft Qout= 9.15 cfs where: V = volume between contour interval d = elevationn - elevationn-1 A = area of elevationn-1 contour B = area of elevationn contour Pond 300 100-year WSEL = Proposed Rain Garden Proposed Detention Pond Proposed Pond Volume Rating Curve ()V d A B AB= + + 1 3 New Impervious Area (Roof, Pavement and Walks)2,559,597 sf Required Minimum Impervious Area to be Treated (75% of Multi-Family and 50% for Single Family Imp. Area. Estimated at 65%) RG Only 1,663,738 sf Impervious Area Treated by LID Treatment Method #1 (LID Basins at Design Points OS-11 and OS-13)1,573,770 sf Total Impervious Area Treated 1,573,770 sf Percent LID Treatment Provided for Entire Site Area 95% LID TABLE Sheet 1 of 2 Designer: Company: Date: Project: Location: 1.Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =45.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.450 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.15 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =2,858,045 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =36,764 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2.Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =25722 sq ft D) Actual Flat Surface Area AActual =44256 sq ft E) Area at Design Depth (Top Surface Area)ATop =50950 sq ft F) Rain Garden Total Volume VT=47,603 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3.Growing Media 4.Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =cu ft iii) Orifice Diameter, 3/8" Minimum DO = in Design Procedure Form: Rain Garden (RG) J.Gooch Aspen Engineering August 14, 2023 Waters Edge East Pond 200 UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO Overall Site-LID_ UD-BMP_v3.07 Pond 200 8-16-23.xlsm, RG 8/14/2023, 4:34 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5.Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6.Inlet / Outlet Control A) Inlet Control 7.Vegetation 8.Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) J.Gooch Aspen Engineering August 14, 2023 Waters Edge East Pond 200 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 Overall Site-LID_ UD-BMP_v3.07 Pond 200 8-16-23.xlsm, RG 8/14/2023, 4:34 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1.Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =45.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.450 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.15 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =811,979 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =10,445 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2.Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =7308 sq ft D) Actual Flat Surface Area AActual =11960 sq ft E) Area at Design Depth (Top Surface Area)ATop =14346 sq ft F) Rain Garden Total Volume VT=13,153 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3.Growing Media 4.Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =cu ft iii) Orifice Diameter, 3/8" Minimum DO = in Design Procedure Form: Rain Garden (RG) J.Gooch Aspen Engineering August 14, 2023 Waters Edge East Pond 300 UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO Overall Site-LID_ UD-BMP_v3.07 Pond 300 8-16-23.xlsm, RG 8/14/2023, 4:35 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5.Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6.Inlet / Outlet Control A) Inlet Control 7.Vegetation 8.Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) J.Gooch Aspen Engineering August 14, 2023 Waters Edge East Pond 300 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 Overall Site-LID_ UD-BMP_v3.07 Pond 300 8-16-23.xlsm, RG 8/14/2023, 4:35 PM 35 APPENDIX E 36 PRELIMINARY NO. 8 DITCH CALCULATIONS Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Jul 21 2023 <Name> Trapezoidal Bottom Width (ft) = 14.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 6.00 Invert Elev (ft) = 28.00 Slope (%) = 0.10 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 250.00 Highlighted Depth (ft) = 3.40 Q (cfs) = 250.00 Area (sqft) = 93.84 Velocity (ft/s) = 2.66 Wetted Perim (ft) = 42.04 Crit Depth, Yc (ft) = 1.80 Top Width (ft) = 41.20 EGL (ft) = 3.51 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 Elev (ft) Depth (ft)Section 27.00 -1.00 28.00 0.00 29.00 1.00 30.00 2.00 31.00 3.00 32.00 4.00 33.00 5.00 34.00 6.00 35.00 7.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Friday, Jul 21 2023 <Name> Trapezoidal Bottom Width (ft) = 14.00 Side Slopes (z:1) = 4.00, 4.00 Total Depth (ft) = 8.00 Invert Elev (ft) = 28.00 Slope (%) = 0.10 N-Value = 0.030 Calculations Compute by: Known Q Known Q (cfs) = 1025.00 Highlighted Depth (ft) = 6.58 Q (cfs) = 1,025 Area (sqft) = 265.31 Velocity (ft/s) = 3.86 Wetted Perim (ft) = 68.26 Crit Depth, Yc (ft) = 3.86 Top Width (ft) = 66.64 EGL (ft) = 6.81 0 10 20 30 40 50 60 70 80 90 100 Elev (ft) Depth (ft)Section 27.00 -1.00 28.00 0.00 29.00 1.00 30.00 2.00 31.00 3.00 32.00 4.00 33.00 5.00 34.00 6.00 35.00 7.00 36.00 8.00 37.00 9.00 Reach (ft) 37 APPENDIX F 38 HISTORIC DRAINAGE BASIN MAPS, PROPOSED DRAINAGE BASIN MAP, EROSION CONTROL PLANS & EROSION CONTROL NOTES & DETAILS PLANS NOTES:1.PROPOSED ELEVATIONS SHOWN ARE RELATIVE TO A DATUM OF 5000 FEET, AND ARE BASED ON THEBENCHMARKS DESCRIBED ON SHEET C-001.2.PLEASE REFER TO THE RATIONAL METHOD CALCULATIONS FOR BASIN FLOW CALCULATIONS.3.PLEASE REFER TO THE LIND FILING 1 DRAINAGE REPORT, AND THE EXCERPTS FROM THE REPORT,INAPPENDIX F, FOR EXISTING LIND 1 POND SIZING FOR THE ORGINAL LIND FILINGS 1, 2, AND 3, OFWHICH SONDERS EAST IS NOW WHAT WAS LIND FILINGS 2 & 3.4.EXISTING BASIN EX1 FLOWS EAST/SOUTHEAST AND INTO THE NO. 8 DITCH.5.EXISTING BASIN EX2 FLOWS SOUTHEAST AND INTO EXISTING POND 100. POND 100 HAS A WATERQUALITY/ DETENTION POND OUTLET STRUCTURE THAT CONVEYS FLOW SOUTH AND EAST AND INTOTHE NO. 8 DITCH.6.THE LIND FILING ONE DEVELOPMENT FLOWS ARE ALSO CONVEYED DIRECTLY TO POND 100.EX15 OS-1 EX164.450.25EX265.090.25LIND44.530.63EX2RICHARDS LAKE ROAD NO. 8 DITCHN O . 8 D I T C H NO. 8 DITCHTURNBERRY ROADTURNBERRY ROADRICHARDS LAKE ROAD ASPEN0'SCALE: 1" = 200'200'400'SHEET No:PROJECT/ LOCATION: DRAWING:OFCHECKED BY:DESIGNED BY:DRAWN BY:DESCRIPTION OF REVISION:DATE:REVISED BY:APPROVED BY:REV. # 1 2 3 4 5 6 7 P R E L IM INARYNOT FOR CON S T RU C T IONproject no:date: SONDERS EAST FORT COLLINS, COLORADO EXISTING DRAINAGE EXHIBITEX-111AUGUST 30, 2023105001JRGJRGJRGLEGENDEXISTING CONTOURSEXISTING DRAINAGE BASIN BOUNDARY LINEEXISTING STORM PIPE & MANHOLEEXISTING DRAINAGE BASIN IDACRES / 'C' VALUEPROPOSED DRAINAGE DESIGN POINTDRAINAGE FLOW DIRECTION144.530.63FOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2 BUSINESS DAYS IN ADVANCECENTER OF COLORADOCALL UTILITY NOTIFICATION1-800-922-1987MEMBER UTILITIES.EXPOND100EXISTING DRAINAGE BASIN SUMMARY TABLE:AREADESIGN POINTBASIN(ACRES)VALUEQ2(CFS)'C' 1 234BLK1BLK1BLK1 567891011BLK256BLK3BLK4BLK5BLK6BLK71234876 591011121615141378 9101413 1211 1234 8 7 6512 3 654 78 9101413121113121415161718BLK1BLK1BLK119202122 2324252627282930313236 3534331 2 34 5 67 8910111213141516171819 2021BLK4BLK7BLK51 234567 8910111213141516171819202122 1234 567 89101112131415161718192021BLK8BLK9BLK9BLK8BLK10BLK10BLK11BLK12BLK14123456789BLK15123456789101112131415BLK15BLK1516171819202122232425262728293031323334353637383911621531441351261171089BLK15BLK15BLK16BLK17BLK19BLK18BLK21123456 789101112123456789101234678911101213145123456789101112131415161718192021221234567891011121314151 2 3 4 5 6 7 8 9 10 11 15 16 17 18 12 13 14 19202122 2324 25 262728 293231303351 50 49 48 37 36 35 34 40 39 38 44 43 42 41 47 46 45 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 2 3 456789101112131415161718192021222324252627302928313433323538 37 36 39 41 40 42 17 16 15 18 19 20 21 24 23 22 25 26 27 282930 3132333435 3637 38BLK11BLK14434445464748495051525354556362616059585756BLK12BLK12BLK12871 243124 3 5 6161596.0'BLK2BLK3BLK1BLK20MORNING STAR DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE STERNWHEELER DRIVE CLARION LANE BRIGHTWATER DRIVESTERNWHEELER COURTCLIPPER WAYFIELD VIEW ROADGREENSPACE WAYFORUM ROAD HIGH MEADOW ROAD WELLNESS ROAD W E L L N E S S R O A D HIGH MEADOW ROADHIGH MEADOW ROADSTARDUST WAY TRAI L W A Y R O A D WALKING STICK WAYPATHWAY ROADPARKLAND ROADHIGH MEADOW ROADFIELD POINT WAYSTERNWHEELER DRIVE MEADOW LARK ROADWANDER TRAILNATURE PARK WAYNATURE PARK WAYGREENSPACE ROAD GREENSPACE ROAD GRASSLAND ROADMOORLAND WAYPARKLAND WAYAMBLE LANEPLAY PARK LANEPLAY PARK LANETRAILS CROSSING LANETURNBERRY ROAD (TWO LANE ARTERIAL)BRIGHTWATER DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE BAR HARBOR DRIVE RICHARDS LAKE ROAD(TWO LANE ARTERIAL)RICHARDS LAKE ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD (TWO LANE ARTERIAL) TURNBERRY ROAD(TWO LANE ARTERIAL) TURNBERRY ROAD (TWO LANE ARTERIAL)TURNBERRY ROAD (TWO LANE ARTERIAL)BRIGHTWATER DRIVEMORNING STAR DRIVEMOORLAND WAYPARKLAND WAYAMBLE LANEPATHWAY LANEPATHWAY LANEPATHWAY LANESTE R N W H E E L E R DRI V E TRAILS CROSSING LANET R A I L S C R O S S I N G L A N E AMBLE LANEMFBUILDING 1MFBUILD ING 2MFBUILDING 3MFBUILDING 4MFBUILDING 17MFBUILDING 18MFBUILDING 15MFBUILDING 16MFBUILDING 5MFBUILD ING 6MFBUILDING 7MFBUILDING 8MFBUILDING 14MFBUILDING 9MFBUILDING 10MFBUILD ING 11MFBUILDING 12MFBUILDING 13PATHWAY ROADPRIVATE STREETPARKLAND ROADPRIVATE STREETCONSERVATION TRAILPRIVATE STREETCONSERVATION TRAILPRIVATE STREETBUILDING A3 STORY12 UNIT BUILDING B3 STORY11 UNITBUILDING C3 STORY12 UNIT BUILDING D3 STORY12 UNIT BUILDING E3 STORY12 UNITBUILDING F3 STORY12 UNITBUILD ING G3 STORY12 UNITBUILDING H3 STORY12 UNITSSSSEEEEEEEEEE EGGGGGGGGGGGEEEEEEEEGGGGGGGGGGEEGGEEEEEEEEEGGGGGGGGGGGGGGGGGGGEEEEEEEEEEEG E GGEEEEE EEEEEE EE EE GGGGGGGG GG G G G EEEEEEEEEGGGGGG G G GGGGEEEEE EGGEGGGGEEEEGGEEGGGGGGGGEEEEEEEEEEEEEEEEEEGGGGGGGGG GEEEEEEEEGGGGGGGG G G EE GEGG EEEEG GGGGGEEGGGG GGGG GG G EE E E EE EEE EEE G GGEEGGGGGGGGGGGGGGEEEEEEEEEEEEEEGGGGGGGGGGGEEEEEEEEEEEG EEEEEEEEEEEEGGGGGGGGGGGGEEE G GGGGGGGGG GG GGGG G GEEEEEEEEE EEEE EEEE EEEEEEEEEEEEEEEEEEEEEEEGGGGGGGGGGGGGGGGGGEEEEEEEEEEEEEEEEEEEEEEGGGGGGGGGGGGGGGGEEEEGGGGEEGEEGEEGGEEEEEEGGGGGGGGEEEEGGGGGEEGGEEEGGGGGGEEEE EEE GGGGGG GGGEEG EEEEEEEEEEGGGGGGGGGGEEEEE GGGGGG E EEEEGG GGGGGEEEEEGGGGEEEGGGEEEE EEEEGGGGGGGGGGGEEEEGG GEE SW SW GGG SWSW SWSWSWSWSWWSWGEEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEG EGE GEGEGEGEGEGEGEGEGEGE G E G EG EEGEGEGEGEGEGEGEGEGEG EG EG EGEGEGEGSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSEEGGGSSSGGGGSSSGGGSSSSGGGGEEEEEEEEEEEEEEEEEEEEEEEEEEGGGGGGGGGGGGGGEGEGEGEGEGEGEGEGEGEGEG EG EG EG EG EG EGEGEGEG EGE G E G EG EG EG EG EG EG EG EG E G EG EGEGEGEGEGSSSSSSSSSSSSSSSSSSSSSS S S S SS SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSS S S S S S S S SS SSSSSSSSSSSSSSSSSSSSSSS SSS S SSS SSSS SS S S SSSSSSSSSSSSSSSSSS SS S SSS SSS S S SSS S SS S S SSSSS S SWWWWWW W WWWWWWWWWWW WWWW WWWWWWSS SSSS SSSSS SSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSS SSSSSSSSSS SSSS S S S SSSSSSS SSSS SSSSSDPDPDP S DPDP SSSSSS S S S WWWWWWWWWWWWWWWWWWWWW W W WWWWWWWWWWW WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWDPWWW W W W WWWWWWWWWWWWWWWWWWWWWWWWWW W WWWWWWWWWWSW WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW WWWWWWWWWWW W WW W WWWWW WW W W W W W W W WWWWW W WWWWWWWWWWWWW WWWWWWWWWWWWWWWWW W W WWWWW W W W W W WWWWWWWWWWWWW WWWWWWWWWWWWW WWS WWWWWWWSWSWSWSSS W W W W W W W W W W SSSSSSS WWWWWWWSSSSSWW W W W W W W W WW W WWWWW WWWWW GESWEEEEEEEWWWWWWWSSSSSSGGGGGGGEEEEEEEEEWWWWWWWWWSSSSSSSSSGGGGGGGGGGGGGSSSE EEEEWWWWW W SSSSGSSWWWWFFF FWFFWWFWF SSSSSSSSWFWWFFWFNOTES:1.PROPOSED ELEVATIONS SHOWN ARE RELATIVE TO A DATUM OF 5000 FEET, AND ARE BASED ON THEBENCHMARKS DESCRIBED ON SHEET C-001.2.THE DRAINAGE BASINS OS-9, 24-32, 34-38, AND 40-49 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TOTHE EXISTING DETENTION POND 100. DRAINAGE BASINS OS-5, OS-6, OS-7, OS-8, OS-13, 7-23, 33, AND39 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO PROPOSED POND 200. DRAINAGE BASINS OS-2,OS-3, OS-4, OS-10, OS-11, 1-6 AND 50 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO PROPOSEDPOND 300. DRAINAGE BASIN OS-1 SHEET FLOWS INTO THE NO. 8 IRRIGATION DITCH. BASIN OS-12FLOWS UNDETAINED TO A HEADWALL AND PIPE AND THEN INTO THE NUMBER 8 DITCH.3.PLEASE REFER TO THE SWMM AND RATIONAL METHOD CALCULATIONS WITHIN THE DRAINAGEREPORT FOR BASIN FLOW CALCULATIONS, POND SIZING, AND STREET CAPACITY CALCULATIONS.4.12" OF CDOT CLASS 'A' BEDDING MATERIAL SHALL BE PLACED UNDER ALL RIPRAP SHOWN.5.RUNOFF FROM THE SITE WILL DRAIN TO LOW POINTS AND PASS THROUGH CURB CUTS, SIDEWALKCHASES, AND SWALES BEFORE ENTERING STORM INLETS AND PIPES, WHICH ULTIMATELYDISCHARGE TO THE EXISTING DETENTION POND 100 AND PROPOSED PONDS 200 AND 300.6. RIPRAP AND GRASS LINED DRAINAGE CHANNELS WILL ENHANCE EROSION CONTROL WITHIN THESITE LIMITS. SITE BMP'S WILL BE IMPLEMENTED DURING CONSTRUCTION TO REDUCE SEDIMENTTRANSPORT OFFSITE AS SHOWN IN THE EROSION CONTROL PLAN.7.ALL PROPOSED STORM DRAINAGE PIPES AND STRUCTURES OUTSIDE OF CITY RIGHT OF WAY WILL BEPRIVATELY OWNED AND MAINTAINED BY THE OWNER (SONDERS EAST). ALL EXISTING ANDPROPOSED STORM SEWER WITHIN PUBLIC ROW, WILL BE OWNED AND MAINTAINED BY THE CITY OFFORT COLLINS.60 6558 59 61626364666768696060655959 61616262636364666762 6365626364656162636462636061 626355 60 56 57 58 59 61 62 65 706263 64 6667686971656364666768606162 636061626365706466676869 6059 61 62 636561626364657066676869706667686965636466 606565616162626363646458626364404550 503941424344464 6 4 7 47 48 49 49 5 0 50 50 55 60 46 47 48 49 4 9 49 5 1 5 2 5 3 54 56 57 58 59 61 4045454550556065414242424343434444444646464747474848484949495152535456575859616263646667685555606065705454565657575858595961616161626263636466676869656570706464666667676868696971717172727350 48 457272 73717069696566676864707070707070 585763646465656663 7069605260555560526561675550504550 53 494847464549454261626261636370505045424245505252595951 50515559606741 4942494250556040 1 234BLK1BLK1BLK1 567891011BLK256BLK3BLK4BLK5BLK6BLK71234876 5910111216151413 1234 8 7 6512 3 65413121415161718BLK1BLK1BLK119202122 23242526272829301 2 34 5 67 8910111216171819 2021BLK4871 243124 3BLK2BLK3STERNWHEELER DRIVE STERNWHEELER COURTFIELD POINT WAYSTERNWHEELERDRIVE MEADOW LARK ROADNATURE PARK WAYNATURE PARK WAYGREENSPACE ROAD GRASSLAND ROADMOORLAND WAYPARKLAND WAYAMBLE LANETURNBERRY ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD(TWO LANE ARTERIAL)MOORLAND WAYPARKLAND WAYAMBLE LANEAMBLE LANE10.600.2542.640.60102.880.4772.46.5692.440.53112.460.5434.110.56OS-112.120.25OS-20.520.59OS-30.490.76OS-40.510.77OS-50.270.77OS-102.170.25500.730.34121.220.7124.760.4452.500.4462.460.5880.540.65OS-10.410.77POND 300EX PROPERTYBOUNDARYEX PROPERTY BOUNDARYEX COUNTRYCLUB RESERVESTORM OUTFALLPIPEFUTURE BAKER LATERAL EXTENSION (BY OTHERS)EX PROPERTYBOUNDARYPROP BAKERLATERAL IRRG PIPEEXTENSION150OS-32346109--OS-550S-11OS-10OS-1OS-2EX PROPERTYBOUNDARYEX PROPERTYBOUNDARYEX PROPERTYBOUNDARYEX PROPERTYBOUNDARYEX PROPERTY BOUNDARYPROP BAKERLATERAL IRRG PIPEEXTENSIONPROP RAIN GARDENASPEN0'SCALE: 1" = 100'100'200'SHEET No:PROJECT/ LOCATION: DRAWING:OFCHECKED BY:DESIGNED BY:DRAWN BY:DESCRIPTION OF REVISION:DATE:REVISED BY:APPROVED BY:REV. # 1 2 3 4 5 6 7 P R E L IM INARYNOT FOR CON S T RU C T IONproject no:date: SONDERS EAST FORT COLLINS, COLORADO OVERALL GRADING PLAN & DRAINAGE EXHIBIT (NORTH)C-0343484AUGUST 16, 2023105001JRGJRGJRGKEY MAP - 1" = 1000'036035034KEY MAP - 1" = 1000'MATCH LINESEE SHEET C-035LEGENDEXISTING CONTOURSNEW INTERMEDIATE CONTOURS6465NEW INDEX CONTOURSPROPOSED FLOWLINEEX RIGHT-OF-WAY/ PROPERTY BOUNDARYPROPOSED DRAINAGE BASIN BOUNDARYLINEPROPOSED STORM PIPEEXISTING STORM PIPE & MANHOLERDPROPOSED ROOF DRAIN AND STORM PIPEPROPOSED DRAINAGE BASIN IDACRES / 'C' VALUEPROPOSED DRAINAGE DESIGN POINTDRAINAGE FLOW DIRECTIONDRAINAGE SWALE10.220.36FOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2 BUSINESS DAYS IN ADVANCECENTER OF COLORADOCALL UTILITY NOTIFICATION1-800-922-1987MEMBER UTILITIES.PROPOSED DRAINAGE BASIN SUMMARY TABLE:PROPOSED LID SUMMARY TABLE:VOLUMEPROVIDED100-YRDESCPONDWSEL.(AC-FT)(FT)VOLUMEREQUIRED(AC-FT)POND OUTFLOW(CFS) 50 55 47 48 49 51 52 525253 53535353 535354 56 57 58 596162636460585858596162 63556060565757585859596161556065 525253545657585961626364 555 4565758 55605 3 5456575859 55 55 5454 56 56 57 5855545456504647484951525354 45 5044 46 47 4 8 49515245504344464748495152534045 503738394142 43 44 46 47 48 49 51 45434446606155 54565 7 586065616263646667686960657059616263646667686955605657585961 626364556056575859616255605456575859615560 5456575859606558596162636466676869 55 535456575859555 354565758556065565758596162636455525354565750484951525354504849515253 45504 4 46474 8 4 9 51525354454 344 46454243445046474849515245 50 44 46 47 48 49 51 52535450464748495152534045503738394142434446474849515253504748495145504142434446474849404537383941424344464748454436 37 3 8 39525150494847464544434241414242414039383 742 3740394041424142423837534241423840434039374145554 341 4242414042424169686970707066676869 7065646363605553535454 5352515353 545447454443465053504553585764654355 54 53 5 4 5437383940 424038 40606162 96.0'MORNING STAR DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE BRIGHTWATER DRIVECLIPPER WAYWE L L N E S S RO A D HIGH MEADOW ROADHIGH MEADOW ROADS T A R D U S T W A Y TR A I L W A Y R O A D WALKING STICK WAYPATHWAY ROADPARKLAND ROADHIGH MEADOW ROADFIELD POINT WAYSTERNWHEELERDRIVE WANDER TRAILNATURE PARK WAYGREENSPACE ROAD AMBLE LANEPLAY PARK LANEPLAY PARK LANETRAILS CROSSING LANEBRIGHTWATER DRIVEFAIRWATER DRIVESTERNWHEELER DRIVE TURNBERRY ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD(TWO LANE ARTERIAL)MORNING STAR DRIVEAMBLE LANEPATHWAY LANEPATHWAY LANEPATHWAY LANESTERNWHEELERDRIVE TRAILS CROSSING LANET R A I L S C RO S S I NG L AN E AMBLE LANEPATHWAY ROADPRIVATE STREETPARKLAND ROADPRIVATE STREETCONSERVATION TRAILPRIVATE STREETCONSERVATION TRAILPRIVATE STREETDPDPDP D P DP DPEX PROPERTYBOUNDARYEX PROPERTY BOUNDARYEX PROPERTYBOUNDARYPROP BAKERLATERAL IRRG PIPEEXTENSIONPROP BAKERLATERAL IRRG PIPEEXTENSION1112910713816171822A211420222326102.880.4772.46.56135.810.4592.440.53150.850.591911.740.52112.460.54162.380.56204.430.56214.170.56224.910.60312.700.54295.430.63241.200.71281.420.61262.540.52341.020.60360.770.63372.970.66382.760.49461.960.63172.670.60401.030.62412.310.61OS-1241.610.25OS-137.360.25OS-50.270.77OS-60.470.78OS-70.10.79OS-80.690.80OS-90.440.77121.220.71330.730.70320.570.79330.730.70320.570.79351.060.55143.530.5222A0.890.51180.750.6518A0.480.64232.010.56270.320.67301.040.72250.200.704.7080.540.6527302824293425333218APOND 200EX PROPERTYBOUNDARYEX PROPERTYBOUNDARYEX PROPERTYBOUNDARYEX PROPERTY BOUNDARYEX PROPERTY BOUNDARYEX PROPERTY BOUNDARYEX PROPERTYBOUNDARYPROP BAKERLATERAL IRRG PIPEEXTENSIONPROP RAIN GARDEN1 234BLK1BLK1BLK1 567891011BLK256BLK3BLK4BLK5BLK6BLK71234876 591011121615141378 9101413 1211 1234 8 7 6512 3 654 78 9101413121113121415161718BLK1BLK1BLK119202122 2324252627282930313236 3534331 2 34 5 67 8910111213141516171819 2021BLK4BLK7BLK51 234567 8910111213141516171819202122 1234 567 89101112131415161718192021BLK8BLK9BLK9BLK8BLK10BLK10BLK11BLK12BLK14123456789BLK15123456789101112131415BLK15BLK1516171819202122232425262728293031323334353637383911621531441351261171089BLK15BLK15BLK16BLK17BLK19BLK18BLK21123456 789101112123456789101234678911101213145123456789101112131415161718192021221234567891011121314151 2 3 4 5 6 7 8 9 10 11 15 16 17 18 12 13 14 19202122 2324 25 262728 293231303351 50 49 48 37 36 35 34 40 39 38 44 43 42 41 47 46 45 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 2 3 456789101112131415161718192021222324252627302928313433323538 37 36 39 41 40 42 17 16 15 18 19 20 21 24 23 22 25 26 27 282930 3132333435 3637 38BLK11BLK14434445464748495051525354556362616059585756BLK12BLK12BLK12871 243124 3 5 6161596.0'BLK2BLK3BLK1BLK20MORNING STAR DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE STERNWHEELER DRIVE CLARION LANE BRIGHTWATER DRIVESTERNWHEELER COURTCLIPPER WAYFIELD VIEW ROADGREENSPACE WAYFORUM ROAD HIGH MEADOW ROAD WELLNESS ROAD W E L L N E S S R O A D HIGH MEADOW ROADHIGH MEADOW ROADSTARDUST WAY TRAI L W A Y R O A D WALKING STICK WAYPATHWAY ROADPARKLAND ROADHIGH MEADOW ROADFIELD POINT WAYSTERNWHEELER DRIVE MEADOW LARK ROADWANDER TRAILNATURE PARK WAYNATURE PARK WAYGREENSPACE ROAD GREENSPACE ROAD GRASSLAND ROADMOORLAND WAYPARKLAND WAYAMBLE LANEPLAY PARK LANEPLAY PARK LANETRAILS CROSSING LANETURNBERRY ROAD (TWO LANE ARTERIAL)BRIGHTWATER DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE BAR HARBOR DRIVE RICHARDS LAKE ROAD(TWO LANE ARTERIAL)RICHARDS LAKE ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD (TWO LANE ARTERIAL) TURNBERRY ROAD(TWO LANE ARTERIAL) TURNBERRY ROAD (TWO LANE ARTERIAL)TURNBERRY ROAD (TWO LANE ARTERIAL)BRIGHTWATER DRIVEMORNING STAR DRIVEMOORLAND WAYPARKLAND WAYAMBLE LANEPATHWAY LANEPATHWAY LANEPATHWAY LANESTE R N W H E E L E R DRI V E TRAILS CROSSING LANET R A I L S C R O S S I N G L A N E AMBLE LANEMFBUILDING 1MFBUILD ING 2MFBUILDING 3MFBUILDING 4MFBUILDING 17MFBUILDING 18MFBUILDING 15MFBUILDING 16MFBUILDING 5MFBUILD ING 6MFBUILDING 7MFBUILDING 8MFBUILDING 14MFBUILDING 9MFBUILDING 10MFBUILD ING 11MFBUILDING 12MFBUILDING 13PATHWAY ROADPRIVATE STREETPARKLAND ROADPRIVATE STREETCONSERVATION TRAILPRIVATE STREETCONSERVATION TRAILPRIVATE STREETBUILDING A3 STORY12 UNIT BUILDING B3 STORY11 UNITBUILDING C3 STORY12 UNIT BUILDING D3 STORY12 UNIT BUILDING E3 STORY12 UNITBUILDING F3 STORY12 UNITBUILD ING G3 STORY12 UNITBUILDING H3 STORY12 UNIT DPDPDP DPDP DPNOTES:1.PROPOSED ELEVATIONS SHOWN ARE RELATIVE TO A DATUM OF 5000 FEET, AND ARE BASED ON THEBENCHMARKS DESCRIBED ON SHEET C-001.2.THE DRAINAGE BASINS OS-9, 24-32, 34-38, AND 40-49 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TOTHE EXISTING DETENTION POND 100. DRAINAGE BASINS OS-5, OS-6, OS-7, OS-8, OS-13, 7-23, 33, AND39 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO PROPOSED POND 200. DRAINAGE BASINS OS-2,OS-3, OS-4, OS-10, OS-11, 1-6 AND 50 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO PROPOSEDPOND 300. DRAINAGE BASIN OS-1 SHEET FLOWS INTO THE NO. 8 IRRIGATION DITCH. BASIN OS-12FLOWS UNDETAINED TO A HEADWALL AND PIPE AND THEN INTO THE NUMBER 8 DITCH.3.PLEASE REFER TO THE SWMM AND RATIONAL METHOD CALCULATIONS WITHIN THE DRAINAGEREPORT FOR BASIN FLOW CALCULATIONS, POND SIZING, AND STREET CAPACITY CALCULATIONS.4.12" OF CDOT CLASS 'A' BEDDING MATERIAL SHALL BE PLACED UNDER ALL RIPRAP SHOWN.5.RUNOFF FROM THE SITE WILL DRAIN TO LOW POINTS AND PASS THROUGH CURB CUTS, SIDEWALKCHASES, AND SWALES BEFORE ENTERING STORM INLETS AND PIPES, WHICH ULTIMATELYDISCHARGE TO THE EXISTING DETENTION POND 100 AND PROPOSED PONDS 200 AND 300.6. RIPRAP AND GRASS LINED DRAINAGE CHANNELS WILL ENHANCE EROSION CONTROL WITHIN THESITE LIMITS. SITE BMP'S WILL BE IMPLEMENTED DURING CONSTRUCTION TO REDUCE SEDIMENTTRANSPORT OFFSITE AS SHOWN IN THE EROSION CONTROL PLAN.7.ALL PROPOSED STORM DRAINAGE PIPES AND STRUCTURES OUTSIDE OF CITY RIGHT OF WAY WILL BEPRIVATELY OWNED AND MAINTAINED BY THE OWNER (SONDERS EAST). ALL EXISTING ANDPROPOSED STORM SEWER WITHIN PUBLIC ROW, WILL BE OWNED AND MAINTAINED BY THE CITY OFFORT COLLINS.ASPEN0'SCALE: 1" = 100'100'200'SHEET No:PROJECT/ LOCATION: DRAWING:OFCHECKED BY:DESIGNED BY:DRAWN BY:DESCRIPTION OF REVISION:DATE:REVISED BY:APPROVED BY:REV. # 1 2 3 4 5 6 7 P R E L IM INARYNOT FOR CON S T RU C T IONproject no:date: SONDERS EAST FORT COLLINS, COLORADO OVERALL GRADING PLAN & DRAINAGE EXHIBIT (SOUTH)C-0353584AUGUST 16, 2023105001JRGJRGJRGKEY MAP - 1" = 1000'KEY MAP - 1" = 1000'LEGENDEXISTING CONTOURSNEW INTERMEDIATE CONTOURS6465NEW INDEX CONTOURSPROPOSED FLOWLINEEX RIGHT-OF-WAY/ PROPERTY BOUNDARYPROPOSED DRAINAGE BASIN BOUNDARYLINEPROPOSED STORM PIPEEXISTING STORM PIPE & MANHOLERDPROPOSED ROOF DRAIN AND STORM PIPEPROPOSED DRAINAGE BASIN IDACRES / 'C' VALUEPROPOSED DRAINAGE DESIGN POINTDRAINAGE FLOW DIRECTIONDRAINAGE SWALE10.220.36FOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2 BUSINESS DAYS IN ADVANCECENTER OF COLORADOCALL UTILITY NOTIFICATION1-800-922-1987MEMBER UTILITIES.MATCH LINESEE SHEET C-034MA T C H L I N E S E E S H E E T C - 0 3 6 036035034PROPOSED LID SUMMARY TABLE:VOLUMEPROVIDED100-YRDESCPONDWSEL.(AC-FT)(FT)VOLUMEREQUIRED(AC-FT)POND OUTFLOW(CFS) 96.0'MORNING STAR DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE STERNWHEELER DRIVE CLARION LANE BRIGHTWATER DRIVESTERNWHEELER COURTCLIPPER WAYFIELD VIEW ROADGREENSPACE WAYFORUM ROAD HIGH MEADOW ROAD WELLNESS ROAD W E L L N E S S R O A D HIGH MEADOW ROADHIGH MEADOW ROADSTARDUST WAY TRAI L W A Y R O A D WALKING STICK WAYPATHWAY ROADPARKLAND ROADHIGH MEADOW ROADFIELD POINT WAYSTERNWHEELER DRIVE MEADOW LARK ROADWANDER TRAILNATURE PARK WAYNATURE PARK WAYGREENSPACE ROAD GREENSPACE ROAD GRASSLAND ROADMOORLAND WAYPARKLAND WAYAMBLE LANEPLAY PARK LANEPLAY PARK LANETRAILS CROSSING LANETURNBERRY ROAD (TWO LANE ARTERIAL)BRIGHTWATER DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE BAR HARBOR DRIVE RICHARDS LAKE ROAD(TWO LANE ARTERIAL)RICHARDS LAKE ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD (TWO LANE ARTERIAL) TURNBERRY ROAD(TWO LANE ARTERIAL) TURNBERRY ROAD (TWO LANE ARTERIAL)TURNBERRY ROAD (TWO LANE ARTERIAL)BRIGHTWATER DRIVEMORNING STAR DRIVEMOORLAND WAYPARKLAND WAYAMBLE LANEPATHWAY LANEPATHWAY LANEPATHWAY LANESTE R N W H E E L E R DRI V E TRAILS CROSSING LANET R A I L S C R O S S I N G L A N E AMBLE LANEPATHWAY ROADPRIVATE STREETPARKLAND ROADPRIVATE STREETCONSERVATION TRAILPRIVATE STREETCONSERVATION TRAILPRIVATE STREETDPDPDP DPDP DP25302426272829313233253035 40 45 5026272829 3132333436 37 38 39 41 42 43 44 4647 48 49 51 52 525253 5353535352524550444647484951524550434446474849515253303035 354045 502929313132323333343436 363737383839394142 43 44 46 47 48 49 5140 4536363737383941 4243444635 40333436373839 412525252426272829 53455044 464748 5152535443445046474849515245504446474849515253545046474849515253404550373839414243444647484951525330352627282931323334363750474849514550414243444647484940 453738394142434446474830354031323334363738393540323334363738394135 404536373839414243444640363738394142434430353132333436373839303526 272829313233343625 25 30 30 35 35 40 40 23 23 24 24 26 26 27 27 28 28 29 29 31 31 32 32 33 33 34 34 36 36 37 37 38 3839 39 41 41 42 4243 30 30 30 35 28 29 29 29 31 31 31 32 32 32 33 33 33 34 34 34 5251503938374237 403940414241424238375328 282524212543 424241404153535454474544 43465053504543323131 5554535454 353637383940 3434 28 28 34 35 35 2323 2930 29 30 40 35 44 25 28 29 22 22 25 28282726252 9 424038BLK14123456789BLK15 123456789101112131415BLK15BLK1516171819202122232425262728293031323334353637383911621531441351261171089BLK15BLK15BLK16BLK17BLK19BLK18BLK21123456 789101112123456789101234678911101213145123456789101112131415161718192021221234567891011121314152728291112131415161718192021222324252627302928313332BLK14495051525354555756BLK1296.0'BLK20CLARION LANE BRIGHTWATER DRIVECLIPPER WAYFIELD VIEW ROADGREENSPACE WAYFORUM ROAD HIGH MEADOW ROAD WELLNESS ROAD WELLNESS ROAD HIGH MEADOW ROADHIGH MEADOW ROADSTARDUST WAY TRAILWAY ROADPLAY PARK LANEBAR HARBOR DRIVE RICHARDS LAKE ROAD(TWO LANE ARTERIAL)RICHARDS LAKE ROAD(TWO LANE ARTERIAL)TRAILS CROSSING LANETRAILS CROSSING LANE BUILDING 6MFBUILDING 7MFBUILDING 8MFBUILDING 14MFBUILDING 9MFBUILDING 10BUILDING 12MFBUILDING 13CONSERVATION TRAILPRIVATE STREET15''SAN15''SAN15''SAN15''SANEX PROPERTY BOUNDARYEX PROPERTY BOUNDARYPROP LIMITS OF DEVELOPMENTEX PROPERTYBOUNDARY(TO BE VACTED BYCURRENT PLAT)PROP DRAINAGE EASEMENTEX PROPERTY BOUNDARYPROP 6' CONCCROSSPANINLETSPROP TYPE RINLETSPROP TYPE RINLETPROP RIPRAP312.700.54290.63341.020.60360.770.63372.970.66382.760.49461.960.63422.130.48444.490.54451.780.34481.570.64491.800.40401.030.62412.310.61474.640.46OS-137.360.25330.730.70320.570.79330.730.70320.570.79351.060.5522A0.890.5118A0.480.64430.520.60394.700.48353640374138484443454347484939EXISTING LIND FILING 1POND 100POND 200EX PROPERTYBOUNDARYEX PROPERTYBOUNDARYEX PROPERTY BOUNDARYEX PROPERTYBOUNDARYEX PROPERTY BOUNDARYEX PROPERTY BOUNDARYEX PROPERTY BOUNDARYOS-13NOTES:1.PROPOSED ELEVATIONS SHOWN ARE RELATIVE TO A DATUM OF 5000 FEET, AND ARE BASED ON THEBENCHMARKS DESCRIBED ON SHEET C-001.2.THE DRAINAGE BASINS OS-9, 24-32, 34-38, AND 40-49 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TOTHE EXISTING DETENTION POND 100. DRAINAGE BASINS OS-5, OS-6, OS-7, OS-8, OS-13, 7-23, 33, AND39 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO PROPOSED POND 200. DRAINAGE BASINS OS-2,OS-3, OS-4, OS-10, OS-11, 1-6 AND 50 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO PROPOSEDPOND 300. DRAINAGE BASIN OS-1 SHEET FLOWS INTO THE NO. 8 IRRIGATION DITCH. BASIN OS-12FLOWS UNDETAINED TO A HEADWALL AND PIPE AND THEN INTO THE NUMBER 8 DITCH.3.PLEASE REFER TO THE SWMM AND RATIONAL METHOD CALCULATIONS WITHIN THE DRAINAGEREPORT FOR BASIN FLOW CALCULATIONS, POND SIZING, AND STREET CAPACITY CALCULATIONS.4.12" OF CDOT CLASS 'A' BEDDING MATERIAL SHALL BE PLACED UNDER ALL RIPRAP SHOWN.5.RUNOFF FROM THE SITE WILL DRAIN TO LOW POINTS AND PASS THROUGH CURB CUTS, SIDEWALKCHASES, AND SWALES BEFORE ENTERING STORM INLETS AND PIPES, WHICH ULTIMATELYDISCHARGE TO THE EXISTING DETENTION POND100 AND PROPOSED PONDS 200 AND 300.6. RIPRAP AND GRASS LINED DRAINAGE CHANNELS WILL ENHANCE EROSION CONTROL WITHIN THESITE LIMITS. SITE BMP'S WILL BE IMPLEMENTED DURING CONSTRUCTION TO REDUCE SEDIMENTTRANSPORT OFFSITE AS SHOWN IN THE EROSION CONTROL PLAN.7.ALL PROPOSED STORM DRAINAGE PIPES AND STRUCTURES OUTSIDE OF CITY RIGHT OF WAY WILL BEPRIVATELY OWNED AND MAINTAINED BY THE OWNER (SONDERS EAST). ALL EXISTING ANDPROPOSED STORM SEWER WITHIN PUBLIC ROW, WILL BE OWNED AND MAINTAINED BY THE CITY OFFORT COLLINS.ASPEN0'SCALE: 1" = 100'100'200'SHEET No:PROJECT/ LOCATION: DRAWING:OFCHECKED BY:DESIGNED BY:DRAWN BY:DESCRIPTION OF REVISION:DATE:REVISED BY:APPROVED BY:REV. # 1 2 3 4 5 6 7 P R E L IM INARYNOT FOR CON S T RU C T IONproject no:date: SONDERS EAST FORT COLLINS, COLORADO OVERALL GRADING PLAN & DRAINAGE EXHIBIT (SO. EAST)C-0363684AUGUST 16, 2023105001JRGJRGJRGKEY MAP - 1" = 1000'KEY MAP - 1" = 1000'MATCH LINESEE SHEET C-018LEGENDEXISTING CONTOURSNEW INTERMEDIATE CONTOURS6465NEW INDEX CONTOURSPROPOSED FLOWLINEEX RIGHT-OF-WAY/ PROPERTY BOUNDARYPROPOSED DRAINAGE BASIN BOUNDARYLINEPROPOSED STORM PIPEEXISTING STORM PIPE & MANHOLERDPROPOSED ROOF DRAIN AND STORM PIPEPROPOSED DRAINAGE BASIN IDACRES / 'C' VALUEPROPOSED DRAINAGE DESIGN POINTDRAINAGE FLOW DIRECTIONDRAINAGE SWALE10.220.36FOR THE MARKING OF UNDERGROUNDBEFORE YOU DIG, GRADE, OR EXCAVATECALL 2 BUSINESS DAYS IN ADVANCECENTER OF COLORADOCALL UTILITY NOTIFICATION1-800-922-1987MEMBER UTILITIES.MATCH LINESEE SHEET C-021 036035034PROPOSED LID SUMMARY TABLE:VOLUMEPROVIDED100-YRDESCPONDWSEL.(AC-FT)(FT)VOLUMEREQUIRED(AC-FT)POND OUTFLOW(CFS) 1 2 34BLK1 BLK1 BLK1 5 6 78 9 10 11BLK256BLK3 BLK4 BLK 5 BLK 6 BLK 7 1 2 3 4876 5910111216151413 7 8 9 10 14 13 12 11 1 2 3 4 8 7 6 5 1 2 3 6 5 4 7 8 9 10 14 13 12 11 131214 15 16 17 18BLK1BLK1 BLK 1 19 20 21 22 23 24 25 26 27 28 29 30 31 32 36 35 34 33 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2021 BLK 4 BLK 7BLK 5 1 2 3 4 5 6 7 8 9 10 11 12 13 141516171819202122 1 2 3 4 5 6 7 8 9 10 11 12 131415161718192021 BLK 8 BLK 9 BLK 9 BLK 8 BLK 10 BLK 10 BLK 11 BLK 12 BLK 14 1 2 3 4 5 6 7 8 9 BLK 15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 BLK 15 BLK 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 313233343536373839 1 16 2 15 3 14 4 13 5 12 6 11 7 10 8 9 BLK 15 BLK 15 BLK 16 BLK 17 BLK 19 BLK 18 BLK 21 1 2 3 4 5 6 7 8 9 10 11 12 1 2 3 4 5 6 7 8 9 10 1 2 3 4 6 7 8 9 11 10 12 13 14 5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19202122 1 2 3 4 5 6 7 8 9 1011121314151234567891011151617181213141920212223242526272829323130335150494837363534403938444342414746451234567891011121314123456789101 1 1 2 1 3 14 15 16 17 18 19 20 21 22 23 24 25 26 27 3 0 2 9 2 8 3 1 3433323538373639414042171615181920212423222526272829 30 31 32 33 34 35 36 37 38 BLK 11 BLK 14 43 44 45 46 47 48 49 50 51 52 53 54 55 63 62 61 60 59 58 57 56 BLK 12 BLK 12 BLK 12 8 7 1 243 1 2 4 3 5 6 16 15 96.0'BLK2 BLK3 BLK 1 BLK 20 MORNING STAR DRIVE FAIRWATER DRIVESTERNWHEELER DRIVESTERNWHEELER DRIVECLARION LANEBRIGHTWATER DRIVESTERNWHEELER COURT CLIPPER WAY FIELD VIEW ROAD GREENSPACE WAYFORUM ROADHIGH MEADOW ROADWELLNESS ROADWELLNESS R OAD H IG H M E A DOW RO A D HI G H M E A D O W R O A D STARDUST WAYTRAILWAY ROADWALKING STICK WAY PATHWAY ROAD PARKLAND ROAD HIGH MEADOW ROADFIELD POINT WAYSTERNWHEELERDRIVEMEADOW LARK ROAD WANDER T R A I L NATURE PARK WAY NATURE PARK WAYGREENSPACE ROADGREENSPACE ROADGRASSLAND ROADMOORLAND WAYPARKLAND WAY AMBLE LANE PLAY PARK LANE PLAY P A R K L A N E TRAILS CROSSING LANETURNBERRY ROAD(TWO LANE ARTERIAL)BRIGHTWATER DRIVE FAIRWATER DRIVESTERNWHEELER DRIVEBAR HARBOR DRIVERICHARDS LAKE ROAD (TWO LANE ARTERIAL) RICHARDS LAKE ROAD (TWO LANE ARTERIAL)TURNBERRY ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD(TWO LANE ARTERIAL)BRIGHTWATER DRIVE MORNING STAR DRIVE MOORLAND WAYPARKLAND WAY AMBLE LANE PATHWAY LANE PATHWAY LANEPATHWAY LANE STERNWHEELERDRIVETRAILS CROSSING LANE TRAILS C R OSSI N G LA NE AMBLE LANE MF BUILDING 1 MF BUILDING 2 MF BUILDING 3 MF BUILDING 4 MF BUILDING 17 MF BUILDING 18 MF BUILDING 15 MF BUILDING 16 MF BUILDING 5 MF BUILDING 6 MF BUILDING 7 MF BUILDING 8 MF BUILDING 14 MF BUILDING 9 MF BUILDING 10 MF BUILDING 11MF BUILDING 12 MF BUILDING 13 PATHWAY R O A D PRIVATE S T R E E T PARKLAND R O A D PRIVATE ST R E E T CONSERVATION TRAILPRIVATE STREETCONSERVATION TRA ILPRIVATE STREET BUILDING A 3 STORY 12 UNIT BUILDING B 3 STORY 11 UNIT BUILDING C 3 STORY 12 UNIT BUILDING D 3 STORY 12 UNIT BUILDING E 3 STORY 12 UNIT BUILDING F 3 STORY 12 UNIT BUILDING G 3 STORY 12 UNIT BUILDING H 3 STORY 12 UNITOS-1OS-2502OS-35643OS-4OS-12OS-13121110987OS-5OS-6OS-7OS-8OS-92620131415161721222523242830272934LIND181949474448454138463937363531323340424318A22A1S-02S-03S-01POND-300OS-10ST-320BST-321AST-320AP-320P-321J123ST-321BST-207DST-207CP-205P-207P-208P-205CP-205DP-203P-201P-200P-202CP-202FP-202EST-202GST-202HST-202JST-1313P-1310P-135P-137P-134ST-133FST-134AST-133GST-133EP-133EP-133BST-131GST-150AST-131DST-131CP-131AST-141J97ST-112BST-112P-111P-133BST-126P-125ST-126OF1OF3OF4OF2LIND-PONDPOND-200ASPEN SHEET No:PROJECT/ LOCATION: DRAWING:OFCHECKED BY:DESIGNED BY:DRAWN BY:DESCRIPTION OF REVISION:DATE:REVISED BY:APPROVED BY:REV. # 1 2 3 4 5 6 7 P R E L IM INARYNOT FOR CON S T RU C T IONproject no:date: SONDERS EAST FORT COLLINS, COLORADO SWMM EXHIBITC-0505084AUGUST 16, 2023105001JYMJYMJRGLEGENDPIPE CONVEYANCE LINK WITH INLETSTREET CONVEYANCE LINK WITH JUNCTIONBASIN BOUNDARYPROPOSED DRAINAGE SUMMARY TABLEPROPOSED DRAINAGE BASIN SUMMARY TABLE:25OF3P-205CST-205CPOND OUTFALLVOLUMEPROVIDED100-YRDESCPONDWSEL.(AC-FT)(FT)VOLUMEREQUIRED(AC-FT)POND OUTFLOW(CFS) 25302426272829313233253035 40 45 50 55 60 65262728293132333436 37 38 39 41 42 43 44 4647 48 49 51 52 525253 53535353 535354 56 57 58 59 61626364666768696060655959 61616262636364666762 63 65 62636465 61626364 6058585859 61 62 63 556060 5657575858 5959 6161 55606552 5253545657585961626364 55 54 56 5758 55 60 53 54 56 5758 59 60 61626355 55 60 54 54 56 56 57 58 59 61 6255545456504647484951525354 45 50 44 46 47 48 49 51 52 4550434446474849515253 303035354045 50 29 29 313132323333343436363737383839394142 43 44 46 47 48 49 51 404536 3637 3738394142434446 35 40333436373839 41 2525 25242627282965 70 6263 64 6667 68 6965 63 64 66 67 68 606162 636061626365706466676869 60 59 61 62 6365 616263646570666768697066676869 65636466606565616162 6263 63646455 545657 5860656162 63 64 66 67 68 69 6065 70 59616263 64 66 67 68 69 55 60 56 57 58 59 61 6263645560 56 57 58 59 61 62 55 60 54 56 57 58 59 61 5560 5456 5758 59 60 65 58 59 61 62 63 64 66676869 55 535456 575859 5553 54 56575855 60 65 56 57 58 59 61 62 63 64 55525354 565750 48 49 5152 5354 50 4849515253 455044 464748 49 51 52 53 5445 43444645424344 5046474849515245 50 44 46 47 48 49 51 525354504647484951525340455037383941424344 464748 49 5152533035 26272829 31 32 33 34 36 37 5047484951455041424344464748494045373839414243444647483035403132333436373839 354032333436373839413540 45363738 394142434446403637383941 42434430353132333436373839303526 272829313233343625 25 30 30 35 35 40 40 23 23 24 24 26 26 27 27 28 28 29 29 31 31 32 32 33 33 34 34 36 36 37 37 38 3839 39 41 41 42 4243 30 30 30 35 4045 50 5028 29 29 29 31 31 31 32 32 32 33 33 33 34 34 34 36 37 3839 41 42 43 4446464747 48 49 49 505050 55 60 46 47 48 49 49 49 51 525354 56 57 58 59 61 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GEEEEEEEEGGGGGGGG G G EE GEGG EEEEG GGGGGEEGGGG GGGG GG G EE E E EE EEE EEE G GGEEGGGGGGGGGGGGGGEEEEEEEEEEEEEEGGGGGGGGGGGEEEEEEEEEEEG EEEEEEEEEEEEGGGGGGGGGGGGEEE G GGGGGGGGG GG GGGG G GEEEEEEEEE EEEE EEEE EEEEEEEEEEEEEEEEEEEEEEEGGGGGGGGGGGGGGGGGGEEEEEEEEEEEEEEEEEEEEEEGGGGGGGGGGGGGGGGEEEEGGGGEEGEEGEEGGEEEEEEGGGGGGGGEEEEGGGGGEEGGEEEGGGGGGEEEE EEE GGGGGG GGGEEG EEEEEEEEEEGGGGGGGGGGEEEEE GGGGGG E EEEEGG GGGGGEEEEEGGGGEEEGGGEEEE EEEEGGGGGGGGGGGEEEEGG GEE SW SW GGG SWSW SWSWSWSWSWWSWGEEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEG EGE GEGEGEGEGEGEGEGEGEGE G E G EG EEGEGEGEGEGEGEGEGEGEG EG EG EGEGEGEGSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSEEGGGSSSGGGGSSSGGGSSSSGGGGEEEEEEEEEEEEEEEEEEEEEEEEEEGGGGGGGGGGGGGGEGEGEGEGEGEGEGEGEGEGEG EG EG EG EG EG EGEGEGEG EGE G E G EG EG EG EG EG EG EG EG E G EG EGEGEGEGEGSSSSSSSSSSSSSSSSSSSSSS S S S SS SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSS S S S S S S S SS 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LANE BRIGHTWATER DRIVESTERNWHEELER COURTCLIPPER WAYFIELD VIEW ROADGREENSPACE WAYFORUM ROAD HIGH MEADOW ROAD WELLNESS ROAD W E L L N E S S R O A D HIGH MEADOW ROADHIGH MEADOW ROADSTARDUST WAY TRAI L W A Y R O A D WALKING STICK WAYPATHWAY ROADPARKLAND ROADHIGH MEADOW ROADFIELD POINT WAYSTERNWHEELER DRIVE MEADOW LARK ROADWANDER TRAILNATURE PARK WAYNATURE PARK WAYGREENSPACE ROAD GREENSPACE ROAD GRASSLAND ROADMOORLAND WAYPARKLAND WAYAMBLE LANEPLAY PARK LANEPLAY PARK LANETRAILS CROSSING LANETURNBERRY ROAD (TWO LANE ARTERIAL)BRIGHTWATER DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE BAR HARBOR DRIVE RICHARDS LAKE ROAD(TWO LANE ARTERIAL)RICHARDS LAKE ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD (TWO LANE ARTERIAL) TURNBERRY ROAD(TWO LANE ARTERIAL) TURNBERRY ROAD (TWO LANE ARTERIAL)TURNBERRY ROAD (TWO LANE ARTERIAL)BRIGHTWATER DRIVEMORNING STAR DRIVEMOORLAND WAYPARKLAND WAYAMBLE LANEPATHWAY LANEPATHWAY LANEPATHWAY LANESTE R N W H E E L E R DRI V E TRAILS CROSSING LANET R A I L S C R O S S I N G L A N E AMBLE LANEMFBUILDING 1MFBUILD ING 2MFBUILDING 3MFBUILDING 4MFBUILDING 17MFBUILDING 18MFBUILDING 15MFBUILDING 16MFBUILDING 5MFBUILD ING 6MFBUILDING 7MFBUILDING 8MFBUILDING 14MFBUILDING 9MFBUILDING 10MFBUILD ING 11MFBUILDING 12MFBUILDING 13PATHWAY ROADPRIVATE STREETPARKLAND ROADPRIVATE STREETCONSERVATION TRAILPRIVATE STREETCONSERVATION TRAILPRIVATE STREETBUILDING A3 STORY12 UNIT BUILDING B3 STORY11 UNITBUILDING C3 STORY12 UNIT BUILDING D3 STORY12 UNIT BUILDING E3 STORY12 UNITBUILDING F3 STORY12 UNITBUILD ING G3 STORY12 UNITBUILDING H3 STORY12 UNITVTCSFWIPIPGBMUCWORSGFRRNOTES: .1.PERIMETER SILT FENCE SHALL BE INSTALLED ALONG PROPERTYBOUNDARY, AND IS SHOWN OFFSET FROM PROPERTY BOUNDARYON THIS PLAN FOR CLARITY.·TOTAL PERIMETER SILT FENCE AROUND SITE = 10,566 LF.2.ALL DISTURBED AREAS ARE TO BE SEEDED AND MULCHED.3.STOCK PILES SHALL NOT TO EXCEED 10' IN HEIGHT.4.ALL OFFSITE AREAS DISTURBED DURING CONSTRUCTION ARE TOBE RE-VEGETATED AND RETURNED TO HISTORIC CONDITION.STRAW WATTLES OR GRAVEL INLET FILTERS MAY BE INSTALLED(IF NECESSARY AND AS REQUIRED) ON EXISTING,OFFSITE/DOWNSTREAM INLETS.5.VEHICLE TRACKING PAD(S) LOCATIONS SHALL BE DETERMINEDBY THE CONTRACTOR, PRIOR TO CONSTRUCTION, AND SHALL BEINSTALLED ACCORDINGLY.6.SEE SHEET C-018 & C-019 FOR EROSION CONTROL NOTES ANDDETAILS. SYMBOLS SHOWN IN THIS PLAN ARE NOT TO SCALE.7.PHASED EROSION CONTROL SEQUENCING AND PLANS WILL BESHOWN AND PROVIDED DURING FINAL DESIGN. SILT FENCE ORSTRAW WATTLES SHALL BE INSTALLED AROUND BLOCKS, AFTERUTILITY AND STREET CONSTRUCTION AND GRADING ISCOMPLETE. THE EROSION MEASURES WILL BE INSTALLED WHERECONSTRUCTION WILL NOT BE DEVELOPED FOR AN EXTENDEDPERIOD OF TIME.8.THE OFFSITE LIMITS OF DEVELOPMENT (EAST SIDE OF NEW DITCHRELOCATION, SHALL HAVE DIRT BERM PLACED ALONG LIMITS OFDEVELOPMENT LINE IN-LIEU-OF SILT FENCE.LEGEND .INSTALL VEHICLE TRACKING PADINSTALL SILT FENCEINSTALL CONCRETE WASHOUTHAY OR STRAW DRY MULCH (1-5%)INSTALL 12" STRAW WATTLE CHECK DAMLIMITS OF DISTURBANCEINSTALL CURB INLET GRAVEL FILTERINSTALL AREA INLET GRAVEL FILTERPROPOSED DIRECTION OF SURFACE FLOWINSTALL ROCK SOCK FILTERINSTALL GRAVEL CURB CHECK BAGINSTALL NORTH AMERICAN GREEN C350PROPOSED MAJOR CONTOUR - 5 FT INTERVALPROPOSED MINOR CONTOUR - 1 FT INTERVALEXISTING MAJOR CONTOUR - 5 FT INTERVALEXISTING MINOR CONTOUR - 1 FT INTERVALEXISTING DIRECTION OF SURFACE FLOWINSTALL RIPRAP PROTECTION (TYPE M D =12")656460 6559 61626364666768696060655959 61616262636364666762 6365626364656462636061 626360 56 57 58 59 61 62 65 706263 64 6667686971656364666768606162 636061626365706466676869 6059 61 62 636561626364657066676869706667686965636466 60656561616262636364646364404550 503941424344464 6 4 7 47 48 49 49 5 0 50 50 55 60 46 47 48 49 49 49 5 1 5 2 5 3 54 56 57 58 59 61 4045454550556065414242424343434444444646464747474848484949495152535456575859616263646667685555606065705454565657575858595961616161626263636466676869656570706464666667676868696971717172727350 48 457272 73717069696566676864707070707070636464656566637069 605260555560526561675550504550 53 494847464549454261626261636370505045424245505252595951 50515559606741 494249425055601 234BLK1BLK1BLK1 567891011BLK256BLK3BLK4BLK5BLK6BLK71234876 5910111216151413 1234 8 7 6512 3 65413121415161718BLK1BLK1BLK119202122 232425262728291 2 34 5 67 89101116171819 2021BLK4871 243124 3BLK2BLK3STERNWHEELER DRIVE STERNWHEELER COURTSTERNWHEELERDRIVE MEADOW LARK ROADNATURE PARK WAYNATURE PARK WAYGREENSPACE ROAD GRASSLAND ROADMOORLAND WAYPARKLAND WAYAMBLE LANETURNBERRY ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD(TWO LANE ARTERIAL)MOORLAND WAYPARKLAND WAYAMBLE LANEAMBLE LANEIPVTC24'x50'IPIP25' DITCH & DITCHACCESS EASEMENTREC NO. 200030157848(TO BE VACATED BYCURRENT PLAT)PROP ROWMATCH LINE SEE SHEET C-016EX PROPERTY BOUNDARYEX PROPERTY BOUNDARYPROP ROWPROP DITCH EASEMENTPROP DITCH EASEMENTPROP TEMPORARY CONSTRUCTION EASEMENTPROP TEMPORARY CONSTRUCTION EASEMENTPROP DITCH EASEMENTPROP DRAINAGE EASEMENTPROP DRAINAGE EASEMENTPROP IRRIGATION EASEMENTPROP DRAINAGE EASEMENTPROP TOP (TOP OF BANK) OF NO. 8 DITCHPROP BOTTOM (TOE OF SLOPE) OF NO. 8 DITCH50'128'PROP TOP (TOP OF BANK) OF NO. 8 DITCHPROP BOTTOM (TOE OF SLOPE) OF NO. 8 DITCHPROP BAKER LATERAL IRRIGATION EASEMENT25'PROP BAKER LATERAL IRRIGATION EASEMENT25'25' DITCH & DITCHACCESS EASEMENTREC NO. 200030157848(TO BE VACATED BYCURRENT PLAT)PROP CONC DROP STRUCTUREPROP CONC DROP STRUCTUREEX ROWEX ROWEX ROWFUT ROWEX PROPERTYBOUNDARYPROP LIMITS OF DEVELOPMENTPROP LIMITS OF DEVELOPMENTPROP LIMITS OF DEVELOPMENTPROP LIMITS OFDEVELOPMENTPROP LIMITS OFDEVELOPMENTPROP EDGE OFNEW ASPHALTMATCH EXISTINGEX EDGE OFASPHALTPROP EDGE OFNEW ASPHALTEX EDGE OFASPHALTIPRSRSRSRSRSRSRSRSRSWWWWRRRRRRIPIPGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBPOND 300IPASPEN0'SCALE: 1" = 100'100'200'SHEET No:PROJECT/ LOCATION: DRAWING:OFCHECKED BY:DESIGNED BY:DRAWN BY:DESCRIPTION OF REVISION:DATE:REVISED BY:APPROVED BY:REV. # 1 2 3 4 5 6 7 P R E L IM INARYNOT FOR CON S T RU C T IONproject no:date: SONDERS EAST FORT COLLINS, COLORADO EROSION CONTROL PLAN (NORTH)C-0151584AUGUST 16, 2023105001JRGJRGJRGKEY MAP - 1" = 1000'017016015KEY MAP - 1" = 1000'MATCH LINESEE SHEET C-016Street Cut NoteTOTALONSITE AREADISTURBED(SF)5,641,981TOTALOFFSITE AREADISTURBED(SF)3,744,0271.PROJECT WILL BE CONSTRUCTED IN MULTIPLE PHASES.2.STORAGE/STAGING AREAS SHALL BE WITHIN THE AREA OF DISTURBANCE/ LIMITS OFDEVELOPMENT.3.NO HAUL ROADS OFFSITE ARE EXPECTED.4.HEAVY CONSTRUCTION TRAFFIC TO BE ROUTED IN COORDINATION WITH THE SONDERS EASTPROJECT MANAGER, PRIOR TO START OF CONSTRUCTION.5.GROUNDWATER DEPTHS ARE BASED ON BORING INFORMATION COMPLETED FOR SONDERS EAST,BY CTL THOMPSON, PROJECT NO. FC08010.003-115.6.SITE SLOPES SHALL BE NO GREATER THAN 4:1.7.NO RIPARIAN OR SENSITIVE AREAS ARE IDENTIFIED WITH THIS PROJECT.DISTURBANCEAT ANYONE TIME(%)100EXISTINGVEGETATIONDENSITY(%)VARIES60-85%EXISTINGSOIL TYPETYPE ASOILGROUNDWATERLEVEL(FT)16' to 29'MATERIALCUT/FILL(CF)38,329,443PROJECT DETAILS SSSSEEEEEEEEEE EGGGGGGGGGGGEEEEEEEEGGGGGGGGGGEEGGEEEEEEEEEGGGGGGGGGGGGGGGGGGGEEEEEEEEEEEG E GGEEEEE EEEEEE EE EE GGGGGGGG GG G G G EEEEEEEEEGGGGGG G G GGGGEEEEE EGGEGGGGEEEEGGEEGGGGGGGGEEEEEEEEEEEEEEEEEEGGGGGGGGG GEEEEEEEEGGGGGGGG G G EE GEGG EEEEG GGGGGEEGGGG GGGG GG G EE E E EE EEE EEE G GGEEGGGGGGGGGGGGGGEEEEEEEEEEEEEEGGGGGGGGGGGEEEEEEEEEEEG EEEEEEEEEEEEGGGGGGGGGGGGEEE G GGGGGGGGG GG GGGG G GEEEEEEEEE EEEE EEEE EEEEEEEEEEEEEEEEEEEEEEEGGGGGGGGGGGGGGGGGGEEEEEEEEEEEEEEEEEEEEEEGGGGGGGGGGGGGGGGEEEEGGGGEEGEEGEEGGEEEEEEGGGGGGGGEEEEGGGGGEEGGEEEGGGGGGEEEE EEE GGGGGG GGGEEG EEEEEEEEEEGGGGGGGGGGEEEEE GGGGGG E EEEEGG GGGGGEEEEEGGGGEEEGGGEEEE EEEEGGGGGGGGGGGEEEEGG GEE SW SW GGG SWSW 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789101112123456789101234678911101213145123456789101112131415161718192021221234567891011121314151 2 3 4 5 6 7 8 9 10 11 15 16 17 18 12 13 14 19202122 2324 25 262728 293231303351 50 49 48 37 36 35 34 40 39 38 44 43 42 41 47 46 45 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 2 3 456789101112131415161718192021222324252627302928313433323538 37 36 39 41 40 42 17 16 15 18 19 20 21 24 23 22 25 26 27 282930 3132333435 3637 38BLK11BLK14434445464748495051525354556362616059585756BLK12BLK12BLK12871 243124 3 5 6161596.0'BLK2BLK3BLK1BLK20MORNING STAR DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE STERNWHEELER DRIVE CLARION LANE BRIGHTWATER DRIVESTERNWHEELER COURTCLIPPER WAYFIELD VIEW ROADGREENSPACE WAYFORUM ROAD HIGH MEADOW ROAD WELLNESS ROAD W E L L N E S S R O A D HIGH MEADOW ROADHIGH MEADOW ROADSTARDUST WAY TRAI L W A Y R O A D WALKING STICK WAYPATHWAY ROADPARKLAND ROADHIGH MEADOW ROADFIELD POINT WAYSTERNWHEELER DRIVE MEADOW LARK ROADWANDER TRAILNATURE PARK WAYNATURE PARK WAYGREENSPACE ROAD GREENSPACE ROAD GRASSLAND ROADMOORLAND WAYPARKLAND WAYAMBLE LANEPLAY PARK LANEPLAY PARK LANETRAILS CROSSING LANETURNBERRY ROAD (TWO LANE ARTERIAL)BRIGHTWATER DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE BAR HARBOR DRIVE RICHARDS LAKE ROAD(TWO LANE ARTERIAL)RICHARDS LAKE ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD (TWO LANE ARTERIAL) TURNBERRY ROAD(TWO LANE ARTERIAL) TURNBERRY ROAD (TWO LANE ARTERIAL)TURNBERRY ROAD (TWO LANE ARTERIAL)BRIGHTWATER DRIVEMORNING STAR DRIVEMOORLAND WAYPARKLAND WAYAMBLE LANEPATHWAY LANEPATHWAY LANEPATHWAY LANESTE R N W H E E L E R DRI V E TRAILS CROSSING LANET R A I L S C R O S S I N G L A N E AMBLE LANEMFBUILDING 1MFBUILD ING 2MFBUILDING 3MFBUILDING 4MFBUILDING 17MFBUILDING 18MFBUILDING 15MFBUILDING 16MFBUILDING 5MFBUILD ING 6MFBUILDING 7MFBUILDING 8MFBUILDING 14MFBUILDING 9MFBUILDING 10MFBUILD ING 11MFBUILDING 12MFBUILDING 13PATHWAY ROADPRIVATE STREETPARKLAND ROADPRIVATE STREETCONSERVATION TRAILPRIVATE STREETCONSERVATION TRAILPRIVATE STREETBUILDING A3 STORY12 UNIT BUILDING B3 STORY11 UNITBUILDING C3 STORY12 UNIT BUILDING D3 STORY12 UNIT BUILDING E3 STORY12 UNITBUILDING F3 STORY12 UNITBUILD ING G3 STORY12 UNITBUILDING H3 STORY12 UNITVTCSFWIPIPGBMUCWORSGFRRNOTES: .1.PERIMETER SILT FENCE SHALL BE INSTALLED ALONG PROPERTYBOUNDARY, AND IS SHOWN OFFSET FROM PROPERTY BOUNDARYON THIS PLAN FOR CLARITY.·TOTAL PERIMETER SILT FENCE AROUND SITE = 10,566 LF.2.ALL DISTURBED AREAS ARE TO BE SEEDED AND MULCHED.3.STOCK PILES SHALL NOT TO EXCEED 10' IN HEIGHT.4.ALL OFFSITE AREAS DISTURBED DURING CONSTRUCTION ARE TOBE RE-VEGETATED AND RETURNED TO HISTORIC CONDITION.STRAW WATTLES OR GRAVEL INLET FILTERS MAY BE INSTALLED(IF NECESSARY AND AS REQUIRED) ON EXISTING,OFFSITE/DOWNSTREAM INLETS.5.VEHICLE TRACKING PAD(S) LOCATIONS SHALL BE DETERMINEDBY THE CONTRACTOR, PRIOR TO CONSTRUCTION, AND SHALL BEINSTALLED ACCORDINGLY.6.SEE SHEET C-018 & C-019 FOR EROSION CONTROL NOTES ANDDETAILS. SYMBOLS SHOWN IN THIS PLAN ARE NOT TO SCALE.7.PHASED EROSION CONTROL SEQUENCING AND PLANS WILL BESHOWN AND PROVIDED DURING FINAL DESIGN. SILT FENCE ORSTRAW WATTLES SHALL BE INSTALLED AROUND BLOCKS, AFTERUTILITY AND STREET CONSTRUCTION AND GRADING ISCOMPLETE. THE EROSION MEASURES WILL BE INSTALLED WHERECONSTRUCTION WILL NOT BE DEVELOPED FOR AN EXTENDEDPERIOD OF TIME.8.THE OFFSITE LIMITS OF DEVELOPMENT (EAST SIDE OF NEW DITCHRELOCATION, SHALL HAVE DIRT BERM PLACED ALONG LIMITS OFDEVELOPMENT LINE IN-LIEU-OF SILT FENCE.LEGEND .INSTALL VEHICLE TRACKING PADINSTALL SILT FENCEINSTALL CONCRETE WASHOUTHAY OR STRAW DRY MULCH (1-5%)INSTALL 12" STRAW WATTLE CHECK DAMLIMITS OF DISTURBANCEINSTALL CURB INLET GRAVEL FILTERINSTALL AREA INLET GRAVEL FILTERPROPOSED DIRECTION OF SURFACE FLOWINSTALL ROCK SOCK FILTERINSTALL GRAVEL CURB CHECK BAGINSTALL NORTH AMERICAN GREEN C350PROPOSED MAJOR CONTOUR - 5 FT INTERVALPROPOSED MINOR CONTOUR - 1 FT INTERVALEXISTING MAJOR CONTOUR - 5 FT INTERVALEXISTING MINOR CONTOUR - 1 FT INTERVALEXISTING DIRECTION OF SURFACE FLOWINSTALL RIPRAP PROTECTION (TYPE M D =12")656450 55 47 48 49 51 52 525253 53535353 535354 56 57 58 596162636460585858596162 63556060565757585859596161556065 525253545657585961626364 555 4565758 55605 3 5456575859 55 55 5454 56 56 57 5855545456504647484951525354 45 5044 46 47 4 8 49515245504344464748495152534045 503738394142 43 44 46 47 48 49 51 45434446606155 54565 7 586065616263646667686960657059616263646667686955605657585961 626364556056575859616255605456575859615560 5456575859606558596162636466676869 55 535456575859555 354565758556065565758596162636455525354565750484951525354504849515253 45504 4 46474 8 4 9 51525354454 344 46454243445046474849515245 50 44 46 47 48 49 51 52535450464748495152534045503738394142434446474849515253504748495145504142434446474849404537383941424344464748454436 37 3 8 39525150494847464544434241414242414039383 742 3740394041424142423837534241423840434039374145554 341 4242414042424169686970707066676869 7065646363605553535454 5352515353 545447454443465053504553585764654355 54 53 5 4 5437383940 424038 40606162 DPDPDP D P DP DPBLK5BLK6BLK778 9101413 1211 8 7 65 654 78 9101413121127282930313236 3534331011121314151617BLK4BLK7BLK51 234567 8910111213141516171819202122 1234 567 89101112131415161718192021BLK8BLK9BLK9BLK8BLK10BLK10BLK11BLK12BLK14123456789BLK151234567891011121314BLK16BLK171312345678910111213141516171819202122123456789101112131415123456789101115161718121314 1920212 2 2 3 2 4 2 5 2 6 2 7 2 8 2 932313033515049483736353440393844434241474645123456789101112131412345678910 1112131415161718192021222324252627302928313433323538 37 36 3941404217161518192021242322252627282930 3132333435 3637 38BLK11BLK14434445464748495051525354556362616059585756BLK12BLK12BLK124 3 5 6161596.0'BLK1MORNING STAR DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE BRIGHTWATER DRIVECLIPPER WAYWE L L N E S S RO A D HIGH MEADOW ROADHIGH MEADOW ROADS T A R D U S T W A Y TR A I L W A Y R O A D WALKING STICK WAYPATHWAY ROADPARKLAND ROADHIGH MEADOW ROADFIELD POINT WAYSTERNWHEELERDRIVE WANDER TRAILNATURE PARK WAYGREENSPACE ROAD AMBLE LANEPLAY PARK LANEPLAY PARK LANETRAILS CROSSING LANEBRIGHTWATER DRIVEFAIRWATER DRIVESTERNWHEELER DRIVE TURNBERRY ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD(TWO LANE ARTERIAL)MORNING STAR DRIVEAMBLE LANEPATHWAY LANEPATHWAY LANEPATHWAY LANESTERNWHEELERDRIVE TRAILS CROSSING LANET R A I L S C RO S S I NG L AN E AMBLE LANEMFBUILDING 1MFBUILDING 2MFBUILDING 3MFBUILDING 4MFBUILDING 17MFBUILDING 18MFBUILDING 15MFBUILDING 16MFBUILDING 5MFBUILDING 6MFBUILDING 7MFBUILDING 8MFBUILDING 14MFBUILDING 9MFBUILDING 10MFBUILDING 11MFBUILDING 12MFBUILDING 13PATHWAY ROADPRIVATE STREETPARKLAND ROADPRIVATE STREETCONSERVATION TRAILPRIVATE STREETCONSERVATION TRAILPRIVATE STREETBUILDING A3 STORY12 UNITBUILDING B3 STORY11 UNITBUILDING C3 STORY12 UNITBUILDING D3 STORY12 UNITBUILDING E3 STORY12 UNITBUILDING F3 STORY12 UNITBUILDING G3 STORY12 UNITBUILDING H3 STORY12 UNITWATERS EDGE SECOND FILING IRRIGATION DITCHW. P. ELDER RESERVOIR OUTLETCANALTRACT BLIND PROPERTYREC. NO.20003015049724'x50'IPRSRSRRRRIPIPIPIPIPRRIPIPIPIPIPIPIPIPIPIPIPIPIPIPIPIPIPIPIPRSRRRSRSRSRSRSGBGBGBGBWWGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBEX PROPERTYBOUNDARY25' DITCH & DITCHACCESS EASEMENTREC NO. 200030157848(TO BE VACTED BYCURRENT PLAT)MATCH LINE SEE SHEET C-015MA T C H L I N E S E E S H E E T C - 0 1 7 PROP BAKER LATERAL IRRIGATION EASEMENTPROP LIMITS OFDEVELOPMENTPROP LIMITS OFDEVELOPMENTEX ROWPROP ROWEX ROWPROP ROWEX PROPERTYBOUNDARYPROP EDGEOF NEWASPHALTEX EDGE OFASPHALTPROP EDGE OFNEW ASPHALTEX EDGE OFASPHALTPROP BAKER LATERALIRRIGATION EASEMENTPROP DRAINAGE EASEMENTPROP DRAINAGE EASEMENTPROP DRAINAGE EASEMENTEX PROPERTY BOUNDARYEX PROPERTY BOUNDARYPROP LIMITS OFDEVELOPMENTEX PROPERTYBOUNDARYRAINGARDENPOND 200PROP DRAINAGE EASEMENTPROP DRAINAGE EASEMENTASPEN0'SCALE: 1" = 100'100'200'SHEET No:PROJECT/ LOCATION: DRAWING:OFCHECKED BY:DESIGNED BY:DRAWN BY:DESCRIPTION OF REVISION:DATE:REVISED BY:APPROVED BY:REV. # 1 2 3 4 5 6 7 P R E L IM INARYNOT FOR CON S T RU C T IONproject no:date: SONDERS EAST FORT COLLINS, COLORADO EROSION CONTROL PLAN (SOUTH)C-0161684AUGUST 16, 2023105001JRGJRGJRGKEY MAP - 1" = 1000'017016015KEY MAP - 1" = 1000'Street Cut NoteTOTALONSITE AREADISTURBED(SF)5,641,981TOTALOFFSITE AREADISTURBED(SF)3,744,0271.PROJECT WILL BE CONSTRUCTED IN MULTIPLE PHASES.2.STORAGE/STAGING AREAS SHALL BE WITHIN THE AREA OF DISTURBANCE/ LIMITS OFDEVELOPMENT.3.NO HAUL ROADS OFFSITE ARE EXPECTED.4.HEAVY CONSTRUCTION TRAFFIC TO BE ROUTED IN COORDINATION WITH THE SONDERS EASTPROJECT MANAGER, PRIOR TO START OF CONSTRUCTION.5.GROUNDWATER DEPTHS ARE BASED ON BORING INFORMATION COMPLETED FOR SONDERS EAST,BY CTL THOMPSON, PROJECT NO. FC08010.003-115.6.SITE SLOPES SHALL BE NO GREATER THAN 4:1.7.NO RIPARIAN OR SENSITIVE AREAS ARE IDENTIFIED WITH THIS PROJECT.DISTURBANCEAT ANYONE TIME(%)100EXISTINGVEGETATIONDENSITY(%)VARIES60-85%EXISTINGSOIL TYPETYPE ASOILGROUNDWATERLEVEL(FT)16' to 29'MATERIALCUT/FILL(CF)38,329,443PROJECT DETAILS 1 234BLK1BLK1BLK1 567891011BLK256BLK3BLK4BLK5BLK6BLK71234876 591011121615141378 9101413 1211 1234 8 7 6512 3 654 78 9101413121113121415161718BLK1BLK1BLK119202122 2324252627282930313236 3534331 2 34 5 67 8910111213141516171819 2021BLK4BLK7BLK51 234567 8910111213141516171819202122 1234 567 89101112131415161718192021BLK8BLK9BLK9BLK8BLK10BLK10BLK11BLK12BLK14123456789BLK15123456789101112131415BLK15BLK1516171819202122232425262728293031323334353637383911621531441351261171089BLK15BLK15BLK16BLK17BLK19BLK18BLK21123456 789101112123456789101234678911101213145123456789101112131415161718192021221234567891011121314151 2 3 4 5 6 7 8 9 10 11 15 16 17 18 12 13 14 19202122 2324 25 262728 293231303351 50 49 48 37 36 35 34 40 39 38 44 43 42 41 47 46 45 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1 2 3 456789101112131415161718192021222324252627302928313433323538 37 36 39 41 40 42 17 16 15 18 19 20 21 24 23 22 25 26 27 282930 3132333435 3637 38BLK11BLK14434445464748495051525354556362616059585756BLK12BLK12BLK12871 243124 3 5 6161596.0'BLK2BLK3BLK1BLK20MORNING STAR DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE STERNWHEELER DRIVE CLARION LANE BRIGHTWATER DRIVESTERNWHEELER COURTCLIPPER WAYFIELD VIEW ROADGREENSPACE WAYFORUM ROAD HIGH MEADOW ROAD WELLNESS ROAD W E L L N E S S R O A D HIGH MEADOW ROADHIGH MEADOW ROADSTARDUST WAY TRAI L W A Y R O A D WALKING STICK WAYPATHWAY ROADPARKLAND ROADHIGH MEADOW ROADFIELD POINT WAYSTERNWHEELER DRIVE MEADOW LARK ROADWANDER TRAILNATURE PARK WAYNATURE PARK WAYGREENSPACE ROAD GREENSPACE ROAD GRASSLAND ROADMOORLAND WAYPARKLAND WAYAMBLE LANEPLAY PARK LANEPLAY PARK LANETRAILS CROSSING LANETURNBERRY ROAD (TWO LANE ARTERIAL)BRIGHTWATER DRIVEFAIRWATER DRIVE STERNWHEELER DRIVE BAR HARBOR DRIVE RICHARDS LAKE ROAD(TWO LANE ARTERIAL)RICHARDS LAKE ROAD(TWO LANE ARTERIAL)TURNBERRY ROAD (TWO LANE ARTERIAL) TURNBERRY ROAD(TWO LANE ARTERIAL) TURNBERRY ROAD (TWO LANE ARTERIAL)TURNBERRY ROAD (TWO LANE ARTERIAL)BRIGHTWATER DRIVEMORNING STAR DRIVEMOORLAND WAYPARKLAND WAYAMBLE LANEPATHWAY LANEPATHWAY LANEPATHWAY LANESTE R N W H E E L E R DRI V E TRAILS CROSSING LANET R A I L S C R O S S I N G L A N E AMBLE LANEMFBUILDING 1MFBUILD ING 2MFBUILDING 3MFBUILDING 4MFBUILDING 17MFBUILDING 18MFBUILDING 15MFBUILDING 16MFBUILDING 5MFBUILD ING 6MFBUILDING 7MFBUILDING 8MFBUILDING 14MFBUILDING 9MFBUILDING 10MFBUILD ING 11MFBUILDING 12MFBUILDING 13PATHWAY ROADPRIVATE STREETPARKLAND ROADPRIVATE STREETCONSERVATION TRAILPRIVATE STREETCONSERVATION TRAILPRIVATE STREETBUILDING A3 STORY12 UNIT BUILDING B3 STORY11 UNITBUILDING C3 STORY12 UNIT BUILDING D3 STORY12 UNIT BUILDING E3 STORY12 UNITBUILDING F3 STORY12 UNITBUILD ING G3 STORY12 UNITBUILDING H3 STORY12 UNITSSSSEEEEEEEEEE EGGGGGGGGGGGEEEEEEEEGGGGGGGGGGEEGGEEEEEEEEEGGGGGGGGGGGGGGGGGGGEEEEEEEEEEEG E GGEEEEE EEEEEE EE EE GGGGGGGG GG G G G EEEEEEEEEGGGGGG G G GGGGEEEEE EGGEGGGGEEEEGGEEGGGGGGGGEEEEEEEEEEEEEEEEEEGGGGGGGGG GEEEEEEEEGGGGGGGG G G EE GEGG EEEEG GGGGGEEGGGG GGGG GG G EE E E EE EEE EEE G GGEEGGGGGGGGGGGGGGEEEEEEEEEEEEEEGGGGGGGGGGGEEEEEEEEEEEG EEEEEEEEEEEEGGGGGGGGGGGGEEE G GGGGGGGGG GG GGGG G GEEEEEEEEE EEEE EEEE EEEEEEEEEEEEEEEEEEEEEEEGGGGGGGGGGGGGGGGGGEEEEEEEEEEEEEEEEEEEEEEGGGGGGGGGGGGGGGGEEEEGGGGEEGEEGEEGGEEEEEEGGGGGGGGEEEEGGGGGEEGGEEEGGGGGGEEEE EEE GGGGGG GGGEEG EEEEEEEEEEGGGGGGGGGGEEEEE GGGGGG E EEEEGG GGGGGEEEEEGGGGEEEGGGEEEE EEEEGGGGGGGGGGGEEEEGG GEE SW SW GGG SWSW SWSWSWSWSWWSWGEEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEGEG EGE GEGEGEGEGEGEGEGEGEGE G E G EG EEGEGEGEGEGEGEGEGEGEG EG EG EGEGEGEGSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSEEGGGSSSGGGGSSSGGGSSSSGGGGEEEEEEEEEEEEEEEEEEEEEEEEEEGGGGGGGGGGGGGGEGEGEGEGEGEGEGEGEGEGEG EG EG EG EG EG EGEGEGEG EGE G E G EG EG EG EG EG EG EG EG E G EG EGEGEGEGEGSSSSSSSSSSSSSSSSSSSSSS S S S SS SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSSS S S S S S S S SS SSSSSSSSSSSSSSSSSSSSSSS SSS S SSS SSSS SS S S SSSSSSSSSSSSSSSSSS SS S SSS SSS S S SSS S SS S S SSSSS S SWWWWWW W WWWWWWWWWWW WWWW WWWWWWSS SSSS SSSSS SSSSSSSSSSSSSSSSSS SSSSSSSSSSSSSS SSSSSSSSSS SSSS S S S SSSSSSS SSSS SSSSSDPDPDP S DPDP SSSSSS S S S WWWWWWWWWWWWWWWWWWWWW W W WWWWWWWWWWW WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWDPWWW W W W WWWWWWWWWWWWWWWWWWWWWWWWWW W WWWWWWWWWWSW WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWW WWWWWWWWWWW W WW W WWWWW WW W W W W W W W WWWWW W WWWWWWWWWWWWW WWWWWWWWWWWWWWWWW W W WWWWW W W W W W WWWWWWWWWWWWW WWWWWWWWWWWWW WWS WWWWWWWSWSWSWSSS W W W W W W W W W W SSSSSSS WWWWWWWSSSSSWW W W W W W W W WW W WWWWW WWWWW GESWEEEEEEEWWWWWWWSSSSSSGGGGGGGEEEEEEEEEWWWWWWWWWSSSSSSSSSGGGGGGGGGGGGGSSSE EEEEWWWWW W SSSSGSSWWWWFFF FWFFWWFWF SSSSSSSSWFWWFFWF25302426272829313233253035 40 45 50 55 60 65262728293132333436 37 38 39 41 42 43 44 4647 48 49 51 52 525253 53535353 535354 56 57 58 59 61626364666768696060655959 61616262636364666762 63 65 62636465 61626364 6058585859 61 62 63 556060 5657575858 5959 6161 55606552 5253545657585961626364 55 54 56 5758 55 60 53 54 56 5758 59 60 61626355 55 60 54 54 56 56 57 58 59 61 6255545456504647484951525354 45 50 44 46 47 48 49 51 52 4550434446474849515253 303035354045 50 29 29 313132323333343436363737383839394142 43 44 46 47 48 49 51 404536 3637 3738394142434446 35 40333436373839 41 2525 25242627282965 70 6263 64 6667 68 6965 63 64 66 67 68 606162 636061626365706466676869 60 59 61 62 6365 616263646570666768697066676869 65636466606565616162 6263 63646455 545657 5860656162 63 64 66 67 68 69 6065 70 59616263 64 66 67 68 69 55 60 56 57 58 59 61 6263645560 56 57 58 59 61 62 55 60 54 56 57 58 59 61 5560 5456 5758 59 60 65 58 59 61 62 63 64 66676869 55 535456 575859 5553 54 56575855 60 65 56 57 58 59 61 62 63 64 55525354 565750 48 49 5152 5354 50 4849515253 455044 464748 49 51 52 53 5445 43444645424344 5046474849515245 50 44 46 47 48 49 51 525354504647484951525340455037383941424344 464748 49 5152533035 26272829 31 32 33 34 36 37 5047484951455041424344464748494045373839414243444647483035403132333436373839 354032333436373839413540 45363738 394142434446403637383941 42434430353132333436373839303526 272829313233343625 25 30 30 35 35 40 40 23 23 24 24 26 26 27 27 28 28 29 29 31 31 32 32 33 33 34 34 36 36 37 37 38 3839 39 41 41 42 4243 30 30 30 35 4045 50 5028 29 29 29 31 31 31 32 32 32 33 33 33 34 34 34 36 37 3839 41 42 43 4446464747 48 49 49 505050 55 60 46 47 48 49 49 49 51 525354 56 57 58 59 61 4045454550556065414242424343434444444646464747474848484949495152535456575859616263646667683535404040455036363737383839393941414142434446474849515555606065705454565657575858595961616161626263636466676869525150494847464544434241414242414039 38374237403940414241424238375328 2825242125 4241423840434039374145554341 4242414042424150 48 45717069 69 65 66 67 68 6470707069686970707066676869 70 70 70656463 63 60 55 53 53 54545352515353 5454474544434650535045535857 6364646565 6663 7069605260555560526561675550504550 53 49 4847 46 4543 3231 3155 54 53 54 5429 29 3434 40 40 4039 39 36 40 35 35494542 61626261353637383940 3434 28 28 34 35 35 2323 2930 29 30 40 35 36 38 36 505045424245505252595951 50515559606741 494249425055603344 25 28 29 22 22 25 282827262529424038 40 60 61 62VTCSFWIPIPGBMUCWORSGFRRNOTES: .1.PERIMETER SILT FENCE SHALL BE INSTALLED ALONG PROPERTYBOUNDARY, AND IS SHOWN OFFSET FROM PROPERTY BOUNDARYON THIS PLAN FOR CLARITY.·TOTAL PERIMETER SILT FENCE AROUND SITE = 10,566 LF.2.ALL DISTURBED AREAS ARE TO BE SEEDED AND MULCHED.3.STOCK PILES SHALL NOT TO EXCEED 10' IN HEIGHT.4.ALL OFFSITE AREAS DISTURBED DURING CONSTRUCTION ARE TOBE RE-VEGETATED AND RETURNED TO HISTORIC CONDITION.STRAW WATTLES OR GRAVEL INLET FILTERS MAY BE INSTALLED(IF NECESSARY AND AS REQUIRED) ON EXISTING,OFFSITE/DOWNSTREAM INLETS.5.VEHICLE TRACKING PAD(S) LOCATIONS SHALL BE DETERMINEDBY THE CONTRACTOR, PRIOR TO CONSTRUCTION, AND SHALL BEINSTALLED ACCORDINGLY.6.SEE SHEET C-018 & C-019 FOR EROSION CONTROL NOTES ANDDETAILS. SYMBOLS SHOWN IN THIS PLAN ARE NOT TO SCALE.7.PHASED EROSION CONTROL SEQUENCING AND PLANS WILL BESHOWN AND PROVIDED DURING FINAL DESIGN. SILT FENCE ORSTRAW WATTLES SHALL BE INSTALLED AROUND BLOCKS, AFTERUTILITY AND STREET CONSTRUCTION AND GRADING ISCOMPLETE. THE EROSION MEASURES WILL BE INSTALLED WHERECONSTRUCTION WILL NOT BE DEVELOPED FOR AN EXTENDEDPERIOD OF TIME.8.THE OFFSITE LIMITS OF DEVELOPMENT (EAST SIDE OF NEW DITCHRELOCATION, SHALL HAVE DIRT BERM PLACED ALONG LIMITS OFDEVELOPMENT LINE IN-LIEU-OF SILT FENCE.LEGEND .INSTALL VEHICLE TRACKING PADINSTALL SILT FENCEINSTALL CONCRETE WASHOUTHAY OR STRAW DRY MULCH (1-5%)INSTALL 12" STRAW WATTLE CHECK DAMLIMITS OF DISTURBANCEINSTALL CURB INLET GRAVEL FILTERINSTALL AREA INLET GRAVEL FILTERPROPOSED DIRECTION OF SURFACE FLOWINSTALL ROCK SOCK FILTERINSTALL GRAVEL CURB CHECK BAGINSTALL NORTH AMERICAN GREEN C350PROPOSED MAJOR CONTOUR - 5 FT INTERVALPROPOSED MINOR CONTOUR - 1 FT INTERVALEXISTING MAJOR CONTOUR - 5 FT INTERVALEXISTING MINOR CONTOUR - 1 FT INTERVALEXISTING DIRECTION OF SURFACE FLOWINSTALL RIPRAP PROTECTION (TYPE M D =12")6564BLK14123456789BLK15123456789101112131415BLK15BLK1516171819202122232425262728293031323334353637383911621531441351261171089BLK15BLK15BLK16BLK17BLK19BLK18BLK21123456 789101112123456789101234678911101213145123456789101112131415161718192021221234567891011121314152728291112131415161718192021222324252627302928313332BLK14495051525354555756BLK1296.0'BLK20CLARION LANE BRIGHTWATER DRIVECLIPPER WAYFIELD VIEW ROADGREENSPACE WAYFORUM ROAD HIGH MEADOW ROAD WELLNESS ROAD WELLNESS ROAD HIGH MEADOW ROADHIGH MEADOW ROADSTARDUST WAY TRAILWAY ROADPLAY PARK LANEBAR HARBOR DRIVE RICHARDS LAKE ROAD(TWO LANE ARTERIAL)RICHARDS LAKE ROAD(TWO LANE ARTERIAL)TRAILS CROSSING LANETRAILS CROSSING LANE BUILDING 6MFBUILDING 7MFBUILDING 8MFBUILDING 14MFBUILDING 9MFBUILDING 10BUILDING 12MFBUILDING 13CONSERVATION TRAILPRIVATE STREET15''SAN15''SAN15''SAN15''SANDPDPDP DPDP W. P. ELDER RESERVOIR OUTLET CANALTRACT BLIND PROPERTYREC. NO.200030150497BEACHCOMBER LANE THOREAU ROAD24'x50'POND 200EX POND 10025302426272829313233253035 40 45 5026272829 3132333436 37 38 39 41 42 43 44 4647 48 49 51 52 525253 5353535352524550444647484951524550434446474849515253303035 354045 502929313132323333343436 363737383839394142 43 44 46 47 48 49 5140 4536363737383941 4243444635 40333436373839 412525252426272829 53455044 464748 5152535443445046474849515245504446474849515253545046474849515253404550373839414243444647484951525330352627282931323334363750474849514550414243444647484940 453738394142434446474830354031323334363738393540323334363738394135 404536373839414243444640363738394142434430353132333436373839303526 272829313233343625 25 30 30 35 35 40 40 23 23 24 24 26 26 27 27 28 28 29 29 31 31 32 32 33 33 34 34 36 36 37 37 38 3839 39 41 41 42 4243 30 30 30 35 28 29 29 29 31 31 31 32 32 32 33 33 33 34 34 34 5251503938374237 403940414241424238375328 282524212543 424241404153535454474544 43465053504543323131 5554535454 353637383940 3434 28 28 34 35 35 2323 2930 29 30 40 35 44 25 28 29 22 22 25 28282726252 9 424038 IPRRRRRRRRIPIPIPIPIPRRIPIPIPIPIPIPIPIPIPIPIPIPIPGBWWWWGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBGBIPEX PROPERTY BOUNDARYPROP DRAINAGE EASEMENTEX PROPERTY BOUNDARYPROP CONC WINGWALL/ RETAINING WALLPROP LIMITS OF DEVELOPMENTPROP LIMITS OF DEVELOPMENTPROP LIMITS OFDEVELOPMENTPROP MSEWALLSPROP LIMITS OF DEVELOPMENTPROP TEMPORARY CONSTRUCTION EASEMENTPROP TEMPORARY CONSTRUCTION EASEMENTPROP CONC DROP STRUCTUREPROP DRAINAGE EASEMENTPROP DRAINAGE EASEMENTEX PRESCRIPTIVEEASEMENTPROP DITCH EASEMENTPROP TOP (TOP OF BANK) OF NO. 8 DITCHPROP BOTTOM (TOE OF SLOPE) OF NO. 8 DITCHPROP LIMITS OF DEVELOPMENTPROP LIMITS OFDEVELOPMENTPROP DITCH EASEMENTPROP TOP (TOP OF BANK) OF NO. 8 DITCHPROP BOTTOM (TOE OF SLOPE) OF NO. 8 DITCHPROP LIMITS OF DEVELOPMENTEX PROPERTY BOUNDARYPROP CONC C&G W/ 2' ASPHALT PATCHEX PROPERTYBOUNDARYPROP LIMITS OFDEVELOPMENTPROP DRAINAGE EASEMENTVTCASPEN0'SCALE: 1" = 100'100'200'SHEET No:PROJECT/ LOCATION: DRAWING:OFCHECKED BY:DESIGNED BY:DRAWN BY:DESCRIPTION OF REVISION:DATE:REVISED BY:APPROVED BY:REV. # 1 2 3 4 5 6 7 P R E L IM INARYNOT FOR CON S T RU C T IONproject no:date: SONDERS EAST FORT COLLINS, COLORADO EROSION CONTROL PLAN (SOUTHEAST)C-0171784AUGUST 16, 2023105001JRGJRGJRGKEY MAP - 1" = 1000'017016015KEY MAP - 1" = 1000'Street Cut NoteMATCH LINESEE SHEET C-016 TOTALONSITE AREADISTURBED(SF)5,641,981TOTALOFFSITE AREADISTURBED(SF)3,744,0271.PROJECT WILL BE CONSTRUCTED IN MULTIPLE PHASES.2.STORAGE/STAGING AREAS SHALL BE WITHIN THE AREA OF DISTURBANCE/ LIMITS OFDEVELOPMENT.3.NO HAUL ROADS OFFSITE ARE EXPECTED.4.HEAVY CONSTRUCTION TRAFFIC TO BE ROUTED IN COORDINATION WITH THE SONDERS EASTPROJECT MANAGER, PRIOR TO START OF CONSTRUCTION.5.GROUNDWATER DEPTHS ARE BASED ON BORING INFORMATION COMPLETED FOR SONDERS EAST,BY CTL THOMPSON, PROJECT NO. FC08010.003-115.6.SITE SLOPES SHALL BE NO GREATER THAN 4:1.7.NO RIPARIAN OR SENSITIVE AREAS ARE IDENTIFIED WITH THIS PROJECT.DISTURBANCEAT ANYONE TIME(%)100EXISTINGVEGETATIONDENSITY(%)VARIES60-85%EXISTINGSOIL TYPETYPE ASOILGROUNDWATERLEVEL(FT)16' to 29'MATERIALCUT/FILL(CF)38,329,443PROJECT DETAILS SHEET No:PROJECT/ LOCATION: DRAWING:OFCHECKED BY:DESIGNED BY:DRAWN BY:DESCRIPTION OF REVISION:DATE:REVISED BY:APPROVED BY:REV. # 1 2 3 4 5 6 7 P R E L IM INARYNOT FO R CON S T RU C T IONproject no:date: SONDERS EAST FORT COLLINS, COLORADO EROSION CONTROL NOTES & DETAILSC-0181884AUGUST 16, 2023105-001JRGJRGJRGwww.herefordnrcd.com/Straw_Wattles.pdf) AND PER DETAILSAND INSTALLATION INSTRUCTIONS CALLED FOR ON THIS SHEET.2. IF GRAVEL INLET FILTERS ARE USED, REFER TO "CURB INLET GRAVEL FILTER" DETAIL, THIS SHEET.STRAWWATTLE/ROCKSOCK CHECKDAMwww.herefordnrcd.com/Straw_Wattles.pdfWOODENSTAKE(TYP)STRAWWATTLEWOODENSTAKE(TYP)EMBEDWATTLE/ROCKSOCK FILTERS3" TO 5" INTOSOILEMBEDWATTLE/ROCKSOCK 3" TO 5"INTO SOILGeneral Erosion Control RequirementsThese notes are a summary for the legal requirements, that are set forth in the Fort Collins Stormwater Criteria Manual (FCSCM), and that any conflict is resolvedby the more stringent requirement controlling.1)The Property Owner, Owner's Representative, Developer, Design Engineer, General Contractor, Sub-contractors, or similar title for the developing entity(here after referred to as the Developer) has provided these Erosion Control Materials in accordance with Erosion Control Criteria set forth in the Manual as anattempt to identify erosion, sediment, and other potential pollutant sources associated with these Construction Activities and preventing those pollutants fromleaving the project site as an illicit discharge. Full City requirements and are outlined and clarified in the Manual under Chapter 4: Construction Control Measuresand should be used to identify and define what is needed on a project.2)The Developer shall make themselves thoroughly familiar with the provisions and the content of the specifications laid out in the Manual, the DevelopmentAgreement, the Erosion Control Materials compiled for this project, and the following notes as all these materials are applicable to this project.3)The Developer shall implement and maintain Control Measures for all potential pollutants from the start of land disturbing activities until final stabilizationof the construction site.4)The City Erosion Control Inspector shall be notified at least twenty-four (24) hours prior to the desired start of any construction activities on this site toallow adequate time for on-site confirmation (initial inspection which can take up to two business days after receiving the request) that the site is in fact protectedfrom sediment and pollutants discharges off site. Please contact erosion@fcgov.com early to schedule those Initial Erosion Control Inspections well in advance sothat demolition, clearing, grubbing, tree removal, and scraping may begin without delay. Failure to receive an on-site confirmation before construction activitiescommence is an automatic “Notice of Violation” and can result in further enforcement actions.5)The Developer shall proactively provide all appropriate Control Measures to prevent damage to adjacent downstream and leeward properties. This includesbut is not limited to: trees, shrubs, lawns, walks, pavements, roadways, structures, creeks, wetlands, streams, rivers, and utilities that are not designed for removal,relocation, or replacement in the course of construction.6)At all times the Developer shall be responsible to ensure adequate Control Measures are designed, selected, installed, maintain, repaired, replaced, andultimately removed in order to prevent and control erosion suspension, sediment transportation, and pollutant discharge as a result of construction activitiesassociated with this project.7)All applicable Control Measures based upon the sequencing and/or phasing of the project shall be installed prior to those construction activitiescommencing.8)As dynamic conditions (due to the nature, timing, sequence, and phasing of construction) in the field may warrant Control Measures in addition, or different,to what is shown on these plans, the Developer shall at all times be responsible to implement the Control Measures that are most effective with the current stateand progress of construction. The Developer shall implement whatever measures are determined necessary, and/or as directed by the City Erosion ControlInspector. The Developer shall insure that all Erosion Control Plans (Maps) or SWMP documents are updated to reflect the current site conditions, with updatesbeing initialed and dated. These site inspections and site condition updates shall be made available upon request by the City.9)All listings, provisions, materials, procedures, activities, site work and the like articulated in this or other written site-specific documents (Including but notlimited to the erosion control reports, development agreements, landscape, and drainage materials) shall meet or exceed the most restrictive language for City,County, State, and Federal regulations with regards to erosion, sediment, pollutant, and other pollution source Control Measures. The Developer shall beresponsible to comply with all of these aforementioned laws and regulations.10)The Developer shall ensure that all appropriate permits (CDPS General Permit Stormwater Discharges Associated with Construction Activity, Dewatering,Clean Water Act, Army Corps of Engineers' 404 Wetlands Mitigation Permit, etc.) have been attained prior to the relevant activity has begun. These permits orcopies shall be made available upon request by the City.11)The Developer shall furnish all conveniences and assistances to aid the Erosion Control Inspectors of materials, workmanship, records, and self-inspections,etc. of the Control Measures involved in the construction activities.12)The Developer shall request clarification of all apparent site construction issues that may arise due to inconsistencies in construction plans for the site or siteconditions around the selected Control Measures by contacting the Erosion Control Inspector. The Erosion Control Inspector will not be responsible for anyexplanations, interpretations, or supplementary data provided by others.13)All Control Measures shall be installed in accordance with the Manual.14)The City reserves the right to require additional Control Measures as site conditions warrant, to the extent authorized by relevant legal authority.15)As with any construction standards, occasions may arise where the minimum erosion control standards are either inappropriate or cannot be justified. Inthese cases, a variance to these standards may be applied for pursuant to the terms, conditions, and procedures of the Manual.16)Inspection. The contractor shall inspect site pollutant sources and implement Control Measures at a minimum of once every two weeks during constructionand within 24 hours following a precipitation event. Documentation of each inspection shall be recorded and retained by the contractor.17)All temporary Control Measures shall be cleaned, repaired, or reconstructed as necessary in order to assure continual performance of their intendedfunction. All retained sediments, particularly those on paved roadway surfaces, shall be removed and disposed of in a manner and location so as not to cause theirrelease into any drainage way.18)Any Control Measure may be substituted for another standard Control Measure so long as that Control Measure is equal to, or of greater protection thanthe original Control Measure that was to be used in that location. (ex. silt fence, for wattles, or for compact berms) Wattle alone on commercial construction siteshave shown to be an ineffective substitute for silt fence or compact berms unless it is accompanied by a construction fence to prevent vehicle traffic.19)Any implementation or replacement of existing Control Measures for a non-standard control, or alternative Control Measure, shall require the review andacceptance by the City erosion control staff before the measure will be allowed to be used on this project. These Control Measures' details shall be submitted,reviewed and accepted to be in accordance with the Erosion Control Criteria based upon the functionality and effectiveness in accordance with sound engineeringand hydrological practicesLand disturbance, Stockpiles, and Storage of Soils20)There shall be no earth-disturbing activity outside the limits designated on the accepted plans. Off road staging areas or stockpiles must be preapproved bythe City. Disturbances beyond these limits will be restored to original condition.21)Pre-disturbance vegetation shall be identified, protected, and retained wherever possible. Removal or disturbance of existing vegetation shall be limited tothe area required for immediate construction operations, and for the shortest practical period of time. This should include sequencing and phasing constructionactivities in a way so that the soil is not exposed for long periods of time by schedule or limit grading to small areas. This should also include when practicaladvancing the schedule on stabilization activities such that landscaping takes place shortly if not immediately after grading has occurred. Vegetation efforts shallstart as soon as possible to return the site to a stabilized condition. Sensitive areas should avoid clearing and grading activities as much possible.22)All exposed soils or disturbed areas are considered a potential pollutant and shall have Control Measures implemented on the site to prevent materials fromleaving the site.23)All soils exposed during land disturbing activity (stripping, grading, utility installations, stockpiling, filling, etc.) shall be kept in a roughened condition at alltimes by equipment tracking, scarifying or disking the surface on a contour with a 2 to 4 inch minimum variation in soil surface until mulch, vegetation, and/orother permanent erosion control is installed.24)No soil stockpile shall exceed ten (10) feet in height. All soil stockpiles shall be protected from sediment transport through the use of surface roughening,watering, and down gradient perimeter controls. All soil stockpiles shall be protected from sediment transport by wind in accordance with Municipal Code §12-150.All stockpiles shall be flattened to meet grade or removed from site as soon as practical, and no later than the completion of construction activities orabandonment of the project. All off-site stockpile storage locations in City limits shall have a stockpile permit from the City Engineering Department prior to usingthe area to store material. If frequent access from hardscape to the stockpile is needed a structural tracking Control Measure shall be implemented.25)All required Control Measures shall be installed prior to any land disturbing activity (stockpiling, stripping, grading, etc.). All of the required erosion ControlMeasures must be installed at the appropriate time in the construction sequence as indicated in the approved project schedule, construction plans, and erosioncontrol report.26)All inlets, curb-cuts, culverts, and other storm sewer infrastructure which could be potentially impacted by construction activities shall be protected withControl Measures. Material accumulated from this Control Measure shall be promptly removed and in cases where the protection has failed, the pipes shall bethoroughly cleaned out.27)All streams, stream corridors, buffers, woodlands, wetlands, or other sensitive areas shall be protected from impact by any construction activity through theuse of Control Measures.28)All exposed dirt shall have perimeter control. Any perimeter controls that drain off or has the ability to be tracked onto the nearby hardscape shall havesome form of effective sediment control as the, or as part of the, perimeter control.29)All exposed slopes should be protected. All exposed steep slopes (Steeper than 3:1 H:V) shall be protected from erosion and sediment transport through useof Control Measures.30)No soils shall remain exposed by land disturbing activity for more than thirty (30) days after activity has ceased before required temporary seeding orpermanent erosion control (e.g. seed/mulch, landscaping, etc.) is installed. This is not just limited to projects that are abandoned; this includes any project that istemporarily halted and no immediate activity is to resume within the next thirty (30) days, unless otherwise approved by the City Erosion Control Inspector. Duringa season when seeding does not produce vegetative cover, another temporary erosion control shall be implemented with or until temporary seeding or permanenterosion control can be performed.31)All individual lots shall have effective sediment controls located on the street side and any down gradient side. Typically most lots drain to the front yet onthose cases where houses are along a pond or drainage swale have the lot drain in a different direction than the street, those individual lots will need protection onthat down gradient side to prevent sediment from leaving the lot. See the Individual Lot Details for further clarification.Vehicle Tracking32)At all points where vehicles exit or leave the exposed dirt area on to a hardscape or semi hardscape (concrete, asphalt, road base, etc.) shall have installed atleast one structural tracking Control Measure to prevent vehicle tracking. All areas not protected by an adequate perimeter control shall be considered a pointwhere vehicles exit the site. Access points should be limited to as few entrances as possible (All perimeter areas shall be protected from tracking activities).33)In all areas that the structural tracking Control Measures fail to prevent vehicle tracking, collection and proper disposal of that material is required. All inletslocated near access points and affected by tracking activities shall be prevented from the introduction of sediment into the drainage system.34)City Municipal Code §20-62, among other things, prohibits the tracking, dropping, or depositing of soils or any other material onto city streets by or from anysource. City Municipal Code, §26-498, among other things, prohibits the discharge of pollutants on public or private property if there is a significant potential formigration of such pollutant. Therefore, all tracked or deposited materials (intentional or inadvertent) are not permitted to remain on the street or gutter and shallbe removed and legally disposed of by the Developer in a timely and immediate manner. Dirt ramps installed in the curb-lines are not exempt to these sections ofcode and shall not be permitted in the street right of way (public or private).35)If repeated deposit of material occurs on a site, additional structural tracking controls may be required of the Developer by the City Erosion ControlInspector. Loading and Unloading Operations36)The Developer shall apply Control Measure to limit traffic (site worker or public) impacts and proactively locate material delivered to the site in closeproximity to the work area or immediately incorporated in the construction to limit operational impacts to disturbed areas, vehicle tracking, and sedimentdeposition that could impact water quality.Outdoor Storage or Construction Site Materials, Building Materials, Fertilizers, and Chemicals37)Any materials of a non-polluting nature (steel, rock, brick, lumber, etc.) shall be inspected for any residue coming off the material during routine inspectionand will generally be located where practical at least fifty (50) feet from any permanent or interim drainage ways.38)Any high environmental impact pollutant materials that have a high likelihood to result in discharge when in contact with stormwater (lubricants, fuels,paints, solvents, detergents, fertilizers, chemical sprays, bags of cement mix, etc.) should not be kept on site where practical. When not practical, they should bestored inside (vehicle, trailer, connex, building, etc.) and out of contact with stormwater or stormwater runoff. Where not available, they shall be stored outside ina raised (high spots or on pallets), covered (plastic or tarped), and sealed (leak proof container) in secondary containment location. The secondary containment orother Control Measure shall be adequately sized, located, where practical, at least fifty (50) feet from any permanent or interim stormwater structures or drainageways and shall be monitored as part of the routine inspections.Vehicle and equipment maintenance and fueling39)Parking, refueling, and maintenance of vehicles and equipment should be limited in one area of the site to minimize possible spills and fuel storage areas.This area shall be located, where practical, at least fifty (50) feet from any permanent or interim stormwater structures or drainage ways and shall be monitored aspart of the routine inspections. All areas shall keep spill kits and supplies close.Significant Dust or Particulate generating Process40)The property must be actively preventing the emission of fugitive dust at all times during construction and vegetation activities. All land disturbing activitiesthat result in fugitive dust shall be in accordance with Municipal Code §12-150 to reduce the impacts to adjacent properties and community health. All requiredpractices shall be implemented and additional ones shall be followed. These practices include watering the sites and discontinuing construction activities until thewind subsides as determined by any City Inspectors.Concrete truck / equipment washing, including the concrete truck chute and associated fixtures and equipment41)All concrete and equipment washing shall use structural Control Measures appropriate to the volume of wash and frequency of use. These Control Measuresshall be located, where practical, at least fifty (50) feet from any permanent or interim stormwater structures or drainage ways and shall be monitored as part ofthe routine inspections. These areas shall be clearly identified and protected from any wash from leaving the Control Measure. If frequent FORT COLLINSSTORMWATER CRITERIA MANUAL Appendix F Page 7 access from hardscape to the Control Measure is to occur, a structural tracking Control Measure shall beimplemented. These Control Measures shall be frequently cleaned out.42)The Developer is responsible for ensuring washing activity is taking place at the appropriate Control Measure and site workers are not washing or dumpingwash water on to the dirt or other uncontrolled locations.Dedicated Asphalt and concrete batch plants43)Dedicated asphalt and concrete batch plants are not acceptable on construction sites within the City of Fort Collins without an expressed written requestand plan to reduce pollutants associated with that type of activity and approval by the City of Fort Collins specifically the Erosion Control Inspector. The Developershall inform the erosion control inspection staff of any dedicated asphalt, or concrete batch plants that is to be used on site.Concrete Saw Cutting Materials44)Saw cutting material shall be in accordance with Municipal Code §12-150 for air emissions and all water applications to the saw cutting shall preventmaterial from leaving the immediate site and collected. These cutting locations, once dried, shall be swept and scraped of all material and shall have proper andlegal disposal.Waste Materials Storage and Sanitary Facilities45)Trash, debris, material salvage, and/or recycling areas shall be, where practical, at least fifty (50) feet from any permanent or interim stormwater structuresor drainage ways and shall be monitored as part of the routine inspections. These facilities should be located out of the wind and covered as able. Where not able tocover, locating said areas on the side of other structures to reduce exposure to winds, and follow maximum loading guidelines as marked on the container. TheDeveloper is required to practice good housekeeping to keep the construction site free of litter, construction debris, and leaking containers.46)Sanitary facilities shall be prevented from tipping through the use of anchoring to the ground or lashing to a stabilized structure. These facilities shall also belocated as far as practical from an inlet, curb cut, drainage swale or other drainage conveyances to prevent material transport from leaving the local area. Thisconsists of the facility being located, where practical, at least fifty (50) feet from any permanent or interim drainage ways.Other Site Operations and Potential Spill Areas47 )Spills: For those minor spills that; are less than the State's reportable quantity for spills, stay within the permitted area, and in no way threaten anystormwater conveyance, notify the FORT COLLINS STORMWATER CRITERIA MANUAL Appendix F Page 8 City of Fort Collins Utilities by email at erosion@fcgov.comor phone (970) 817-4770. For any significant, major, or hazardous spills, notify the City of Fort Collins Utilities by phone only after Emergency Response (911) hasbeen notified and is on route, County Health Department (LCDHE) has been notified through Larimer County Sheriff Dispatch (970) 416-1985, and the State SpillHotline Incident Reporting have been contacted 1-877-518-5608. Written documentation shall be provided to the City within 5 days of the event. All spills shall becleaned up immediately.48)Selection of “plastic welded” erosion control blankets shall not be used in areas that wildlife, such as snakes, are likely to be located as these have proven tocause entrapment issues.Final stabilization and project completion49) Any stormwater facilities used as a temporary Control Measure will be restored and storm sewer lines will be cleaned upon completion of the project andbefore turning the maintenance over to the Owner, Homeowners Association (HOA), or other party responsible for long term maintenance of those facility.50)All final stabilization specifications shall be done in accordance with the Manual, Chapter 4: Construction Control Measures.51)All disturbed areas designed to be vegetated shall be amended, seeded & mulched, or landscaped as specified in the landscape plans within 14 working daysof final grading.52 Soil in all vegetated (landscaped or seeded) areas, including parkways and medians shall comply with all requirements set forth in Sections 12-130 through12-132 of the City Municipal Code, as well as Section 3.8.21 for the City Land Use Code.53)All seeding shall refer to landscaping plans for species mixture and application rates and depths requirements.54)All seed shall be drilled where practical to a depth based upon the seed type. Broadcast seeding shall be applied at double the rate as prescribed for drillseeding and shall be lightly hand raked after application. Hydroseeding may be substituted for drill seeding on slopes steeper than 3(H):1(V) or on other areas notpractical to drill seed and crimp and mulch. All hydroseeding must be conducted as two separate processes of seeding and tackification.55)All seeded areas must be mulched within twenty-four (24) after planting. All mulch shall be mechanically crimped and or adequately applied tackifier. The useof crimped mulch or tackifier may require multiple re-applications if not properly installed or have weathered or degraded before vegetation has been established.Areas of embankments having slopes greater than or equal to 3H:1V shall be stabilized with an erosion mat or approved equal to ensure seed will be able togerminate on the steep slopes. During a season when seeding does FORT COLLINS STORMWATER CRITERIA MANUAL Appendix F Page 9 not produce vegetativecover, another temporary erosion control shall be implemented along with, or until, temporary seeding or permanent erosion control can be performed.56)The Developer shall warranty and maintain all vegetative measures for two growing seasons after installation or until seventy percent (70%) vegetative coverhas been established, whichever is longer and meets all the Criteria outlined in the Fort Collins Stormwater Criteria Manual Chapter 4: Construction ControlMeasures.57)The Developer shall maintain, monitor, repair, and replace any and all applicable Control Measures until final stabilization has been obtained. All ControlMeasures must remain until such time as all upstream contributing pollutant sources have been vegetated or removed from the site. When any Control Measure isremoved, the Developer shall be responsible for the cleanup and removal of all sediment and debris from that Control Measure. At the point at which the site hasbeen deemed stabilized and verified by City Erosion Control Inspector, all temporary Control Measures can then be fully removed. All measures shall be removedwithin 30 days after final stabilization is achieved.58) The responsible party shall maintain and keep current all payments or related forms of security for the Erosion Control Escrow until 1) stabilization has beenreached and 2) all Control Measures and/or BMPs have sediment materials collected and the Control Measure removed from the site. At that time the site will beconsidered completed and any remaining Erosion Control Escrow shall be returned to the appropriate parties. SHEET No:PROJECT/ LOCATION: DRAWING:OFCHECKED BY:DESIGNED BY:DRAWN BY:DESCRIPTION OF REVISION:DATE:REVISED BY:APPROVED BY:REV. # 1 2 3 4 5 6 7 P R E L IM INARYNOT FO R CON S T RU C T IONproject no:date: SONDERS EAST FORT COLLINS, COLORADO EROSION CONTROL DETAILSC-0191984AUGUST 16, 2023105-001JRGJRGJRGSLOPEINSTALLATIONDETAILDrawing Not To Scale1.Prepare soil before installing rollederosion control products (RECPs),including any necessaryapplication of lime, fertilizer, andseed.2.Begin at the top of the slope byanchoring the RECPs in a6"(15cm) deep X 6"(15cm) widetrench with approximately 12"(30cm) of RECPs extended beyondthe up-slope portion of the trench.Anchor the RECPs with a row ofstaples/stakes approximately 12"(30cm) apart in the bottom of thetrench. Backfill and compact thetrench after stapling. Apply seed tothe compacted soil and fold theremaining 12"(30cm) portion ofRECPs back over the seed andcompacted soil. Secure RECPsover compacted soil with a rowof staples/stakes spacedapproximately 12"(30cm) apartacross the width of the RECPs.3.Roll the RECPs (A) down or (B)horizontally across the slope.RECPs will unroll with appropriateside against the soil surface. AllRECPs must be securely fastenedto soil surface by placingstaples/stakes in appropriatelocations as shown in the staplepattern guide.4.The edges of parallel RECPs mustbe stapled with approximately 2" -5" (5-12.5cm) overlap dependingon the RECPs type.5.Consecutive RECPs spliced downthe slope must be end over end(Shingle style) with an approximate3"(7.5cm) overlap. Staple throughoverlapped area, approximately12"(30cm) apart across entireRECPs width.Drawn on: 5-4-17Disclaimer:The information presented herein is general design information only. For specific applications,consult an independent professional for further design guidance.2"-5"(5-12.5cm)3B42513A12"(30cm)6"(15cm)6"(15cm) *NOTE:In loose soil conditions, the use ofstaple or stake lengths greater than6"(15cm) may be necessary toproperly secure the RECP's.3"(7.5cm)5401 St. Wendel - Cynthiana Rd.Poseyville, IN 47633PH: 800-772-2040www.nagreen.comCHANNELINSTALLATIONDETAILDrawing Not To Scale1.Prepare soil before installing rollederosion control products (RECPs),including any necessary application oflime, fertilizer, and seed.2.Begin at the top of the channel byanchoring the RECPs in a 6"(15cm)deep X 6"(15cm) wide trench withapproximately 12"(30cm) of RECPsextended beyond the up-slope portionof the trench. Use ShoreMax mat at thechannel/culvert outlet as supplementalscour protection as needed. Anchor theRECPs with a row of staples/stakesapproximately 12"(30cm) apart in thebottom of the trench. Backfill andcompact the trench after stapling. Applyseed to the compacted soil and fold theremaining 12"(30cm) portion of RECPsback over the seed and compacted soil.Secure RECPs over compacted soilwith a row of staples/stakes spacedapproximately 12" apart across thewidth of the RECPs.3.Roll center RECPs in direction of waterflow in bottom of channel. RECPs willunroll with appropriate side against thesoil surface. All RECPs must besecurely fastened to soil surface byplacing staples/stakes in appropriatelocations as shown in the staple patternguide.4.Place consecutive RECPs end-over-end(Shingle style) with a 4"-6" overlap. Usea double row of staples staggered 4"apart and 4" on center to secureRECPs.5.Full length edge of RECPs at top of sideslopes must be anchored with a row ofstaples/stakes approximately 12"(30cm)apart in a 6"(15cm) deep X 6"(15cm)wide trench. Backfill and compact thetrench after stapling.6.Adjacent RECPs must be overlappedapproximately 2"-5" (5-12.5cm)(Depending on RECPs type) andstapled.7.In high flow channel applications astaple check slot is recommended at 30to 40 foot (9 -12m) intervals. Use adouble row of staples staggered4"(10cm) apart and 4"(10cm) on centerover entire width of the channel.8.The terminal end of the RECPs must beanchored with a row of staples/stakesapproximately 12" (30cm) apart in a6"(15cm) deep X 6"(15cm) wide trench.Backfill and compact the trench afterstapling.Drawn on: 5-4-17Disclaimer:The information presented herein is general design information only. For specific applications,consult an independent professional for further design guidance.2"-5"(5-12.5cm)62412"(30cm)6"(15cm)6"(15cm)4"-6"(10-15cm)86"(15cm)574"(10cm)31ABCABC NOTES:*Horizontal staple spacing should bealtered if necessary to allow staples tosecure the critical points along the channelsurface.**In loose soil conditions, the use of stapleor stake lengths greater than 6"(15cm) maybe necessary to properly secure theRECP's. CRITICAL POINTSA. Overlaps and SeamsB. Projected Water LineC. Channel Bottom/Side Slope Vertices4"(10cm)6"(15cm)5401 St. Wendel - Cynthiana Rd.Poseyville, IN 47633PH: 800-722-2040www.nagreen.comOUTLET PIPEENDS OF GRAVEL FILTER TO BEKEYED INTO FILL SLOPE.TOE OF FILLFLOWGRAVEL FILTER(3/4"Ø ± GRAVEL,WRAPPED IN CHICKENWIRE)MAINTENANCE NOTES:1. FORM CHICKEN WIRE WRAP ALONG FRONT OF OUTLET STRUCTURE AND EXTENDING INTO EMBANKMENT OF POND.2. PACK WITH 3/4" GRAVEL AND ROLL & TWIST CHICKEN WIRE WRAP AT TOP TO HOLD TOGETHER (WIRE TIE, IF NECESSARY).GRAVEL FILTER SHALL BE 18" TALL x 18" WIDE AND SLOPE TOWARDS OUTLET STRUCTURE OR LAID UP AGAINST OUTLETSTRUCTURE FOR STABILITY.3. SEDIMENT BASIN FILTER SHALL BE INSPECTED PERIODICALLY AND AFTER EACH RAIN EVENT, AND REPAIRED WHENNECESSARY. ACCUMULATED SEDIMENT SHALL BE REMOVED.4. SEDIMENT BASIN FILTER SHALL BE REMOVED AFTER IT HAS SERVED ITS PURPOSE.OUTLET PIPEFILTEREDWATERRUNOFF18" TALL GRAVEL FILTER.18"18"OUTLET STRUCTUREOUTLET STRUCTURE