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HomeMy WebLinkAboutSONDERS VILLAGE - PDP230012 - SUBMITTAL DOCUMENTS - ROUND 2 - Drainage Related Document Preliminary Drainage and Erosion Control Report for Sonders East Fort Collins, Colorado Aug 7, 2024 Aug 7, 2024 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 10 D. HYDRAULIC CRITERIA 10 E. VARIANCES 10 IV. DRAINAGE FACILITY DESIGN 11 A. GENERAL CONCEPT 11 B. SPECIFIC DETAILS 12 C. DETENTION POND 20 D. PC SWMM/EPA SWMM MODEL 21 D. STREET CAPACITIES 22 V. STORM WATER QUALITY 22 A. GENERAL CONCEPT & SPECIFIC DETAILS 22 VI. EROSION CONTROL 23 A. GENERAL CONCEPT 23 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 25 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 , INADVERTENT STORAGE 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 the existing Turnberry Road, as well as containing 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 an 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 future 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 offsite 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 provides for the reduced 7 area of approximately 51.08 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 to 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 5018.19 10.38 25.44 311.41 2.26 200 5041.89 10.88 11.24 281.06 20.16 300 5049.78 2.34 2.66 75.77 9.15 Total --- 23.60 39.34 668.24 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 discharge 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) Rain Garden 200 1.09 0.87 Rain Garden 300 0.30 0.21 WQ Pond 100 0 0 8 Ponds 200 and 300 provide sufficient LID (rain gardens) treatment for the entire site. Table 2 shows the required and provided water quality/detention volumes for the site. Pond 100 is noted but not necessary to provide the minimum required LID treatment for the site. The minimum single family impervious area required to have LID treatment is 751,825 square feet (sf). The minimum required multifamily impervious area required to have LID treatment is 871,315 sf. The Rain gardens provided in Ponds 200 and 300 treat 906,442 sf of single-family impervious area and 748,181 sf of multi-family impervious area. The combined hard area required to be treated for the single-family and multi-family areas is 1,623,140 sf. The LID rain gardens in Ponds 200 and 300 treat a total of 1,654,623 sf, which exceeds the total amount required. Because Pond 100 is existing and the intent is to minimize disruption to the pond during construction, LID treatment for the Sonders east development is provided for in Ponds 200 and 300. Please refer to LID table in Appendix D. 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, which includes the 3 cfs from the Lind Filing 1 pond. 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 are required to be in compliance with the current City of Fort Collins Stormwater and Erosion Control 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 9 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 31.57 cfs to the No. 8 ditch. The client is currently working with the No. 8 Ditch board to reach an agreement to accept the flows. This is in addition to the historic 3cfs from the Lind Filing 1 pond released to the No. 8 ditch. 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 City of Fort Collins requires that the release rate from the site be no more than the 2-year historic rate. The rational method calculations in Appendix B show a 2-year existing/historic flow rate from Basins EX-1 and EX-2 of 35.33 cfs. 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. There are on-going discussions between the developer and the Windsor Reservoir Canal Company regarding requirements for allowable discharge from the development to the No. 8 ditch and the associated configuration and construction standards. State law requires that the development can cause no change to the discharge rate to the ditch, the quality of storm water, the discharge location and the quantity of stormwater to the ditch without approval from the ditch company. We have addressed discharge rate by complying with the City of Fort Collins regulations of only discharging the storm water at less than the 2-year historic rate. The quality of the storm water is mitigated by installing LID rain gardens prior to discharge to the No. 8 ditch. The discharge location to the No. 8 ditch will no longer be distributed along the length of the ditch but will be discharged via a pipe at agreed locations. The quantity of storm water to the ditch will increase due to the increase in hard area of the development. There is no means of mitigating or reducing this quantity, so will need to be agreed to with the Windsor Reservoir Canal Company. The design of the relocated ditch will be agreed to with the Windsor Reservoir Canal Company and their engineer. 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 B and C 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-four proposed onsite drainage basins and thirteen offsite basins have been created to analyze the drainage for the proposed development. Basins 1-6, 50, and basins OS2-OS4, OS10, and OS11 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 76 cfs. Basins 7-23, 32-33, OS5-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 281 cfs. Basins 24-31, 34-49, 51-52, and 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 311 cfs (including flows from Lind Filing One). Basin OS12 is an offsite basin that will be sheet flow overland and into the 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 668 cfs. Existing detention Pond 100 (southwest), Detention Pond 200 (east), and Detention Pond 300 (northeast) provide approximately 10.38 acre-feet, 10.88 acre-feet and 2.34 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 proposed release rate for the site is 31.57 cfs. The release rates for Ponds 100, 200 and 300 will be 2.26 cfs, 20.16 cfs, and 8.89 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 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 the 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 the curb and gutter in 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 proposed 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 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 from a small northern portion of Basin OS-1 will flow overland to the east and into the No. 8 Ditch, as historically occurs. The majority and remaining portion of Basin OS-1 will be conveyed via overland flow east and into basin OS-10 and is conveyed southeast in a proposed drainage swale to the area inlet at design point OS-10. However, because this basin is offsite to the north, the basin area is not included in water quality or detention pond sizing for this development. 13 Basin OS-2 Runoff from Basin OS-2 will drain via overland flow and curb and gutter and curb cuts into Basins 1 and 2. See Basins 1 and 2 for continued flow path information. 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. Basin OS-10 Runoff from Basin OS-10 will flow southeast in a proposed drainage swale to the area inlet at design point OS-10, with flow then directed to the LID Basin within Pond 300. Basin OS-11 Basin OS-11 contains Pond 300, with runoff from this area entering the LID Basin and Pond 300. Drainage to Detention Pond 200: The runoff from the following basins will be collected in a proposed storm sewer system which will 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 Detention Pond 200. Basin 7 Runoff in Basin 7 travels via overland flow and curb and gutter to Sternwheeler drive. Sternwheeler drive drains to Field Point Way then 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. 14 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 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. 15 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. 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 Interior runoff in Basin 19 sheet flows to local inlets and then to the main storm drain of Detention Pond 200. Runoff from the exterior (eastern) of Basin 19 is collected by swales to an inlet then to Pond 200. Final Drainage patterns will be done at Final Design. Basin 20 The 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. 16 Basin 22A Runoff in Basin 22A travels to the east via 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 32 Runoff in Basin 32 travels to High Meadow Road via overland flow and curb and gutter. High Meadow Road drains to a low point where Type R inlets collect the flow and discharges it overland and onto Basin 19 and then via a swale to Pond 200. Basin 33 Runoff in Basin 33 travels to High Meadow Road via overland flow and curb and gutter. High Meadow Road drains to a low point where Type R inlets collect the flow and discharges it overland and onto Basin 19 and then via a swale to Pond 200. Basin OS-5 Runoff in Basin OS-5 will drain via overland flow and curb and gutter to a curb cut along Turnberry Road. The curb cuts direct the water overland to Amble Lane. Amble Lane discharges to Sternwheeler Drive. Basin OS-6 Runoff in Basin OS-6 will drain via overland flow and curb and gutter to a curb cut along Turnberry Road. The curb cuts direct the water overland to Pathway Lane. Pathway Lane discharges into Greenspace Road. Basin OS-7 Runoff in Basin OS-7 will drain via overland flow and curb and gutter to a curb cut along Turnberry Road. The curb cuts direct the storm drainage overland to site curb and gutter then to Parkland Road Basin OS-8 Runoff in Basin OS-8 will drain via overland flow and curb and gutter to a curb cut 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. 17 Basin OS-13 Basin OS-13 contains Pond 200, with runoff from this area entering the LID Basin and Pond 200. 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 Sternwheeler Drive will collect the runoff and convey it via a proposed drainage system to Detention Pond 100. Basin 27 Runoff in Basin 27 flows via overland flow and curb and gutter to the west to Sternwheeler Drive. Inlets located at the low spot in 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 and local drainage inlets. The storm drainage then discharges to Type R inlets and storm drainage system, which discharges to Pond 100. 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. 18 Basin 30 Runoff in Basin 30 travels southeast to an existing Type R inlet in Brightwater Drive and via the existing drainage system to existing Detention Pond 100. Basin 31 Runoff in Basin 31travels to the west via overland flow and curb and gutter to Trailway Road. The runoff on Trailway Road flows to the south then southwest along Stardust Way to two proposed Type R Inlets. 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 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 37 Runoff in Basin 37 travels to the south via curb and gutter and overland flow to Wellness Road. The runoff on Wellness Road flows to the south via curb and gutter then to Type R Inlets and into the proposed drainage system. Basin 38 Runoff in Basin 38 travels to the south via curb and gutter and overland flow to Wellness Road. Then south along Wellness Road to Typer R Inlets and into the proposed drainage system. 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 then to Type R inlets in Wellness Road and into the proposed drainage system which discharges to Pond 100. 19 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 overland via a swale 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 Greenspace Way. Basin 44 Runoff in Basin 44 travels to the south viz overland flow and curb and gutter to an area inlet located north of Greenspace Way. 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 via overland flow and curb and gutter to an area inlet located north of Greenspace Way. 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 Road. The runoff in High Meadow Road flows to the south and to proposed inlets where it is collected and discharged into Detention Pond 100. Basin 47 Runoff in Basin 47 travels to the southwest via overland flow and curb and gutter to Fieldview Road. The storm drainage on Fieldview Road flows to Clarion Lane where it 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 The 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. 20 Basin 49 Runoff in Basin 49 sheet flows to the south and into a proposed drainage swale traveling along the southern boundary of the site. The drainage channel discharges into Detention Pond 100. Basin 51 Runoff in Basin 51 flows overland to the west into the Bar Harbor Drive curb and gutter then to the existing drainage system to Pond 100. Basin 52 Runoff Basin 52 flows overland directly into Pond 100. Basin 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. Offsite Drainage The runoff from the following basin drains offsite. Basin OS-1 The northern portion of Basin OS-1 will flow east and into the No. 8 Ditch, as historically occurs. The remaining portion of Basin OS-1 will be conveyed through basin OS-10 and will be passed through detention pond 300. Basin OS-1 is not included in water quality or detention pond sizing calculations for this development. 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 300 has been sized to provide detention for 23.02 acres which includes Basins 1-6, 50, OS2-OS4 and OS10-OS11. Detention Pond 300 will provide 2.34 acre-feet of available volume at an elevation of 5049.78. The Rain Garden adjacent to Pond 300 will provide 0.30 acre-feet of available volume at an elevation of approximately 5050. Detention Pond 200 has been sized to provide detention for 66.6 acres which includes Basins 7-23, 32, 33 and basins OS5-OS8, and OS13. Detention Pond 200 will provide 10.88 acre-feet of available volume at an elevation of 5041.89. The Rain Garden adjacent to Pond 200 will provide 1.09 acre-feet of available volume at an elevation of approximately 5042. 21 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 as-built 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 (126.27 acres @ 50% imperviousness) was calculated to be 2.17 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 2.97 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 1.58 ac-ft water quality for the site. The SWMM model for the project demonstrates that 10.38 ac-ft of detention is required for Pond 100, which added to the 1.58 ac-ft of required water quality, brings the total required volume in Pond 100 to 11.96 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 95.98 acres, which includes Basins 24-49, 51-52, OS9 and Lind 1. Detention Pond 100 will provide the 10.38 acre-feet of available volume at an elevation of 5018.19. 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 5049.78 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 5041.89 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 existing Detention Pond 100 is approximately 5018.19 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. 22 The combined release from Ponds 100 through 300 is 31.57 cfs, with this rate being the total proposed 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 23 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. 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. 24 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 using 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. 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. 25 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. Erosion Control Escrow Estimate The Erosion Control Escrow Estimate for the subject property will be provided at final design. REFERENCES 26 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. Project Development Plan Drainage and Erosion Control Study for the Lind Property Filing 1, Fort Collins, Colorado, May 9, 2023, by Sear Brown. 27 APPENDIX 28 APPENDIX A 29 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 3 44 9 7 0 0 0 44 9 7 2 0 0 44 9 7 4 0 0 44 9 7 6 0 0 44 9 7 8 0 0 44 9 8 0 0 0 44 9 8 2 0 0 44 9 8 4 0 0 44 9 8 6 0 0 44 9 7 0 0 0 44 9 7 2 0 0 44 9 7 4 0 0 44 9 7 6 0 0 44 9 7 8 0 0 44 9 8 0 0 0 44 9 8 2 0 0 44 9 8 4 0 0 44 9 8 6 0 0 496500 496700 496900 497100 497300 497500 497700 496500 496700 496900 497100 497300 497500 497700 40° 38' 19'' N 10 5 ° 2 ' 2 9 ' ' W 40° 38' 19'' N 10 5 ° 1 ' 3 5 ' ' W 40° 37' 24'' N 10 5 ° 2 ' 2 9 ' ' W 40° 37' 24'' N 10 5 ° 1 ' 3 5 ' ' W N 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 4 44 9 7 0 0 0 44 9 7 2 0 0 44 9 7 4 0 0 44 9 7 6 0 0 44 9 7 8 0 0 44 9 8 0 0 0 44 9 8 2 0 0 44 9 8 4 0 0 44 9 8 6 0 0 44 9 7 0 0 0 44 9 7 2 0 0 44 9 7 4 0 0 44 9 7 6 0 0 44 9 7 8 0 0 44 9 8 0 0 0 44 9 8 2 0 0 44 9 8 4 0 0 44 9 8 6 0 0 496500 496700 496900 497100 497300 497500 497700 496500 496700 496900 497100 497300 497500 497700 40° 38' 19'' N 10 5 ° 2 ' 2 9 ' ' W 40° 38' 19'' N 10 5 ° 1 ' 3 5 ' ' W 40° 37' 24'' N 10 5 ° 2 ' 2 9 ' ' W 40° 37' 24'' N 10 5 ° 1 ' 3 5 ' ' W N 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 3 44 9 7 0 0 0 44 9 7 2 0 0 44 9 7 4 0 0 44 9 7 6 0 0 44 9 7 8 0 0 44 9 8 0 0 0 44 9 8 2 0 0 44 9 8 4 0 0 44 9 8 6 0 0 44 9 7 0 0 0 44 9 7 2 0 0 44 9 7 4 0 0 44 9 7 6 0 0 44 9 7 8 0 0 44 9 8 0 0 0 44 9 8 2 0 0 44 9 8 4 0 0 44 9 8 6 0 0 496500 496700 496900 497100 497300 497500 497700 496500 496700 496900 497100 497300 497500 497700 40° 38' 19'' N 10 5 ° 2 ' 2 9 ' ' W 40° 38' 19'' N 10 5 ° 1 ' 3 5 ' ' W 40° 37' 24'' N 10 5 ° 2 ' 2 9 ' ' W 40° 37' 24'' N 10 5 ° 1 ' 3 5 ' ' W N 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 3 44 9 7 0 0 0 44 9 7 2 0 0 44 9 7 4 0 0 44 9 7 6 0 0 44 9 7 8 0 0 44 9 8 0 0 0 44 9 8 2 0 0 44 9 8 4 0 0 44 9 8 6 0 0 44 9 7 0 0 0 44 9 7 2 0 0 44 9 7 4 0 0 44 9 7 6 0 0 44 9 7 8 0 0 44 9 8 0 0 0 44 9 8 2 0 0 44 9 8 4 0 0 44 9 8 6 0 0 496500 496700 496900 497100 497300 497500 497700 496500 496700 496900 497100 497300 497500 497700 40° 38' 18'' N 10 5 ° 2 ' 2 9 ' ' W 40° 38' 18'' N 10 5 ° 1 ' 3 5 ' ' W 40° 37' 24'' N 10 5 ° 2 ' 2 9 ' ' W 40° 37' 24'' N 10 5 ° 1 ' 3 5 ' ' W N 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 30 APPENDIX B 31 RATIONAL METHOD HYDROLOGY, HISTORIC DRAINAGE CALCULATIONS, & STREET CAPACITIES 1 acre = 43,560 ft2 Basin Roof Area (sqft) Asphalt Area (sqft) Concrete Area (sqft) Gravel Area (sqft) Lawn Area (sqft) Total Area Composite No."C=0.9" "C=0.95" "C=0.9" "C=0.41" "C=0.25" (sqft) "C" EX1 0 0 0 0 2,807,516 2,807,516 0.25 EX2 0 0 0 0 2,835,246 2,835,246 0.25 Total OFFSITE 0 0 0 0 5,642,762 5,642,762 0.25 Total Acreage 0.00 0.00 0.00 0.00 129.54 129.54 This sheet calculates the composite "C" values for the Rational Method. Existing Weighted Runoff Coefficients Sonders East 105-001 Aspen Engieering 9:06 AM 6/11/2024 TIME OF CONCENTRATION 2 year existing storm Sonders East 105-001 t c = t i + t L C f =1.00 SUB-BASIN DATA INITIAL/OVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE ti LENGTH CHANNEL SLOPE VELOCITY tL tc NO. (ac) (ft) (%) (min) (ft) TYPE(a) (%) (ft/s) (min) (min) 1 2 3 4 5 6 7 8 10 12 13 EX1 64.45 0.25 450 1.15 32.2 700 GW 0.78 1.36 8.6 40.8 EX2 65.09 0.25 400 1.43 28.2 920 GW 1.25 1.72 8.9 37.1 Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway t CC D Si f187 11 0 333 . ( . ) . Aspen Engineering 9:08 AM 6/11/2024 Rational Method Existing 2 Year Design Storm Sonders East 105-001 Design Point Basins tc Length Type Slope Velocity Travel Pipe Travel tc'C Intensity Area Direct Runoff Other Runoff Total Runoff Location (min)(ft)(a)(%)(ft/s)(min)(min)(min) (in/hr) (ac) (cfs) (cfs) (cfs)Remarks EX1 EX1 40.8 -- -- -- -- 0.0 0.0 40.8 0.25 1.06 64.45 17.03 0.00 17.03 EX2 EX2 37.1 -- -- -- -- 0.0 0.0 37.1 0.25 1.12 65.09 18.30 0.00 18.30 OFFSITE RunoffRouting Flow Time (tL) Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway Aspen Engineering 9:09 AM 6/11/2024 Basin Roof Area (sqft) Asphalt Area (sqft) Concrete Area (sqft) Gravel Area (sqft) Lawn Area (sqft) Total Area Composite No."C=0.90" "C=0.95" "C=0.90" "C=0.41" "C=0.25" (sqft) "C" 1 0 0 0 0 25,956 25,956 0.25 2 33,000 22,818 10,861 0 130,959 197,638 0.48 3 36,000 20,804 8,460 0 104,474 169,738 0.51 4 42,000 14,522 4,452 0 54,090 115,064 0.60 5 31,680 0 0 0 77,564 109,244 0.44 6 24,000 19,317 9,230 0 56,791 109,338 0.57 7 22,500 18,528 7,890 0 58,364 107,282 0.56 8 0 9,344 4,380 0 9,788 23,512 0.65 9 18,000 18,981 8,078 0 60,832 105,890 0.54 10 18,000 16,176 7,583 0 83,613 125,371 0.47 11 27,000 11,576 6,411 0 58,483 103,470 0.54 12 14,850 14,400 6,750 0 16,840 52,840 0.71 13 36,000 36,030 11,360 0 172,307 255,697 0.47 14 58,957 30,211 9,606 0 71,817 170,591 0.64 15 0 0 12,450 0 24,547 36,997 0.47 16 30,079 27,660 11,000 0 35,084 103,822 0.69 17 31,674 20,992 9,840 0 53,650 116,156 0.61 18 0 15,104 7,080 0 16,793 38,977 0.64 18A 0 8,016 3,758 0 3,374 15,147 0.78 19 0 66,142 264,566 0 178,073 508,781 0.68 20 0 45,268 105,624 0 37,723 188,615 0.78 21 42,254 35,482 13,164 0 90,895 181,795 0.58 22 61,092 41,872 14,460 0 96,401 213,825 0.62 22A 6,585 5,152 2,415 0 8,418 22,570 0.67 23 10,336 22,992 10,778 0 43,399 87,504 0.59 24 24,621 12,842 3,159 0 11,421 52,043 0.77 25 0 4,000 1,875 0 3,019 8,894 0.70 26 33,000 10,849 3,570 0 63,220 110,639 0.53 27 0 5,808 2,723 0 5,424 13,954 0.67 28 24,621 0 3,200 0 33,864 61,685 0.54 29 99,914 25,200 16,400 0 82,036 223,550 0.67 30 33,000 3,200 1,500 0 7,640 45,340 0.79 31 34,336 21,820 8,658 0 51,680 116,494 0.62 32 0 10,192 4,778 0 11,133 26,102 0.64 33 6,000 10,432 4,890 0 10,436 31,758 0.70 34 24,000 0 0 0 21,156 45,156 0.60 35 15,000 8,032 3,765 0 19,304 46,101 0.64 36 24,000 8,032 3,765 0 21,916 57,713 0.66 37 30,000 24,778 7,431 0 67,175 129,384 0.57 38 18,000 19,202 6,447 0 76,658 120,307 0.49 39 57,420 0 1,875 0 145,620 204,915 0.44 40 12,000 8,512 3,990 0 19,530 44,032 0.62 41 25,500 19,872 9,315 0 46,530 101,217 0.61 42 36,000 0 0 0 56,816 92,816 0.50 43 0 7,840 3,675 0 11,725 23,240 0.59 44 51,000 23,677 14,104 0 106,473 195,254 0.55 45 10,500 0 0 0 66,615 77,115 0.34 46 10,890 25,281 12,193 0 37,653 86,017 0.63 47 33,000 40,790 17,713 0 112,215 203,718 0.55 48 17,856 17,302 7,365 0 24,689 67,212 0.67 49 17,677 0 0 0 61,485 79,162 0.40 50 4,500 0 0 0 27,315 31,815 0.34 51 0 0 0 0 7,069 7,069 0.25 52 0 5,136 2,408 0 4,469 12,012 0.68 OS-1 0 10,224 3,408 0 11,959 25,591 0.62 OS-2*0 8,328 2,776 0 3,518 14,622 0.77 OS-3*0 11,904 3,968 0 4,474 20,346 0.79 Developed Weighted Runoff Coefficients Sonders East 105-001 Aspen Engineering 11:31 AM 6/12/2024 Basin Roof Area (sqft) Asphalt Area (sqft) Concrete Area (sqft) Gravel Area (sqft) Lawn Area (sqft) Total Area Composite No."C=0.90" "C=0.95" "C=0.90" "C=0.41" "C=0.25" (sqft) "C" OS-4*0 12,600 4,200 0 5,362 22,162 0.77 OS-5*0 6,672 2,224 0 2,808 11,704 0.77 OS-6*0 11,736 3,912 0 4,775 20,423 0.78 OS-7*0 2,352 784 0 873 4,009 0.79 OS-8*0 18,072 6,024 0 5,669 29,765 0.81 OS-9*0 10,920 3,640 0 4,671 19,231 0.77 OS-10 0 0 0 0 94,355 94,355 0.25 OS-11 0 0 0 0 92,385 92,385 0.25 OS-12 0 0 0 0 1,812,937 1,812,937 0.25 OS-13 0 0 0 0 319,757 319,757 0.25 Total SITE 1,186,842 926,991 725,927 0 5,148,060 7,987,821 0.49 Total Acreage 27.25 21.28 16.67 0.00 118.18 183.38 0.49 * Within Development Boundary Impervious Ratio Basin Roof Area (sqft) Asphalt Area (sqft) Concrete Area (sqft) Gravel Area (sqft) Lawn Area (sqft) Total Area Imperviousness No.(sqft) Ratio 1 0 0 0 0 25,956 25,956 5% 2 33,000 22,818 10,861 0 130,959 197,638 35% 3 36,000 20,804 8,460 0 104,474 169,738 39% 4 42,000 14,522 4,452 0 54,090 115,064 52% 5 31,680 0 0 0 77,564 109,244 30% 6 24,000 19,317 9,230 0 56,791 109,338 48% 7 22,500 18,528 7,890 0 58,364 107,282 46% 8 0 9,344 4,380 0 9,788 23,512 60% 9 18,000 18,981 8,078 0 60,832 105,890 44% 10 18,000 16,176 7,583 0 83,613 125,371 35% 11 27,000 11,576 6,411 0 58,483 103,470 44% 12 14,850 14,400 6,750 0 16,840 52,840 67% 13 36,000 36,030 11,360 0 172,307 255,697 35% 14 58,957 30,211 9,606 0 71,817 170,591 57% 15 0 0 12,450 0 24,547 36,997 37% 16 30,079 27,660 11,000 0 35,084 103,822 65% 17 31,674 20,992 9,840 0 53,650 116,156 53% 18 0 15,104 7,080 0 16,793 38,977 59% 18A 0 8,016 3,758 0 3,374 15,147 79% 19 0 66,142 264,566 0 178,073 508,781 67% 20 0 45,268 105,624 0 37,723 188,615 81% 21 42,254 35,482 13,164 0 90,895 181,795 50% 22 61,092 41,872 14,460 0 96,401 213,825 54% 22A 6,585 5,152 2,415 0 8,418 22,570 62% 23 10,336 22,992 10,778 0 43,399 87,504 52% 24 24,621 12,842 3,159 0 11,421 52,043 74% 25 0 4,000 1,875 0 3,019 8,894 68% 26 33,000 10,849 3,570 0 63,220 110,639 43% 27 0 5,808 2,723 0 5,424 13,954 63% 28 24,621 0 3,200 0 33,864 61,685 44% 29 99,914 25,200 16,400 0 82,036 223,550 61% 30 33,000 3,200 1,500 0 7,640 45,340 77% 31 34,336 21,820 8,658 0 51,680 116,494 55% 32 0 10,192 4,778 0 11,133 26,102 59% 33 6,000 10,432 4,890 0 10,436 31,758 67% 34 24,000 0 0 0 21,156 45,156 50% 35 15,000 8,032 3,765 0 19,304 46,101 57% 36 24,000 8,032 3,765 0 21,916 57,713 60% 37 30,000 24,778 7,431 0 67,175 129,384 48% 38 18,000 19,202 6,447 0 76,658 120,307 38% 39 57,420 0 1,875 0 145,620 204,915 30% 40 12,000 8,512 3,990 0 19,530 44,032 55% 41 25,500 19,872 9,315 0 46,530 101,217 54% 42 36,000 0 0 0 56,816 92,816 38% 43 0 7,840 3,675 0 11,725 23,240 52% 44 51,000 23,677 14,104 0 106,473 195,254 46% 45 10,500 0 0 0 66,615 77,115 17% Aspen Engineering 11:31 AM 6/12/2024 Basin Roof Area (sqft) Asphalt Area (sqft) Concrete Area (sqft) Gravel Area (sqft) Lawn Area (sqft) Total Area Composite No."C=0.90" "C=0.95" "C=0.90" "C=0.41" "C=0.25" (sqft) "C" 46 10,890 25,281 12,193 0 37,653 86,017 57% 47 33,000 40,790 17,713 0 112,215 203,718 46% 48 17,856 17,302 7,365 0 24,689 67,212 62% 49 17,677 0 0 0 61,485 79,162 24% 50 4,500 0 0 0 27,315 31,815 17% 51 0 0 0 0 7,069 7,069 5% 52 0 5,136 2,408 0 4,469 12,012 65% Total SITE 1,186,842 834,183 694,991 0 2,784,517 5,500,534 50% Total Acreage 27.25 19.15 15.95 0.00 63.92 126.27 Business: Commercial areas Neighborhood areas Residential: Single-family Multiunit (detached) Multiunit (attached) Half-acre lot or larger Apartments Industrial: Light areas Heavy areas Parks, cemeteries: Playgrounds: Schools: Railroad yard areas: Undeveloped areas: Historical Flow Analysis Greenbelts, agricultural Off-site flow analysis (when land use not defined) Streets: Paved Gravel (packed) Driveways and sidewalks: Roofs: Lawns, sandy soil Lawns, clayey soil *Refer to Figures RO-3 through RO-5 in Runoff Chapter 45 0 0 100 40 90 90 5 10 50 15 2 75 * 80 80 90 95 85 * 60 Land Use or Surface Characteristics Percent Imper-viousness Aspen Engineering 11:31 AM 6/12/2024 TIME OF CONCENTRATION 2 year design storm Sonders East 105-001 t c = t i + t L C f =1.00 SUB-BASIN DATA INITIAL/OVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE ti LENGTH CHANNEL SLOPE VELOCITY tL tc NO. (ac) (ft) (%) (min) (ft) TYPE(a) (%) (ft/s) (min) (min) 1 2 3 4 5 6 7 8 10 12 13 1 0.60 0.25 141 2.0 15.0 0 PA 1.4 2.26 0.0 15.0 2 4.54 0.48 100 2.0 9.3 340 PA 0.5 1.34 4.2 13.5 3 3.90 0.51 100 2.0 8.8 562 PA 0.7 1.59 5.9 14.7 4 2.64 0.60 80 2.0 6.6 520 PA 1.0 1.91 4.5 11.2 5 2.51 0.44 100 2.0 9.8 1070 GW 1.0 1.54 11.6 21.4 6 2.51 0.57 100 2.0 7.9 600 PA 0.6 1.47 6.8 14.7 7 2.46 0.56 60 2.0 6.3 500 PA 2.0 2.72 3.1 9.3 8 0.54 0.65 20 2.0 3.0 584 PA 0.7 1.59 6.1 9.1 9 2.43 0.54 30 2.0 4.6 1010 PA 0.7 1.59 10.6 15.2 10 2.88 0.47 30 2.0 5.1 1010 PA 0.7 1.59 10.6 15.7 11 2.38 0.54 100 2.0 8.3 630 PA 1.6 2.42 4.3 12.7 12 1.21 0.71 30 2.0 3.2 650 PA 1.6 2.42 4.5 7.7 13 5.87 0.47 70 2.0 7.8 662 PA 1.0 1.91 5.8 13.6 14 3.92 0.64 120 2.0 7.6 889 PA 0.6 1.47 10.1 17.7 15 0.85 0.47 185 2.0 12.7 0 PA 2.0 2.72 0.0 12.7 16 2.38 0.69 249 3.0 8.3 705 PA 1.1 2.00 5.9 14.2 17 2.67 0.61 70 2.0 6.1 590 PA 0.6 1.47 6.7 12.8 18 0.89 0.64 20 2.0 3.1 805 PA 0.6 1.47 9.1 12.2 18A 0.35 0.78 20 2.0 2.1 501 PA 0.6 1.47 5.7 7.8 19 11.68 0.68 100 2.0 6.3 598 PA 1.5 2.35 4.2 10.5 20 4.33 0.78 211 3.0 6.0 600 PA 0.6 1.47 6.8 12.8 21 4.17 0.58 100 2.0 7.6 700 PA 0.6 1.47 8.0 15.6 22 4.91 0.62 60 2.0 5.6 911 PA 0.6 1.47 10.4 15.9 22A 0.52 0.67 20 2.0 2.9 1336 PA 0.6 1.47 15.2 18.0 23 2.01 0.59 80 2.0 6.8 537 PA 1.5 2.35 3.8 10.6 24 1.19 0.77 20 2.0 2.2 235 PA 2.5 3.05 1.3 5.0 25 0.20 0.70 100 2.0 5.9 300 PA 2.0 2.72 1.8 7.7 26 2.54 0.53 20 2.0 3.8 260 PA 2.0 2.72 1.6 5.4 27 0.32 0.67 100 3.0 5.6 330 GW 1.0 1.54 3.6 9.2 28 1.42 0.54 100 2.0 8.3 500 GW 0.6 1.19 7.0 15.3 29 5.13 0.67 80 2.0 5.7 500 PA 1.0 1.91 4.4 10.1 30 1.04 0.79 110 2.0 4.8 514 PA 0.9 1.81 4.7 9.5 31 2.67 0.62 20 2.0 3.2 245 PA 0.6 1.47 2.8 6.0 32 0.60 0.64 20 2.0 3.0 245 PA 0.6 1.47 2.8 5.8 33 0.73 0.70 80 2.0 5.3 233 PA 0.6 1.47 2.6 7.9 34 1.04 0.60 55 2.0 5.6 429 PA 3.0 3.35 2.1 7.7 35 1.06 0.64 55 2.0 5.1 429 PA 3.0 3.35 2.1 7.2 36 1.32 0.66 90 2.0 6.2 654 PA 2.8 3.23 3.4 9.6 37 2.97 0.57 100 2.0 7.8 621 PA 1.2 2.09 4.9 12.8 38 2.76 0.49 80 4.0 6.4 830 GW 0.5 1.09 12.7 19.1 39 4.70 0.44 80 2.0 8.8 255 PA 0.6 1.47 2.9 11.7 40 1.01 0.62 80 2.0 6.4 621 PA 1.5 2.35 4.4 10.8 41 2.32 0.61 100 2.0 7.3 374 GW 2.3 2.33 2.7 9.9 42 2.13 0.50 20 2.0 4.0 437 PA 1.3 2.14 3.4 7.4 43 0.53 0.59 100 2.0 7.6 587 PA 2.0 2.72 3.6 11.2 44 4.48 0.55 80 2.0 7.3 399 GW 2.0 2.18 3.1 10.3 45 1.77 0.34 20 2.0 5.1 914 PA 1.0 1.91 8.0 13.0 46 1.97 0.63 20 2.0 3.1 1243 PA 1.2 2.09 9.9 13.0 47 4.68 0.55 100 2.0 8.1 606 PA 1.9 2.65 3.8 11.9 48 1.54 0.67 80 4.0 4.5 340 PA 0.5 1.34 4.2 8.7 49 1.82 0.40 80 4.0 7.4 340 PA 0.5 1.34 4.2 11.7 50 0.73 0.34 80 4.0 8.0 340 PA 0.5 1.34 4.2 12.2 51 0.16 0.25 20 2.0 5.6 320 PA 0.5 1.34 4.0 9.6 52 0.28 0.68 20 2.0 5.6 300 PA 0.5 1.34 3.7 9.4 OS-1 0.59 0.62 30 2.0 3.9 250 PA 0.5 1.34 3.1 7.1 OS-2* 0.34 0.77 30 2.0 2.7 90 PA 0.5 1.34 1.1 5.0 OS-3* 0.47 0.79 30 2.0 2.6 213 PA 0.5 1.34 2.7 5.2 OS-4* 0.51 0.77 30 2.0 2.7 250 PA 0.5 1.34 3.1 5.8 OS-5* 0.27 0.77 30 2.0 2.7 142 PA 0.5 1.34 1.8 5.0 OS-6* 0.47 0.78 30 2.0 2.6 300 PA 0.5 1.34 3.7 6.4 OS-7* 0.09 0.79 30 2.0 2.5 36 PA 0.5 1.34 0.4 5.0 OS-8* 0.68 0.81 30 2.0 2.4 400 PA 0.5 1.34 5.0 7.4 Aspen Engineering 11:36 AM 6/12/2024 TIME OF CONCENTRATION 2 year design storm Sonders East 105-001 t c = t i + t L C f =1.00 SUB-BASIN DATA INITIAL/OVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE ti LENGTH CHANNEL SLOPE VELOCITY tL tc NO. (ac) (ft) (%) (min) (ft) TYPE(a) (%) (ft/s) (min) (min) 1 2 3 4 5 6 7 8 10 12 13 OS-9* 0.44 0.77 30 2.0 2.7 230 PA 0.5 1.34 2.9 5.5 OS-10 2.17 0.25 300 3.0 19.1 1260 GW 0.4 0.97 21.6 40.7 OS-11 2.12 0.25 N/A N/A N/A N/A N/A N/A N/A N/A N/A OS-12 41.62 0.25 500 0.5 44.8 2300 GW 0.2 0.69 55.6 100.4 OS-13 7.34 0.25 N/A N/A N/A N/A N/A N/A N/A N/A N/A Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway Aspen Engineering 11:36 AM 6/12/2024 Rational Method 2 Year Design Storm Sonders East 105-001 Design Point Basins tc Length Type Slope Velocity Travel Pipe Travel tc'C Intensity Area Direct Runoff Other Runoff Total Runoff Location (min)(ft)(a)(%)(ft/s)(min)(min)(min)(in/hr)(ac)(cfs)(cfs)(cfs) 1 1 15.0 -- -- -- -- 0.0 0.0 15.0 0.25 1.87 0.60 0.28 0.00 0.28 2 2 13.5 -- 0.0 0.0 13.5 0.48 1.95 4.54 4.21 0.00 4.21 3 3 14.7 -- 0.0 0.0 14.7 0.51 1.88 3.90 3.72 0.00 3.72 4 4 11.2 -- 0.0 0.0 11.2 0.60 2.11 2.64 3.35 0.00 3.35 5 5 21.4 -- 0.0 0.0 21.4 0.44 1.55 2.51 1.71 0.00 1.71 6 6 14.7 -- 0.0 0.0 14.7 0.57 1.89 2.51 2.71 0.00 2.71 7 7 9.3 -- 0.0 0.0 9.3 0.56 2.27 2.46 3.11 0.00 3.11 8 8 9.1 -- 0.0 0.0 9.1 0.65 2.29 0.54 0.80 0.00 0.80 9 9 15.2 -- 0.0 0.0 15.2 0.54 1.86 2.43 2.42 0.00 2.42 10 10 15.7 -- 0.0 0.0 15.7 0.47 1.83 2.88 2.49 0.00 2.49 11 11 12.7 -- 0.0 0.0 12.7 0.54 2.01 2.38 2.56 0.00 2.56 12 12 7.7 -- 0.0 0.0 7.7 0.71 2.46 1.21 2.11 0.00 2.11 13 13 13.6 -- 0.0 0.0 13.6 0.47 1.95 5.87 5.36 0.00 5.36 14 14 17.7 -- 0.0 0.0 17.7 0.64 1.72 3.92 4.28 0.00 4.28 15 15 12.7 -- 0.0 0.0 12.7 0.47 2.00 0.85 0.80 0.00 0.80 16 16 14.2 -- 0.0 0.0 14.2 0.69 1.91 2.38 3.16 0.00 3.16 17 17 12.8 -- 0.0 0.0 12.8 0.61 2.00 2.67 3.24 0.00 3.24 18 18 12.2 -- 0.0 0.0 12.2 0.64 2.04 0.89 1.16 0.00 1.16 18A 18A 7.8 -- 0.0 0.0 7.8 0.78 2.44 0.35 0.66 0.00 0.66 19 19 10.5 -- 0.0 0.0 10.5 0.68 2.17 11.68 17.18 0.00 17.18 20 20 12.8 -- 0.0 0.0 12.8 0.78 2.00 4.33 6.76 0.00 6.76 21 21 15.6 -- 0.0 0.0 15.6 0.58 1.83 4.17 4.48 0.00 4.48 22 22 15.9 -- 0.0 0.0 15.9 0.62 1.82 4.91 5.50 0.00 5.50 22A 22A 18.0 -- 0.0 0.0 18.0 0.67 1.70 0.52 0.59 0.00 0.59 23 23 10.6 -- 0.0 0.0 10.6 0.59 2.16 2.01 2.56 0.00 2.56 24 24 5.0 -- 0.0 0.0 5.0 0.77 2.85 1.19 2.62 0.00 2.62 25 25 7.7 -- 0.0 0.0 7.7 0.70 2.45 0.20 0.35 0.00 0.35 26 26 5.4 -- 0.0 0.0 5.4 0.53 2.79 2.54 3.78 0.00 3.78 27 27 9.2 -- 0.0 0.0 9.2 0.67 2.29 0.32 0.49 0.00 0.49 28 28 15.3 -- 0.0 0.0 15.3 0.54 1.85 1.42 1.43 0.00 1.43 29 29 10.1 -- 0.0 0.0 10.1 0.67 2.20 5.13 7.53 0.00 7.53 30 30 9.5 -- 0.0 0.0 9.5 0.79 2.26 1.04 1.86 0.00 1.86 31 31 6.0 -- 0.0 0.0 6.0 0.62 2.69 2.67 4.47 0.00 4.47 32 32 5.8 -- 0.0 0.0 5.8 0.64 2.71 0.60 1.04 0.00 1.04 33 33 7.9 -- 0.0 0.0 7.9 0.70 2.43 0.73 1.24 0.00 1.24 34 34 7.7 -- 0.0 0.0 7.7 0.60 2.45 1.04 1.52 0.00 1.52 35 35 7.2 -- 0.0 0.0 7.2 0.64 2.51 1.06 1.69 0.00 1.69 36 36 9.6 -- 0.0 0.0 9.6 0.66 2.25 1.32 1.97 0.00 1.97 37 37 12.8 -- 0.0 0.0 12.8 0.57 2.00 2.97 3.39 0.00 3.39 38 38 19.1 -- 0.0 0.0 19.1 0.49 1.65 2.76 2.25 0.00 2.25 39 39 11.7 -- 0.0 0.0 11.7 0.44 2.07 4.70 4.27 0.00 4.27 40 40 10.8 -- 0.0 0.0 10.8 0.62 2.14 1.01 1.35 0.00 1.35 41 41 9.9 -- 0.0 0.0 9.9 0.61 2.22 2.32 3.15 0.00 3.15 42 42 7.4 -- 0.0 0.0 7.4 0.50 2.49 2.13 2.67 0.00 2.67 43 43 11.2 -- 0.0 0.0 11.2 0.59 2.11 0.53 0.66 0.00 0.66 44 44 10.3 -- 0.0 0.0 10.3 0.55 2.18 4.48 5.39 0.00 5.39 45 45 13.0 -- 0.0 0.0 13.0 0.34 1.98 1.77 1.19 0.00 1.19 46 46 13.0 -- 0.0 0.0 13.0 0.63 1.98 1.97 2.47 0.00 2.47 47 47 11.9 -- 0.0 0.0 11.9 0.55 2.05 4.68 5.30 0.00 5.30 RunoffRouting Flow Time (tL) Aspen Engineering 11:39 AM 6/12/2024 Rational Method 2 Year Design Storm Sonders East 105-001 Design Point Basins tc Length Type Slope Velocity Travel Pipe Travel tc'C Intensity Area Direct Runoff Other Runoff Total Runoff Location (min)(ft)(a)(%)(ft/s)(min)(min)(min)(in/hr)(ac)(cfs)(cfs)(cfs) RunoffRouting Flow Time (tL) 48 48 8.7 -- 0.0 0.0 8.7 0.67 2.34 1.54 2.43 0.00 2.43 49 49 11.7 -- 0.0 0.0 11.7 0.40 2.07 1.82 1.49 0.00 1.49 50 50 12.2 -- 0.0 0.0 12.2 0.34 2.03 0.73 0.51 0.00 0.51 51 51 9.6 -- 0.0 0.0 9.6 0.25 2.24 0.16 0.09 0.00 0.09 52 52 9.4 -- 0.0 0.0 9.4 0.68 2.27 0.28 0.43 0.00 0.43 OS-1 OS-1 7.1 -- 0.0 0.0 7.1 0.62 2.54 0.59 0.92 0.00 0.92 OS-2* OS-2* 5.0 -- 0.0 0.0 5.0 0.77 2.85 0.34 0.74 0.00 0.74 OS-3* OS-3* 5.2 -- 0.0 0.0 5.2 0.79 2.81 0.47 1.03 0.00 1.03 OS-4* OS-4* 5.8 -- 0.0 0.0 5.8 0.77 2.72 0.51 1.07 0.00 1.07 OS-5* OS-5* 5.0 -- 0.0 0.0 5.0 0.77 2.85 0.27 0.59 0.00 0.59 OS-6* OS-6* 6.4 -- 0.0 0.0 6.4 0.78 2.63 0.47 0.96 0.00 0.96 OS-7* OS-7* 5.0 -- 0.0 0.0 5.0 0.79 2.85 0.09 0.21 0.00 0.21 OS-8* OS-8* 7.4 -- 0.0 0.0 7.4 0.81 2.49 0.68 1.37 0.00 1.37 OS-9* OS-9* 5.5 -- 0.0 0.0 5.5 0.77 2.76 0.44 0.94 0.00 0.94 OS-10 OS-10 40.7 -- 0.0 0.0 40.7 0.25 1.06 2.17 0.57 0.00 0.57 OS-11 OS-11 N/A -- 0.0 0.0 N/A N/A N/A N/A N/A N/A OS-12 OS-12 100.4 -- 0.0 0.0 100.4 0.25 0.56 41.62 5.81 0.00 5.81 OS-13 OS-13 N/A -- 0.0 0.0 N/A N/A N/A N/A N/A N/A Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway Aspen Engineering 11:39 AM 6/12/2024 TIME OF CONCENTRATION 100 year design storm Sonders East 105-001 t c = t i + t L C f =1.25 SUB-BASIN DATA INITIAL/OVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE ti LENGTH CHANNEL SLOPE VELOCITY tL tc NO. (ac) (ft) (%) (min) (ft) TYPE(a) (%) (ft/s) (min) (min) 1 2 3 4 5 6 7 8 10 12 13 1 0.60 0.25 141 2.0 13.9 0 PA 1.4 2.26 0.0 13.9 2 4.54 0.48 100 2.0 7.5 340 PA 0.5 1.34 4.2 11.8 3 3.90 0.51 100 2.0 6.9 562 PA 0.7 1.59 5.9 12.8 4 2.64 0.60 80 2.0 4.6 520 PA 1 1.91 4.5 9.2 5 2.51 0.44 100 2.0 8.2 1070 GW 1 1.54 11.6 19.8 6 2.51 0.57 100 2.0 5.7 600 PA 0.6 1.47 6.8 12.5 7 2.46 0.56 60 2.0 4.7 500 PA 2 2.72 3.1 7.7 8 0.54 0.65 20 2.0 1.9 584 PA 0.7 1.59 6.1 8.0 9 2.43 0.54 30 2.0 3.5 1010 PA 0.7 1.59 10.6 14.1 10 2.88 0.47 30 2.0 4.1 1010 PA 0.7 1.59 10.6 14.7 11 2.38 0.54 100 2.0 6.3 630 PA 1.6 2.42 4.3 10.7 12 1.21 0.71 30 2.0 1.8 650 PA 1.6 2.42 4.5 6.2 13 5.87 0.47 70 2.0 6.4 662 PA 1 1.91 5.8 12.2 14 3.92 0.64 120 2.0 5.0 889 PA 0.6 1.47 10.1 15.1 15 0.85 0.47 185 2.0 10.4 0 PA 2 2.72 0.0 10.4 16 2.38 0.69 249 2.0 5.5 705 PA 1.1 2.00 5.9 11.3 17 2.67 0.61 70 2.0 4.2 590 PA 0.6 1.47 6.7 10.9 18 0.89 0.64 20 2.0 2.0 805 PA 0.6 1.47 9.1 11.1 18A 0.35 0.78 20 2.0 0.8 501 PA 0.6 1.47 5.7 6.5 19 11.68 0.68 100 2.0 3.7 598 PA 1.5 2.35 4.2 8.0 20 4.33 0.78 211 2.0 2.6 600 PA 0.6 1.47 6.8 9.5 21 4.17 0.58 100 2.0 5.5 700 PA 0.6 1.47 8.0 13.4 22 4.91 0.62 60 2.0 3.8 911 PA 0.6 1.47 10.4 14.1 22A 0.52 0.67 20 2.0 1.8 1336 PA 0.6 1.47 15.2 16.9 23 2.01 0.59 80 2.0 4.8 537 PA 1.5 2.35 3.8 8.6 24 1.19 0.77 20 2.0 0.9 235 PA 2.5 3.05 1.3 5.0 25 0.20 0.70 100 2.0 3.3 300 PA 2 2.72 1.8 5.1 26 2.54 0.53 20 2.0 2.9 260 PA 2 2.72 1.6 5.0 27 0.32 0.67 100 2.0 3.9 330 GW 1 1.54 3.6 7.5 28 1.42 0.54 100 2.0 6.3 500 GW 0.6 1.19 7.0 13.2 29 5.13 0.67 80 2.0 3.5 500 PA 1 1.91 4.4 7.9 30 1.04 0.79 110 2.0 1.7 514 PA 0.9 1.81 4.7 6.4 31 2.67 0.62 20 2.0 2.1 245 PA 0.6 1.47 2.8 5.0 32 0.60 0.64 20 2.0 2.0 245 PA 0.6 1.47 2.8 5.0 33 0.73 0.70 80 2.0 2.9 233 PA 0.6 1.47 2.6 5.6 34 1.04 0.60 55 2.0 3.9 429 PA 3 3.35 2.1 6.1 35 1.06 0.64 55 2.0 3.4 429 PA 3 3.35 2.1 5.5 36 1.32 0.66 90 2.0 3.9 654 PA 2.8 3.23 3.4 7.2 37 2.97 0.57 100 2.0 5.7 621 PA 1.2 2.09 4.9 10.7 38 2.76 0.49 80 2.0 6.4 830 GW 0.5 1.09 12.7 19.1 39 4.70 0.44 80 2.0 7.3 255 PA 0.6 1.47 2.9 10.2 40 1.01 0.62 80 2.0 4.3 621 PA 1.5 2.35 4.4 8.7 41 2.32 0.61 100 2.0 5.0 374 GW 2.3 2.33 2.7 7.7 42 2.13 0.50 20 2.0 3.1 437 PA 1.25 2.14 3.4 6.5 43 0.53 0.59 100 2.0 5.4 587 PA 2 2.72 3.6 9.0 44 4.48 0.55 80 2.0 5.5 399 GW 2 2.18 3.1 8.5 45 1.77 0.34 20 2.0 4.5 914 PA 1 1.91 8.0 12.5 46 1.97 0.63 20 2.0 2.1 1243 PA 1.2 2.09 9.9 12.0 47 4.68 0.55 100 2.0 6.1 606 PA 1.9 2.65 3.8 9.9 48 1.54 0.67 80 2.0 3.4 340 PA 0.5 1.34 4.2 7.7 49 1.82 0.40 80 2.0 8.0 340 PA 0.5 1.34 4.2 12.3 50 0.73 0.34 80 2.0 8.0 340 PA 0.5 1.34 4.2 12.3 51 0.16 0.25 20 2.0 8.0 320 PA 0.5 1.34 4.0 12.0 52 0.28 0.68 20 2.0 1.7 300 PA 0.5 1.34 3.7 5.4 OS-1 0.59 0.62 80 2.0 4.4 90 PA 0.5 1.34 1.1 5.5 OS-2* 0.34 0.77 80 2.0 1.8 213 PA 0.5 1.34 2.7 5.0 OS-3* 0.47 0.79 80 2.0 1.6 250 PA 0.5 1.34 3.1 5.0 OS-4* 0.51 0.77 80 2.0 1.8 142 PA 0.5 1.34 1.8 5.0 OS-5* 0.27 0.77 80 2.0 1.8 300 PA 0.5 1.34 3.7 5.5 OS-6* 0.47 0.78 80 2.0 1.7 36 PA 0.5 1.34 0.4 5.0 OS-7* 0.09 0.79 80 2.0 1.5 400 PA 0.5 1.34 5.0 6.5 OS-8* 0.68 0.81 80 2.0 1.3 230 PA 0.5 1.34 2.9 5.0 OS-9* 0.44 0.77 80 2.0 1.8 1260 GW 0.4 0.97 21.6 23.4 OS-10 2.17 0.25 80 2.0 10.5 N/A N/A N/A 0.00 OS-11 2.12 0.25 80 2.0 10.5 2300 GW 0.5 1.09 35.2 45.7 OS-12 41.62 0.25 80 2.0 10.5 N/A N/A 0.5 0.00 N/A N/A Aspen Engineering 11:34 AM 6/12/2024 TIME OF CONCENTRATION 100 year design storm Sonders East 105-001 t c = t i + t L C f =1.25 SUB-BASIN DATA INITIAL/OVERLAND TIME TRAVEL TIME FINAL REMARKS BASIN AREA C LENGTH SLOPE ti LENGTH CHANNEL SLOPE VELOCITY tL tc NO. (ac) (ft) (%) (min) (ft) TYPE(a) (%) (ft/s) (min) (min) 1 2 3 4 5 6 7 8 10 12 13 OS-13 7.34 0.25 80 2.0 10.5 0 0 0.5 0.00 0.0 10.5 Note: a) Codes the channel type for velocity calculations. PA = Paved, PL = Pasture & Lawns, GW = Grassed Waterway Aspen Engineering 11:34 AM 6/12/2024 Design Point Basins tc Length Type Slope Velocity Travel Pipe Travel tc'C C*Cf Intensity Area Direct Runoff Other Runoff Total Runoff Location (min)(ft)(a)(%)(ft/s)(min)(min)(min)(in/hr)(ac)(cfs)(cfs)(cfs) 1 1 13.9 -- -- -- -- 0.0 13.9 0.25 0.31 6.74 0.60 1.25 0.00 1.25 2 2 11.8 -- -- -- -- 0.0 11.8 0.48 0.59 7.22 4.54 19.45 0.00 19.45 3 3 12.8 -- -- -- -- 0.0 12.8 0.51 0.63 6.96 3.90 17.16 0.00 17.16 4 4 9.2 -- -- -- -- 0.0 9.2 0.60 0.75 7.99 2.64 15.86 0.00 15.86 5 5 19.8 -- -- -- -- 0.0 19.8 0.44 0.55 5.63 2.51 7.75 0.00 7.75 6 6 12.5 -- -- -- -- 0.0 12.5 0.57 0.71 7.03 2.51 12.59 0.00 12.59 7 7 7.7 -- -- -- -- 0.0 7.7 0.56 0.69 8.56 2.46 14.62 0.00 14.62 8 8 8.0 -- -- -- -- 0.0 8.0 0.65 0.81 8.43 0.54 3.69 0.00 3.69 9 9 14.1 -- -- -- -- 0.0 14.1 0.54 0.67 6.69 2.43 10.89 0.00 10.89 10 10 14.7 -- -- -- -- 0.0 14.7 0.47 0.59 6.57 2.88 11.18 0.00 11.18 11 11 10.7 -- -- -- -- 0.0 10.7 0.54 0.67 7.52 2.38 12.01 0.00 12.01 12 12 6.2 -- -- -- -- 0.0 6.2 0.71 0.88 9.26 1.21 9.92 0.00 9.92 13 13 12.2 -- -- -- -- 0.0 12.2 0.47 0.59 7.12 5.87 24.49 0.00 24.49 14 14 15.1 -- -- -- -- 0.0 15.1 0.64 0.79 6.50 3.92 20.22 0.00 20.22 15 15 10.4 -- -- -- -- 0.0 10.4 0.47 0.59 7.60 0.85 3.78 0.00 3.78 16 16 11.3 -- -- -- -- 0.0 11.3 0.69 0.87 7.33 2.38 15.15 0.00 15.15 17 17 10.9 -- -- -- -- 0.0 10.9 0.61 0.76 7.45 2.67 15.11 0.00 15.11 18 18 11.1 -- -- -- -- 0.0 11.1 0.64 0.80 7.38 0.89 5.28 0.00 5.28 18A 18A 6.5 -- -- -- -- 0.0 6.5 0.78 0.98 9.12 0.35 3.10 0.00 3.10 19 19 8.0 -- -- -- -- 0.0 8.0 0.68 0.85 8.46 11.68 83.82 0.00 83.82 20 20 9.5 -- -- -- -- 0.0 9.5 0.78 0.98 7.90 4.33 33.43 0.00 33.43 21 21 13.4 -- -- -- -- 0.0 13.4 0.58 0.73 6.83 4.17 20.84 0.00 20.84 22 22 14.1 -- -- -- -- 0.0 14.1 0.62 0.77 6.69 4.91 25.30 0.00 25.30 22A 22A 16.9 -- -- -- -- 0.0 16.9 0.67 0.84 6.13 0.52 2.66 0.00 2.66 23 23 8.6 -- -- -- -- 0.0 8.6 0.59 0.74 8.20 2.01 12.17 0.00 12.17 24 24 5.0 -- -- -- -- 0.0 5.0 0.77 0.96 9.95 1.19 11.44 0.00 11.44 25 25 5.1 -- -- -- -- 0.0 5.1 0.70 0.88 9.86 0.20 1.77 0.00 1.77 26 26 5.0 -- -- -- -- 0.0 5.0 0.53 0.67 9.95 2.54 16.85 0.00 16.85 27 27 7.5 -- -- -- -- 0.0 7.5 0.67 0.84 8.66 0.32 2.32 0.00 2.32 28 28 13.2 -- -- -- -- 0.0 13.2 0.54 0.68 6.87 1.42 6.61 0.00 6.61 29 29 7.9 -- -- -- -- 0.0 7.9 0.67 0.83 8.49 5.13 36.31 0.00 36.31 30 30 6.4 -- -- -- -- 0.0 6.4 0.79 0.99 9.17 1.04 9.47 0.00 9.47 31 31 5.0 -- -- -- -- 0.0 5.0 0.62 0.78 9.95 2.67 20.66 0.00 20.66 32 32 5.0 -- -- -- -- 0.0 5.0 0.64 0.80 9.95 0.60 4.79 0.00 4.79 33 33 5.6 -- -- -- -- 0.0 5.6 0.70 0.88 9.61 0.73 6.16 0.00 6.16 34 34 6.1 -- -- -- -- 0.0 6.1 0.60 0.74 9.36 1.04 7.22 0.00 7.22 35 35 5.5 -- -- -- -- 0.0 5.5 0.64 0.80 9.67 1.06 8.14 0.00 8.14 36 36 7.2 -- -- -- -- 0.0 7.2 0.66 0.83 8.77 1.32 9.59 0.00 9.59 37 37 10.7 -- -- -- -- 0.0 10.7 0.57 0.72 7.52 2.97 15.97 0.00 15.97 38 38 19.1 -- -- -- -- 0.0 19.1 0.49 0.62 5.74 2.76 9.79 0.00 9.79 39 39 10.2 -- -- -- -- 0.0 10.2 0.44 0.55 7.65 4.70 19.70 0.00 19.70 40 40 8.7 -- -- -- -- 0.0 8.7 0.62 0.78 8.17 1.01 6.41 0.00 6.41 41 41 7.7 -- -- -- -- 0.0 7.7 0.61 0.76 8.59 2.32 15.24 0.00 15.24 42 42 6.5 -- -- -- -- 0.0 6.5 0.50 0.63 9.11 2.13 12.18 0.00 12.18 43 43 9.0 -- -- -- -- 0.0 9.0 0.59 0.74 8.06 0.53 3.17 0.00 3.17 44 44 8.5 -- -- -- -- 0.0 8.5 0.55 0.69 8.24 4.48 25.48 0.00 25.48 45 45 12.5 -- -- -- -- 0.0 12.5 0.34 0.42 7.04 1.77 5.27 0.00 5.27 46 46 12.0 -- -- -- -- 0.0 12.0 0.63 0.79 7.16 1.97 11.14 0.00 11.14 47 47 9.9 -- -- -- -- 0.0 9.9 0.55 0.69 7.75 4.68 25.01 0.00 25.01 48 48 7.7 -- -- -- -- 0.0 7.7 0.67 0.84 8.59 1.54 11.17 0.00 11.17 49 49 12.3 -- -- -- -- 0.0 12.3 0.40 0.49 7.09 1.82 6.36 0.00 6.36 50 50 12.3 -- -- -- -- 0.0 12.3 0.34 0.43 7.09 0.73 2.21 0.00 2.21 51 51 12.0 -- -- -- -- 0.0 12.0 0.25 0.31 7.15 0.16 0.36 0.00 0.36 52 52 5.4 -- -- -- -- 0.0 5.4 0.68 0.85 9.71 0.28 2.28 0.00 2.28 OS-1 OS-1 5.4 -- -- -- -- 0.0 5.4 0.62 0.77 9.71 0.59 4.40 0.00 4.40 OS-2* OS-2* 5.5 -- -- -- -- 0.0 5.5 0.62 0.77 9.66 0.59 4.37 0.00 4.37 OS-3* OS-3* 5.0 -- -- -- -- 0.0 5.0 0.77 0.97 9.95 0.34 3.22 0.00 3.22 OS-4* OS-4* 5.0 -- -- -- -- 0.0 5.0 0.79 0.98 9.95 0.47 4.57 0.00 4.57 OS-5* OS-5* 5.0 -- -- -- -- 0.0 5.0 0.77 0.96 9.95 0.51 4.88 0.00 4.88 OS-6* OS-6* 5.5 -- -- -- -- 0.0 5.5 0.77 0.97 9.64 0.27 2.50 0.00 2.50 OS-7* OS-7* 5.0 -- -- -- -- 0.0 5.0 0.78 0.97 9.95 0.47 4.53 0.00 4.53 OS-8* OS-8* 6.5 -- -- -- -- 0.0 6.5 0.79 0.98 9.12 0.09 0.83 0.00 0.83 OS-9* OS-9* 5.0 -- -- -- -- 0.0 5.0 0.81 1.00 9.95 0.68 6.80 0.00 6.80 OS-10 OS-10 23.4 -- -- -- -- 0.0 23.4 0.77 0.96 5.16 0.44 2.19 0.00 2.19 OS-11 OS-11 0.0 -- -- -- -- 0.0 0.0 0.25 0.31 13.96 2.17 9.45 0.00 N/A OS-12 OS-12 45.7 -- -- -- -- 0.0 45.7 0.25 0.31 3.43 2.12 2.27 0.00 2.27 OS-13 OS-13 N/A -- -- -- -- 0.0 0.25 0.31 FALSE 41.62 0.00 0.00 N/A Routing Flow Time (tL) Runoff Rational Method 100 Year Design Storm Sonders East 105-001 Aspen Engineering 11:45 AM 6/12/2024 Design Point Basin(s) Area (acre) Composite "C" Q2 (cfs) Q100 (cfs) 1 1 0.60 0.25 0.28 1.25 2 2 4.54 0.48 4.21 19.45 3 3 3.90 0.51 3.72 17.16 4 4 2.64 0.60 3.35 15.86 5 5 2.51 0.44 1.71 7.75 6 6 2.51 0.57 2.71 12.59 7 7 2.46 0.56 3.11 14.62 8 8 0.54 0.65 0.80 3.69 9 9 2.43 0.54 2.42 10.89 10 10 2.88 0.47 2.49 11.18 11 11 2.38 0.54 2.56 12.01 12 12 1.21 0.71 2.11 9.92 13 13 5.87 0.47 5.36 24.49 14 14 3.92 0.64 4.28 20.22 15 15 0.85 0.47 0.80 3.78 16 16 2.38 0.69 3.16 15.15 17 17 2.67 0.61 3.24 15.11 18 18 0.89 0.64 1.16 5.28 18A 18A 0.35 0.78 0.66 3.10 19 19 11.68 0.68 17.18 83.82 20 20 4.33 0.78 6.76 33.43 21 21 4.17 0.58 4.48 20.84 22 22 4.91 0.62 5.50 25.30 22A 22A 0.52 0.67 0.59 2.66 23 23 2.01 0.59 2.56 12.17 24 24 1.19 0.77 2.62 11.44 25 25 0.20 0.70 0.35 1.77 26 26 2.54 0.53 3.78 16.85 27 27 0.32 0.67 0.49 2.32 28 28 1.42 0.54 1.43 6.61 29 29 5.13 0.67 7.53 36.31 30 30 1.04 0.79 1.86 9.47 31 31 2.67 0.62 4.47 20.66 32 32 0.60 0.64 1.04 4.79 33 33 0.73 0.70 1.24 6.16 34 34 1.04 0.60 1.52 7.22 35 35 1.06 0.64 1.69 8.14 36 36 1.32 0.66 1.97 9.59 37 37 2.97 0.57 3.39 15.97 38 38 2.76 0.49 2.25 9.79 39 39 4.70 0.44 4.27 19.70 40 40 1.01 0.62 1.35 6.41 Sonders East 105-001 Developed Site Hydrology ASPEN ENGINEERING 9:32 AM 6/13/2024 Design Point Basin(s) Area (acre) Composite "C" Q2 (cfs) Q100 (cfs) Sonders East 105-001 Developed Site Hydrology 41 41 2.32 0.61 3.15 15.24 42 42 2.13 0.50 2.67 12.18 43 43 0.53 0.59 0.66 3.17 44 44 4.48 0.55 5.39 25.48 45 45 1.77 0.34 1.19 5.27 46 46 1.97 0.63 2.47 11.14 47 47 4.68 0.55 5.30 25.01 48 48 1.54 0.67 2.43 11.17 49 49 1.82 0.40 1.49 6.36 50 50 0.73 0.34 0.51 2.21 51 51 0.16 0.25 0.09 0.36 52 52 0.28 0.68 0.43 2.28 OFF-SITE BASINS * Basins in Development Boundary OS-1 OS-1 0.59 0.62 0.92 4.40 OS-2* OS-2* 0.34 0.77 0.74 4.37 OS-3* OS-3* 0.47 0.79 1.03 3.22 OS-4* OS-4* 0.51 0.77 1.07 4.57 OS-5* OS-5* 0.27 0.77 0.59 4.88 OS-6* OS-6* 0.47 0.78 0.96 2.50 OS-7* OS-7* 0.09 0.79 0.21 4.53 OS-8* OS-8* 0.68 0.81 1.37 0.83 OS-9* OS-9* 0.44 0.77 0.94 6.80 OS-10 OS-10 2.17 0.25 0.57 2.19 OS-11 OS-11 2.12 0.25 N/A N/A OS-12 OS-12 41.62 0.25 5.81 2.27 OS-13 OS-13 7.34 0.25 N/A N/A 30ft Wide Road Gutter Geome[rv: Mawmum Alloveable�Vldth for Spread Behlnd Curb Ts,,ck= 25.0 k Side Slope Behind Curb(leave blankfor no conveyance credit behind curb) Sgpp�= 0.020 k/k Manning's Roughness Behind Curb(rypically between 0.012 and 0.020) neA�= 0.020 Height of Curb at Gutter Flow Line H��= 6.00 inches Distance from Curb Face to Street Crown T�o�= 15.0 ft Gutter Width W= 1.17 k Street Trans�erse Slope Sx= 0.020 k/ft Gutter Cross Slope(typically 2 inches over 24 inches or 0.083 ft/ft) S��;= 0.083 ft/ft Street longitudinal Slope-Enter 0 for sump condition So= 0.005 k/k Manning's Roughness for Street Section(rypically beNaeen 0.012 and 0.020) nsrReer= 0.016 Minor Storm Major Storm Max.Allowable Spread for Minor&Major Storm TMax= 15.0 15.0 ft Max.Alloveable Depth at Gutter Flovrline for Minor&Major Storm dMA%= 6.O 12.0 Inches Allow Flova Depth at Street Crov+n(check box for yes,leave biank for no) , � MINOR STORM Allowable Capaaty is based on Spread Cnterwn Minor Storm Major Storm MAl(�D CTl1DM eu..,.,.tiio r�����w,c�ti��o.t,...no..�ti r.�m.�..� n.. - c� c�a .�fo 36ft Wide Road Gutter Geome[rv: Mawmum Allovaable Width for Spread Behind Curb TSACK= 25.0 ft Side Slope Behind Curb(leave blank for na conveyance credit behind curb) SeAp�= 0.020 R/ft Manning's Roughness Behind Curb(typically beN�een 0.012 and 0.020) n¢Ap�= 0.020 Height of Curb at Gutter Flow Line H��= 6.00 inches Distance from Curb Face to Street Crown T�ovm= 18.0 ft Gutter Width W= 1.17 k Street Trans�erse Slope Sx= 0.020 fx/k Gutter Cross Slope(typfcally 2 inches over 24 inches or 0.083 ft/ft) Svr= 0.083 R/R Street Longitudfnal Slope-Enter 0 for sump condition So= 0.005 ft/ft Manning's Roughness for Street Sedion(typically beNaeen 0.012 and 0.020) ns-REE-= 0.016 Minor Storm Major Storm Max Allovaable Spread for Minor&Major Storm Th��z= 18.0 18.0 k Max.Allovaable Depth at Gutter Flov✓line for Minor&Major Storm d�.,Ax= 6.0 12.0 inches Allovr Fiov✓Depth at Street Crown(check box for yes,leave blank for no) r � I f•1ItlOR�TOnh'.�.I;a:rable Capac�N i�Lase�on�precd C��±er:cr. Minor Storm Ma or Storm A1A.lOR STORM r;llov.able CaoaaN is based on Deoth Cntenon O�u.....= 8.4 89.8 efs 100-yr 2-yr Min Slope 100-yr 2-yr Sternwheeler Court Basin-02 28.77 4.35 30 ft 0.50% 81.4 5.2 Basin-03 26.91 4.26 30 ft 0.50% 81.4 5.2 Basin-07 19 3.19 30 ft 0.50% 81.4 5.2 Grassland Road St-320a 32.19 2.75 36 ft 0.50% 89.8 8.4 St-321a 26.92 2.43 36 ft 0.50% 89.8 8.4 St-320c 22.43 2.84 37 ft 0.50% 89.8 8.4 St-321b 22.12 3.12 38 ft 0.50% 89.8 8.4 St-204f 46.46 5.68 39 ft 0.50% 89.8 8.4 Nature Parkway Basin-06 21.18 3.46 30 ft 0.50% 81.4 5.2 St-205d 15.21 2.49 31 ft 0.50% 81.4 5.2 St-205e 9.76 1.76 32 ft 0.50% 81.4 5.2 Meadowlark Road St-207c 0 0 36 ft 0.50% 89.8 8.4 St-207b 12.26 1.16 36 ft 0.50% 89.8 8.4 St-208a 12.5 1.77 36 ft 0.50% 89.8 8.4 Basin-14 33.96 6.41 36 ft 0.50% 89.8 8.4 St-203d 16.76 2.36 36 ft 0.50% 89.8 8.4 St-203c 40.61 6.05 36 ft 0.50% 89.8 8.4 P-201a 5.52 0.79 36 ft 0.50% 89.8 8.4 St-203h 29.71 3.73 36 ft 0.50% 89.8 8.4 St-202m 2.91 0.62 36 ft 0.50% 89.8 8.4 St-202l 4.65 0.74 36 ft 0.50% 89.8 8.4 St-212b 6.46 1.22 36 ft 0.50% 89.8 8.4 St-212a 5.56 0.98 36 ft 0.50% 89.8 8.4 Parkland Road St-203e 17.85 3.28 36 ft 0.50% 89.8 8.4 Pathway Road St-203b 20.79 3.58 36 ft 0.50% 89.8 8.4 Walking Stick Way St-203h 29.71 3.73 36 ft 0.50% 89.8 8.4 Morning Star Drive St-202g 66.67 7.74 36 ft 0.50% 89.8 8.4 St-202k 10.38 1.4 36 ft 0.50% 89.8 8.4 Sternwheeler Drive St-202i 40.28 8.4 36 ft 0.50% 89.8 8.4 St-1310a 2.85 0.51 36 ft 0.50% 89.8 8.4 Fairwater Drive St-135a 1.76 0.32 36 ft 0.50% 89.8 8.4 St-136a 10.98 2.42 36 ft 0.50% 89.8 8.4 Trailway Road St-133f 18.79 3.52 36 ft 0.50% 89.8 8.4 Stardust Way St-133e 9.21 1.68 36 ft 0.50% 89.8 8.4 St-133g 11.01 1.98 36 ft 0.50% 89.8 8.4 Wellness Road St-131f 29.55 4.68 36 ft 0.50% 89.8 8.4 St-131b 29.86 4.62 36 ft 0.50% 89.8 8.4 Clipper Way St-121a 2.96 0.43 36 ft 0.50% 89.8 8.4 Greenspace Way St-122b 33.87 5.3 30 ft 0.50% 89.8 8.4 Field View Road St-112a 23.78 2.94 30 ft 0.50% 89.8 8.4 High Meadow Road St-126 13.56 1.82 36 ft 0.50% 89.8 8.4 Street Capacity Max Design Flow Half Street CapacityStreet Basin or Link Street Width 32 APPENDIX C 33 SWMM EXHIBIT AND PC SWMM/ EPA SWMM MODEL Subcatchment Runoff Summary Total Total Total Total Imperv Precip Runon Evap Infil Runoff Subcatchment in in in in in Basin-01 3.67 0.00 0.00 1.41 0.00 Basin-02 3.67 0.00 0.00 0.98 1.22 Basin-03 3.67 0.00 0.00 0.90 1.39 Basin-04 3.67 0.00 0.00 0.68 1.92 Basin-05 3.67 0.00 0.00 0.97 1.05 Basin-06 3.67 0.00 0.00 0.72 1.74 Basin-07 3.67 0.00 0.00 0.78 1.65 Basin-08 3.67 0.00 0.00 0.56 2.11 basin-09 3.67 0.00 0.00 0.86 1.54 Basin-10 3.67 0.00 0.00 0.97 1.20 Basin-11 3.67 0.00 0.00 0.83 1.57 Basin-12 3.67 0.00 0.00 0.43 2.46 Basin-13 3.67 0.00 0.00 1.08 1.18 Basin-14 3.67 0.00 0.00 0.59 2.09 Basin-15 3.67 0.00 0.00 0.94 1.22 Basin-16 3.67 0.00 0.00 0.47 2.39 Basin-17 3.67 0.00 0.00 0.65 1.95 Basin-18 3.67 0.00 0.00 0.59 2.06 Basin-18A 3.67 0.00 0.00 0.30 2.81 Basin-19 3.67 0.00 0.00 0.52 2.35 Basin-20 3.67 0.00 0.00 0.28 2.89 Basin-21 3.67 0.00 0.00 0.73 1.81 Basin-22 3.67 0.00 0.00 0.67 1.99 Basin-22A 3.67 0.00 0.00 0.53 2.27 Sonders East -100yr SWMM 5.1 Page 1 Total Total Total Total Imperv Precip Runon Evap Infil Runoff Subcatchment in in in in in Basin-23 3.67 0.00 0.00 0.70 1.82 Basin-24 3.67 0.00 0.00 0.30 2.82 Basin-25 3.67 0.00 0.00 0.46 2.39 Basin-26 3.67 0.00 0.00 0.83 1.55 Basin-27 3.67 0.00 0.00 0.52 2.21 Basin-28 3.67 0.00 0.00 0.77 1.63 Basin-29 3.67 0.00 0.00 0.54 2.29 Basin-30 3.67 0.00 0.00 0.23 3.00 Basin-31 3.67 0.00 0.00 0.66 2.01 Basin-32 3.67 0.00 0.00 0.58 2.07 Basin-33 3.67 0.00 0.00 0.45 2.42 Basin-34 3.67 0.00 0.00 0.64 1.92 Basin-35 3.67 0.00 0.00 0.58 2.10 Basin-36 3.67 0.00 0.00 0.52 2.24 Basin-37 3.67 0.00 0.00 0.74 1.74 Basin-38 3.67 0.00 0.00 0.98 1.31 Basin-39 3.67 0.00 0.00 0.97 1.04 Basin-40 3.67 0.00 0.00 0.61 2.01 Basin-41 3.67 0.00 0.00 0.65 1.95 Basin-42 3.67 0.00 0.00 0.89 1.40 Basin-43 3.67 0.00 0.00 0.73 1.79 Basin-44 3.67 0.00 0.00 0.77 1.64 Basin-45 3.67 0.00 0.00 1.38 0.49 Basin-46 3.67 0.00 0.00 0.59 2.03 Basin-47 3.67 0.00 0.00 0.80 1.62 Sonders East -100yr SWMM 5.1 Page 2 Total Total Total Total Imperv Precip Runon Evap Infil Runoff Subcatchment in in in in in Basin-48 3.67 0.00 0.00 0.52 2.29 Basin-49 3.67 0.00 0.00 1.07 0.81 Basin-50 3.67 0.00 0.00 1.24 0.51 Basin-51 3.67 0.00 0.00 0.51 2.27 Basin-OS-01 3.67 0.00 0.00 0.66 1.93 Basin-OS-02 3.67 0.00 0.00 0.32 2.74 Basin-OS-03 3.67 0.00 0.00 0.32 2.82 Basin-OS-04 3.67 0.00 0.00 0.33 2.74 Basin-OS-05 3.67 0.00 0.00 0.32 2.75 Basin-OS-06 3.67 0.00 0.00 0.32 2.77 Basin-OS-07 3.67 0.00 0.00 0.29 2.83 Basin-OS-08 3.67 0.00 0.00 0.25 2.93 Basin-OS-09 3.67 0.00 0.00 0.33 2.74 Basin-OS-10&11 3.67 0.00 0.00 1.37 0.00 LIND-1 3.67 0.00 0.00 1.13 1.94 OS-12 3.67 0.00 0.00 1.97 0.00 OS-13 3.67 0.00 0.00 1.88 0.00 Sonders East -100yr SWMM 5.1 Page 3 Subcatchment Runoff Summary Perv Total Total Peak Runoff Runoff Runoff Runoff Runoff Subcatchment in in 10^6 gal CFS Coeff Basin-01 2.29 2.29 0.04 3.83 0.623 Basin-02 1.46 2.68 0.33 28.77 0.731 Basin-03 1.37 2.76 0.29 26.91 0.753 Basin-04 1.05 2.97 0.21 20.34 0.809 Basin-05 1.66 2.71 0.18 21.95 0.738 Basin-06 1.20 2.93 0.20 21.18 0.800 Basin-07 1.23 2.88 0.19 19.00 0.785 Basin-08 0.98 3.09 0.05 5.15 0.842 basin-09 1.26 2.80 0.18 16.19 0.763 Basin-10 1.49 2.69 0.21 19.29 0.734 Basin-11 1.26 2.83 0.18 17.02 0.772 Basin-12 0.75 3.22 0.11 11.80 0.876 Basin-13 1.40 2.58 0.41 30.20 0.703 Basin-14 0.97 3.06 0.33 33.96 0.834 Basin-15 1.51 2.73 0.06 6.29 0.743 Basin-16 0.78 3.18 0.21 21.54 0.865 Basin-17 1.05 3.00 0.22 22.03 0.817 Basin-18 1.00 3.06 0.07 8.09 0.834 Basin-18A 0.53 3.34 0.03 3.45 0.910 Basin-19 0.77 3.12 0.99 89.77 0.850 Basin-20 0.47 3.36 0.40 41.12 0.916 Basin-21 1.12 2.93 0.33 31.70 0.798 Basin-22 1.00 2.98 0.40 36.61 0.813 Basin-22A 0.85 3.12 0.04 4.41 0.849 Sonders East -100yr SWMM 5.1 Page 4 Perv Total Total Peak Runoff Runoff Runoff Runoff Runoff Subcatchment in in 10^6 gal CFS Coeff Basin-23 1.14 2.96 0.16 16.64 0.806 Basin-24 0.51 3.34 0.11 11.55 0.910 Basin-25 0.80 3.19 0.02 1.93 0.869 Basin-26 1.28 2.83 0.20 18.28 0.771 Basin-27 0.92 3.13 0.03 3.09 0.852 Basin-28 1.26 2.89 0.11 11.72 0.789 Basin-29 0.82 3.11 0.43 40.84 0.847 Basin-30 0.40 3.40 0.10 10.31 0.928 Basin-31 0.98 2.99 0.22 19.99 0.816 Basin-32 1.00 3.07 0.05 5.60 0.837 Basin-33 0.77 3.20 0.06 7.02 0.872 Basin-34 1.09 3.01 0.09 9.45 0.821 Basin-35 0.97 3.07 0.09 9.47 0.837 Basin-36 0.89 3.13 0.11 12.21 0.852 Basin-37 1.17 2.91 0.23 23.14 0.794 Basin-38 1.37 2.68 0.20 16.33 0.731 Basin-39 1.67 2.71 0.35 42.30 0.740 Basin-40 1.04 3.05 0.08 9.37 0.831 Basin-41 1.05 3.00 0.19 19.21 0.818 Basin-42 1.37 2.77 0.16 14.73 0.754 Basin-43 1.14 2.93 0.04 4.06 0.797 Basin-44 1.24 2.89 0.35 35.30 0.786 Basin-45 1.80 2.29 0.11 6.75 0.624 Basin-46 1.03 3.06 0.16 18.53 0.834 Basin-47 1.23 2.86 0.36 34.33 0.779 Sonders East -100yr SWMM 5.1 Page 5 Perv Total Total Peak Runoff Runoff Runoff Runoff Runoff Subcatchment in in 10^6 gal CFS Coeff Basin-48 0.84 3.13 0.13 13.16 0.852 Basin-49 1.81 2.62 0.13 15.27 0.713 Basin-50 1.93 2.44 0.05 4.35 0.665 Basin-51 0.87 3.14 0.04 4.15 0.856 Basin-OS-01 1.07 3.00 0.05 4.93 0.817 Basin-OS-02 0.58 3.32 0.03 3.38 0.905 Basin-OS-03 0.49 3.32 0.04 3.95 0.904 Basin-OS-04 0.57 3.31 0.05 4.96 0.902 Basin-OS-05 0.57 3.31 0.02 2.63 0.903 Basin-OS-06 0.55 3.32 0.04 4.58 0.905 Basin-OS-07 0.51 3.34 0.01 0.88 0.911 Basin-OS-08 0.45 3.38 0.06 6.70 0.920 Basin-OS-09 0.57 3.31 0.04 4.28 0.902 Basin-OS-10&11 2.34 2.34 0.27 35.17 0.638 LIND-1 0.56 2.50 3.02 138.68 0.682 OS-12 1.70 1.70 1.92 60.09 0.464 OS-13 1.79 1.79 0.36 12.41 0.489 Sonders East -100yr SWMM 5.1 Page 6 Link Flow Summary Maximum Day of Hour of Maximum |Flow| Maximum Maximum |Velocity| Link Type CFS Flow Flow ft/sec B-15 CHANNEL 6.16 0 00:40 1.60 B-19 CONDUIT 87.85 0 00:40 3.25 B-OS-12 CONDUIT 57.71 0 00:55 3.57 LIND1 CONDUIT 0.00 0 00:00 0.00 P-111 CONDUIT 37.36 0 00:43 7.61 P-121 CONDUIT 53.08 0 00:41 8.23 P-122 CONDUIT 50.25 0 00:41 17.36 P-122a CONDUIT 33.84 0 00:40 11.40 P-123 CONDUIT 19.51 0 00:43 6.70 P-124 CONDUIT 13.53 0 00:42 6.25 P-125 CONDUIT 13.56 0 00:42 7.65 P-131 CONDUIT 164.76 0 00:42 18.46 P-1310 CONDUIT 24.60 0 00:40 11.25 P-1311 CONDUIT 21.76 0 00:40 9.67 P-131a CONDUIT 29.82 0 00:42 6.08 P-131e CONDUIT 29.50 0 00:41 6.01 P-132 CONDUIT 108.83 0 00:42 12.23 P-133 CONDUIT 109.08 0 00:42 13.56 P-133a CONDUIT 34.14 0 00:42 9.02 P-133b CONDUIT 11.00 0 00:41 5.56 P-133c CONDUIT 23.89 0 00:42 9.17 P-134 CONDUIT 75.50 0 00:41 10.71 P-135 CONDUIT 43.68 0 00:42 6.90 P-136 CONDUIT 44.00 0 00:41 12.95 Sonders East -100yr SWMM 5.1 Page 1 Maximum Day of Hour of Maximum |Flow| Maximum Maximum |Velocity| Link Type CFS Flow Flow ft/sec P-137 CONDUIT 34.21 0 00:41 16.35 P-138 CONDUIT 34.28 0 00:41 3.85 P-139 CONDUIT 24.23 0 00:41 2.16 P-201 CONDUIT 198.18 0 00:45 16.16 P-201a CHANNEL 5.52 0 00:43 0.94 P-202 CONDUIT 192.86 0 00:45 11.24 P-202a CONDUIT 65.32 0 00:48 5.79 P-202c CONDUIT 2.91 0 00:41 6.43 P-202d CONDUIT 63.27 0 00:48 6.71 P-202e CONDUIT 54.55 0 00:51 7.72 P-202f CONDUIT 10.37 0 00:44 3.30 P-203 CONDUIT 35.27 0 00:56 23.43 P-204 CONDUIT 96.26 0 00:44 8.39 P-204a CONDUIT 49.29 0 00:44 7.98 P-204b CONDUIT 45.20 0 00:45 8.62 P-204c CONDUIT 6.11 0 00:40 3.46 P-204d CONDUIT 4.20 0 00:41 1.73 P-204e CONDUIT 42.04 0 00:46 9.12 P-204g CHANNEL 4.20 0 00:41 1.40 P-205 CONDUIT 47.73 0 00:43 5.72 P-205a CONDUIT 24.96 0 00:41 4.61 P-205b CONDUIT 15.20 0 00:41 7.35 P-205c CONDUIT 9.76 0 00:41 3.51 P-206 CONDUIT 24.39 0 00:44 6.43 P-207 CONDUIT 12.26 0 00:45 7.51 Sonders East -100yr SWMM 5.1 Page 2 Maximum Day of Hour of Maximum |Flow| Maximum Maximum |Velocity| Link Type CFS Flow Flow ft/sec P-208 CONDUIT 12.50 0 00:43 8.86 P-211 CONDUIT 11.91 0 00:40 9.62 P-212 CONDUIT 5.48 0 00:40 3.10 P-320 CONDUIT 29.24 0 00:38 9.34 P-321 CONDUIT 54.91 0 01:55 17.48 S-100 CONDUIT 35.65 0 00:46 4.49 S-101 CONDUIT 35.80 0 00:45 2.60 S-102 CONDUIT 33.79 0 00:42 2.22 S-110 CONDUIT 37.31 0 00:43 1.10 S-120 CONDUIT 52.96 0 00:42 1.55 S-130 CONDUIT 164.76 0 00:42 8.91 S-1312 CONDUIT 21.76 0 00:40 4.51 S-1313 CONDUIT 4.20 0 00:40 1.43 S-140 CONDUIT 13.07 0 00:42 3.44 S-150 CONDUIT 15.56 0 00:43 0.66 S-151 CONDUIT 9.33 0 00:41 2.69 S-152 CONDUIT 10.10 0 00:40 3.45 S-200 CONDUIT 198.14 0 00:45 4.82 S-210 CONDUIT 10.55 0 00:42 0.48 S-301 CONDUIT 34.22 0 00:45 1.43 S-302 CONDUIT 35.21 0 00:43 2.65 S-302a CONDUIT 3.28 0 00:40 1.48 S-303 CONDUIT 0.00 0 00:00 0.00 S-310 CONDUIT 20.94 0 00:40 1.58 St-111a CHANNEL 3.69 0 00:41 1.13 Sonders East -100yr SWMM 5.1 Page 3 Maximum Day of Hour of Maximum |Flow| Maximum Maximum |Velocity| Link Type CFS Flow Flow ft/sec St-112 CONDUIT 34.34 0 00:44 7.00 St-112a CHANNEL 23.78 0 00:43 2.32 St-112b CHANNEL 11.74 0 00:41 1.98 St-121a CHANNEL 2.96 0 00:43 1.00 St-122b CHANNEL 33.87 0 00:40 2.81 St-123a CONDUIT 6.58 0 00:40 4.26 St-126 CHANNEL 13.56 0 00:42 1.69 St-1310a CHANNEL 2.85 0 00:40 1.21 St-131b CHANNEL 29.86 0 00:42 2.78 St-131c CHANNEL 17.96 0 00:40 1.85 St-131d CHANNEL 14.68 0 00:41 1.59 St-131f CHANNEL 29.55 0 00:41 2.81 St-131g CHANNEL 8.76 0 00:40 0.79 St-131h CHANNEL 22.33 0 00:40 2.30 St-133d CHANNEL 23.89 0 00:42 1.63 St-133e CHANNEL 9.21 0 00:40 1.72 St-133f CHANNEL 18.79 0 00:40 1.35 St-133g CHANNEL 11.01 0 00:40 1.98 St-134a CONDUIT 40.48 0 00:40 8.38 St-135a CHANNEL 1.76 0 00:40 1.41 St-136a CHANNEL 10.98 0 00:40 2.17 St-141 CHANNEL 14.18 0 00:40 2.07 St-150a CONDUIT 9.23 0 00:40 2.95 St-202g CHANNEL 66.67 0 00:45 2.70 St-202h CHANNEL 35.92 0 00:43 1.63 Sonders East -100yr SWMM 5.1 Page 4 Maximum Day of Hour of Maximum |Flow| Maximum Maximum |Velocity| Link Type CFS Flow Flow ft/sec St-202i CHANNEL 40.28 0 00:40 2.14 St-202j CHANNEL 5.41 0 00:41 1.32 St-202k CHANNEL 10.38 0 00:44 1.30 St-202l CHANNEL 4.65 0 00:41 1.51 St-202m CHANNEL 2.91 0 00:41 0.82 St-203a CHANNEL 35.12 0 00:37 2.15 St-203b CHANNEL 20.79 0 00:40 1.13 St-203c CHANNEL 40.61 0 00:42 1.61 St-203d CHANNEL 16.76 0 00:44 0.81 St-203e CHANNEL 17.85 0 00:41 1.17 St-203f CHANNEL 0.50 0 00:43 0.17 St-203h CHANNEL 29.71 0 00:40 1.76 St-204f CHANNEL 46.46 0 00:41 2.66 St-204g CHANNEL 3.55 0 00:42 0.40 St-204h CHANNEL 18.16 0 00:43 1.37 St-204i CHANNEL 18.87 0 00:42 1.71 St-204j CHANNEL 2.03 0 00:42 0.33 St-205d CHANNEL 15.21 0 00:41 1.99 St-205e CHANNEL 9.76 0 00:41 1.72 St-207b CHANNEL 12.26 0 00:45 1.64 St-207c CHANNEL 0.00 0 00:00 0.00 St-207d CHANNEL 4.30 0 00:42 1.04 St-208a CHANNEL 12.50 0 00:43 1.74 St-212a CONDUIT 5.56 0 00:40 5.95 St-212b CHANNEL 6.46 0 00:40 1.38 Sonders East -100yr SWMM 5.1 Page 5 Maximum Day of Hour of Maximum |Flow| Maximum Maximum |Velocity| Link Type CFS Flow Flow ft/sec St-320a CHANNEL 32.02 0 00:41 1.76 St-320b CHANNEL 6.68 0 00:43 0.68 St-320c CHANNEL 22.23 0 00:39 1.82 St-321a CHANNEL 26.35 0 00:39 1.64 St-321b CHANNEL 22.04 0 00:38 1.68 C131 ORIFICE 2.26 0 02:39 C132 ORIFICE 9.15 0 02:07 Pond200-Orifice ORIFICE 20.16 0 02:17 Sonders East -100yr SWMM 5.1 Page 6 Link Flow Summary Max / Max / Full Full Link Flow Depth B-15 0.01 0.15 B-19 0.04 0.55 B-OS-12 0.05 0.22 LIND1 0.00 0.00 P-111 0.65 1.00 P-121 0.27 0.86 P-122 0.61 0.76 P-122a 0.63 0.92 P-123 0.65 0.62 P-124 0.23 0.46 P-125 0.25 0.39 P-131 1.15 0.70 P-1310 0.53 0.46 P-1311 0.84 0.67 P-131a 0.19 1.00 P-131e 0.36 1.00 P-132 0.76 0.90 P-133 1.03 0.81 P-133a 0.37 0.72 P-133b 0.22 0.63 P-133c 0.44 0.78 P-134 1.47 1.00 P-135 0.51 0.91 P-136 0.34 0.70 Sonders East -100yr SWMM 5.1 Page 7 Max / Max / Full Full Link Flow Depth P-137 0.11 0.40 P-138 0.04 0.20 P-139 0.03 0.23 P-201 1.25 0.60 P-201a 0.01 0.17 P-202 0.75 0.82 P-202a 0.78 0.91 P-202c 0.12 0.62 P-202d 0.91 0.97 P-202e 0.43 1.00 P-202f 0.35 1.00 P-203 0.65 1.00 P-204 0.67 0.86 P-204a 0.66 0.86 P-204b 0.62 0.71 P-204c 0.34 1.00 P-204d 0.14 0.86 P-204e 0.43 0.89 P-204g 0.00 0.13 P-205 0.56 0.64 P-205a 0.38 0.56 P-205b 0.15 0.69 P-205c 0.48 0.83 P-206 0.26 0.55 P-207 0.90 0.87 Sonders East -100yr SWMM 5.1 Page 8 Max / Max / Full Full Link Flow Depth P-208 0.48 0.74 P-211 0.82 0.67 P-212 0.44 1.00 P-320 1.25 1.00 P-321 2.06 1.00 S-100 0.02 0.18 S-101 0.07 0.27 S-102 0.05 0.30 S-110 0.01 0.47 S-120 0.02 0.47 S-130 0.08 0.32 S-1312 0.01 0.13 S-1313 0.00 0.09 S-140 0.01 0.11 S-150 0.00 0.26 S-151 0.01 0.10 S-152 0.00 0.09 S-200 0.10 0.63 S-210 0.01 0.52 S-301 0.03 0.52 S-302 0.06 0.26 S-302a 0.00 0.19 S-303 0.00 0.17 S-310 0.01 0.51 St-111a 0.00 0.14 Sonders East -100yr SWMM 5.1 Page 9 Max / Max / Full Full Link Flow Depth St-112 0.67 1.00 St-112a 0.02 0.22 St-112b 0.01 0.18 St-121a 0.00 0.13 St-122b 0.03 0.24 St-123a 0.00 0.05 St-126 0.02 0.20 St-1310a 0.00 0.12 St-131b 0.02 0.23 St-131c 0.02 0.22 St-131d 0.01 0.22 St-131f 0.02 0.23 St-131g 0.03 0.23 St-131h 0.02 0.22 St-133d 0.05 0.27 St-133e 0.01 0.24 St-133f 0.02 0.27 St-133g 0.01 0.17 St-134a 0.01 0.13 St-135a 0.00 0.09 St-136a 0.01 0.16 St-141 0.01 0.19 St-150a 0.01 0.09 St-202g 0.09 0.37 St-202h 0.06 0.34 Sonders East -100yr SWMM 5.1 Page 10 Max / Max / Full Full Link Flow Depth St-202i 0.06 0.31 St-202j 0.00 0.22 St-202k 0.02 0.20 St-202l 0.00 0.25 St-202m 0.01 0.14 St-203a 0.06 0.80 St-203b 0.03 0.47 St-203c 0.06 0.57 St-203d 0.12 0.37 St-203e 0.02 0.28 St-203f 0.00 0.14 St-203h 0.05 0.53 St-204f 0.05 0.37 St-204g 0.00 0.21 St-204h 0.02 0.26 St-204i 0.03 0.23 St-204j 0.00 0.18 St-205d 0.02 0.20 St-205e 0.01 0.17 St-207b 0.02 0.19 St-207c 0.00 0.11 St-207d 0.01 0.15 St-208a 0.01 0.19 St-212a 0.54 0.52 St-212b 0.01 0.16 Sonders East -100yr SWMM 5.1 Page 11 Max / Max / Full Full Link Flow Depth St-320a 0.05 0.50 St-320b 0.01 0.22 St-320c 0.03 0.46 St-321a 0.04 0.50 St-321b 0.03 0.57 C131 1.00 C132 1.00 Pond200-Orifice 1.00 Sonders East -100yr SWMM 5.1 Page 12 Node Inflow Summary Maximum Maximum Lateral Total Day of Hour of Inflow Inflow Maximum Maximum Node Type CFS CFS Inflow Inflow B--05 JUNCTION 21.95 21.95 0 00:40 B-15 JUNCTION 6.29 6.29 0 00:40 B-19 JUNCTION 89.77 89.77 0 00:40 B-OS-12 JUNCTION 60.09 60.09 0 00:50 J123 JUNCTION 21.18 21.18 0 00:40 J81 JUNCTION 0.00 29.86 0 00:42 J92 JUNCTION 0.00 33.87 0 00:40 J97 JUNCTION 35.30 35.30 0 00:40 LIND1 JUNCTION 0.00 0.00 0 00:00 P-111 JUNCTION 0.00 37.37 0 00:43 P-121 JUNCTION 0.00 53.09 0 00:41 P-122 JUNCTION 0.00 50.50 0 00:41 P-123 JUNCTION 0.00 19.81 0 00:42 P-124 JUNCTION 0.00 13.56 0 00:42 P-125 JUNCTION 0.00 13.56 0 00:42 P-131 JUNCTION 0.00 167.00 0 00:42 P-1310 JUNCTION 0.00 24.60 0 00:40 P-1311 JUNCTION 0.00 21.76 0 00:40 P-131e JUNCTION 0.00 29.55 0 00:41 P-132 JUNCTION 0.00 109.08 0 00:42 P-133 JUNCTION 0.00 109.49 0 00:41 P-133a JUNCTION 0.00 34.14 0 00:42 P-133b JUNCTION 0.00 11.01 0 00:40 P-133c JUNCTION 0.00 23.89 0 00:42 Sonders East -100yr SWMM 5.1 Page 1 Maximum Maximum Lateral Total Day of Hour of Inflow Inflow Maximum Maximum Node Type CFS CFS Inflow Inflow P-134 JUNCTION 0.00 79.20 0 00:40 P-135 JUNCTION 0.00 45.72 0 00:41 P-136 JUNCTION 0.00 44.43 0 00:41 P-137 JUNCTION 0.00 34.28 0 00:41 P-138 JUNCTION 11.72 34.97 0 00:40 P-139 JUNCTION 0.00 24.60 0 00:40 P-200 JUNCTION 0.00 198.18 0 00:45 P-201 JUNCTION 0.00 198.04 0 00:45 P-201a JUNCTION 8.09 8.09 0 00:40 P-202 JUNCTION 0.00 192.76 0 00:45 P-202b JUNCTION 0.00 64.75 0 00:48 P-202c JUNCTION 0.00 2.91 0 00:41 P-202d JUNCTION 0.00 63.26 0 00:48 P-202e JUNCTION 0.00 69.24 0 00:45 P-202f JUNCTION 0.00 10.38 0 00:44 P-203 JUNCTION 0.00 62.26 0 00:37 P-204 JUNCTION 0.00 96.76 0 00:43 P-204a JUNCTION 0.00 49.33 0 00:44 P-204b JUNCTION 0.00 45.19 0 00:45 P-204c JUNCTION 0.00 6.16 0 00:40 P-204d JUNCTION 0.00 4.20 0 00:41 P-204e JUNCTION 0.00 46.46 0 00:41 P-204g JUNCTION 5.15 5.15 0 00:40 P-205 JUNCTION 0.00 48.12 0 00:42 P-205a JUNCTION 0.00 24.96 0 00:41 Sonders East -100yr SWMM 5.1 Page 2 Maximum Maximum Lateral Total Day of Hour of Inflow Inflow Maximum Maximum Node Type CFS CFS Inflow Inflow P-205b JUNCTION 0.00 15.21 0 00:41 P-205c JUNCTION 0.00 9.76 0 00:41 P-206 JUNCTION 0.00 24.40 0 00:44 P-207 JUNCTION 0.00 12.26 0 00:45 P-208 JUNCTION 0.00 12.50 0 00:43 P-210 JUNCTION 0.00 11.91 0 00:40 P-211 JUNCTION 0.00 11.89 0 00:40 P-212 JUNCTION 0.00 5.56 0 00:40 P-320 JUNCTION 0.00 64.32 0 00:39 P-321 JUNCTION 0.00 47.17 0 00:39 S-100 JUNCTION 0.00 35.80 0 00:45 S-101 JUNCTION 15.27 46.90 0 00:41 S-102 JUNCTION 42.30 42.30 0 00:40 S-110 JUNCTION 0.00 37.36 0 00:43 S-120 JUNCTION 0.00 53.08 0 00:41 S-130 JUNCTION 0.00 164.76 0 00:42 S-1312 JUNCTION 18.28 22.44 0 00:40 S-1313 JUNCTION 4.28 4.28 0 00:40 S-140 JUNCTION 0.00 14.18 0 00:40 S-150 JUNCTION 0.00 18.24 0 00:40 S-151 JUNCTION 0.00 10.10 0 00:40 S-152 JUNCTION 10.31 10.31 0 00:40 S-301 JUNCTION 4.35 38.87 0 00:43 S-302 JUNCTION 39.00 42.24 0 00:40 S-302a JUNCTION 3.38 3.38 0 00:40 Sonders East -100yr SWMM 5.1 Page 3 Maximum Maximum Lateral Total Day of Hour of Inflow Inflow Maximum Maximum Node Type CFS CFS Inflow Inflow S-303 JUNCTION 0.00 0.00 0 00:00 St-111a JUNCTION 4.15 4.15 0 00:40 St-112 JUNCTION 0.00 34.62 0 00:43 St-112a JUNCTION 34.33 34.33 0 00:40 St-112b JUNCTION 13.16 13.16 0 00:40 St-121a JUNCTION 4.06 4.06 0 00:40 St-123a JUNCTION 6.75 6.75 0 00:40 St-126 JUNCTION 18.53 18.53 0 00:40 St-1310a JUNCTION 3.09 3.09 0 00:40 St-131b JUNCTION 0.00 32.48 0 00:40 St-131c JUNCTION 19.21 19.21 0 00:40 St-131d JUNCTION 16.33 16.33 0 00:40 St-131f JUNCTION 0.00 31.02 0 00:40 St-131g JUNCTION 9.37 9.37 0 00:40 St-131h JUNCTION 23.14 23.14 0 00:40 St-133d JUNCTION 0.00 27.90 0 00:40 St-133e JUNCTION 9.47 9.47 0 00:40 St-133f JUNCTION 19.99 19.99 0 00:40 St-133g JUNCTION 12.21 12.21 0 00:40 St-134a JUNCTION 40.84 40.84 0 00:40 St-135a JUNCTION 1.93 1.93 0 00:40 St-136a JUNCTION 11.55 11.55 0 00:40 St-141 JUNCTION 14.73 14.73 0 00:40 St-150a JUNCTION 9.45 9.45 0 00:40 St-202g JUNCTION 36.61 65.08 0 00:41 Sonders East -100yr SWMM 5.1 Page 4 Maximum Maximum Lateral Total Day of Hour of Inflow Inflow Maximum Maximum Node Type CFS CFS Inflow Inflow St-202h JUNCTION 0.00 45.56 0 00:40 St-202i JUNCTION 41.12 41.12 0 00:40 St-202j JUNCTION 6.70 6.70 0 00:40 St-202k JUNCTION 16.64 16.64 0 00:40 St-202l JUNCTION 4.41 4.41 0 00:40 St-202m JUNCTION 3.45 3.45 0 00:40 St-203a JUNCTION 0.00 60.44 0 00:41 St-203b JUNCTION 22.03 22.03 0 00:40 St-203c JUNCTION 33.96 41.17 0 00:40 St-203d JUNCTION 0.00 17.85 0 00:41 St-203e JUNCTION 21.54 21.91 0 00:40 St-203f JUNCTION 0.88 0.88 0 00:40 St-203h JUNCTION 31.70 31.70 0 00:40 St-204f JUNCTION 30.20 46.19 0 00:42 St-204g JUNCTION 4.58 4.58 0 00:40 St-204h JUNCTION 0.00 18.87 0 00:42 St-204i JUNCTION 19.00 20.80 0 00:40 St-204j JUNCTION 2.63 2.63 0 00:40 St-205d JUNCTION 17.02 17.02 0 00:40 St-205e JUNCTION 11.80 11.80 0 00:40 St-207b JUNCTION 19.29 19.29 0 00:40 St-207c JUNCTION 0.00 0.00 0 00:00 St-207d JUNCTION 4.96 4.96 0 00:40 St-208a JUNCTION 16.19 16.19 0 00:40 St-212a JUNCTION 5.60 5.60 0 00:40 Sonders East -100yr SWMM 5.1 Page 5 Maximum Maximum Lateral Total Day of Hour of Inflow Inflow Maximum Maximum Node Type CFS CFS Inflow Inflow St-212b JUNCTION 7.02 7.02 0 00:40 St-320a JUNCTION 28.77 33.88 0 00:40 St-320b JUNCTION 3.95 7.79 0 00:40 St-321a JUNCTION 26.91 26.91 0 00:40 St-321b JUNCTION 20.34 20.34 0 00:40 J131 OUTFALL 0.00 20.16 0 02:17 OF1 OUTFALL 0.00 57.71 0 00:55 OF2 OUTFALL 0.00 2.26 0 02:39 OF3 OUTFALL 0.00 9.15 0 02:07 OF4 OUTFALL 4.93 4.93 0 00:40 Pond100 STORAGE 0.00 311.41 0 00:42 Pond200 STORAGE 12.41 281.06 0 00:43 POND-300 STORAGE 0.00 75.77 0 00:44 Sonders East -100yr SWMM 5.1 Page 6 Node Inflow Summary Lateral Total Flow Inflow Inflow Balance Volume Volume Error Node 10^6 gal 10^6 gal % B--05 0.185 0.185 -2.373 B-15 0.0629 0.0629 0.001 B-19 0.989 0.989 -0.907 B-OS-12 1.92 1.92 0.029 J123 0.2 0.2 1.613 J81 0 0.39 0.000 J92 0 0.351 0.000 J97 0.351 0.351 0.001 LIND1 0 0 0.000 P-111 0 0.53 0.277 P-121 0 0.667 -0.004 P-122 0 0.624 -0.022 P-123 0 0.274 0.077 P-124 0 0.164 -0.038 P-125 0 0.164 -0.000 P-131 0 2.06 -0.003 P-1310 0 0.262 -0.004 P-1311 0 0.235 0.003 P-131e 0 0.319 -0.001 P-132 0 1.35 0.002 P-133 0 1.35 -0.002 P-133a 0 0.417 0.000 P-133b 0 0.112 0.001 P-133c 0 0.305 0.000 Sonders East -100yr SWMM 5.1 Page 7 Lateral Total Flow Inflow Inflow Balance Volume Volume Error Node 10^6 gal 10^6 gal % P-134 0 0.931 0.049 P-135 0 0.498 0.009 P-136 0 0.481 -0.001 P-137 0 0.373 0.017 P-138 0.112 0.373 0.009 P-139 0 0.262 -0.026 P-200 0 3.71 -0.196 P-201 0 3.71 0.001 P-201a 0.074 0.074 0.072 P-202 0 3.64 -0.005 P-202b 0 1.09 0.005 P-202c 0 0.0317 0.059 P-202d 0 1.06 0.003 P-202e 0 0.882 -1.554 P-202f 0 0.161 -0.001 P-203 0 1.08 -0.450 P-204 0 1.46 0.010 P-204a 0 0.779 -0.005 P-204b 0 0.716 0.004 P-204c 0 0.0629 -0.006 P-204d 0 0.0453 -0.008 P-204e 0 0.669 -0.237 P-204g 0.0453 0.0453 0.045 P-205 0 0.684 0.012 P-205a 0 0.289 -0.055 Sonders East -100yr SWMM 5.1 Page 8 Lateral Total Flow Inflow Inflow Balance Volume Volume Error Node 10^6 gal 10^6 gal % P-205b 0 0.183 0.000 P-205c 0 0.106 -0.000 P-206 0 0.395 0.005 P-207 0 0.21 0.001 P-208 0 0.185 0.000 P-210 0 0.113 -6.272 P-211 0 0.113 -0.003 P-212 0 0.0501 0.005 P-320 0 1.2 -0.647 P-321 0 0.508 -13.759 S-100 0 0.476 0.084 S-101 0.129 0.481 1.193 S-102 0.346 0.346 -1.652 S-110 0 0.529 2.173 S-120 0 0.667 1.286 S-130 0 2.06 0.001 S-1312 0.195 0.235 0.008 S-1313 0.0395 0.0395 -0.049 S-140 0 0.16 0.159 S-150 0 0.181 -4.513 S-151 0 0.0962 -0.093 S-152 0.0961 0.0961 -0.041 S-301 0.0483 0.39 -4.218 S-302 0.31 0.341 -0.371 S-302a 0.0307 0.0307 -0.516 Sonders East -100yr SWMM 5.1 Page 9 Lateral Total Flow Inflow Inflow Balance Volume Volume Error Node 10^6 gal 10^6 gal % S-303 0 0 0.000 St-111a 0.0375 0.0375 0.020 St-112 0 0.492 -0.200 St-112a 0.363 0.363 0.044 St-112b 0.131 0.131 1.405 St-121a 0.0421 0.0421 0.077 St-123a 0.11 0.11 -0.002 St-126 0.164 0.164 0.042 St-1310a 0.0272 0.0272 0.015 St-131b 0 0.392 0.586 St-131c 0.189 0.189 -0.720 St-131d 0.201 0.201 -0.406 St-131f 0 0.32 0.305 St-131g 0.0836 0.0836 -0.522 St-131h 0.235 0.235 -0.210 St-133d 0 0.307 0.672 St-133e 0.0884 0.0884 -0.633 St-133f 0.217 0.217 -0.630 St-133g 0.112 0.112 0.010 St-134a 0.433 0.433 -0.001 St-135a 0.0173 0.0173 0.034 St-136a 0.108 0.108 0.005 St-141 0.16 0.16 -0.154 St-150a 0.0851 0.0851 -0.100 St-202g 0.398 0.856 2.115 Sonders East -100yr SWMM 5.1 Page 10 Lateral Total Flow Inflow Inflow Balance Volume Volume Error Node 10^6 gal 10^6 gal % St-202h 0 0.463 0.919 St-202i 0.395 0.395 -0.806 St-202j 0.0624 0.0624 -3.021 St-202k 0.161 0.161 0.072 St-202l 0.044 0.044 1.216 St-202m 0.0317 0.0317 0.043 St-203a 0 0.761 0.782 St-203b 0.217 0.217 -1.464 St-203c 0.326 0.54 -0.443 St-203d 0 0.218 1.742 St-203e 0.205 0.213 -1.428 St-203f 0.00816 0.00816 5.728 St-203h 0.332 0.332 1.522 St-204f 0.411 0.672 0.387 St-204g 0.0424 0.0424 -2.710 St-204h 0 0.218 0.503 St-204i 0.192 0.217 -0.452 St-204j 0.0243 0.0243 0.061 St-205d 0.183 0.183 0.009 St-205e 0.106 0.106 0.022 St-207b 0.211 0.211 0.091 St-207c 0 0 0.000 St-207d 0.0458 0.0458 -1.845 St-208a 0.185 0.185 0.031 St-212a 0.0501 0.0501 -0.002 Sonders East -100yr SWMM 5.1 Page 11 Lateral Total Flow Inflow Inflow Balance Volume Volume Error Node 10^6 gal 10^6 gal % St-212b 0.0634 0.0634 0.009 St-320a 0.33 0.419 1.759 St-320b 0.0423 0.089 0.957 St-321a 0.293 0.293 2.720 St-321b 0.213 0.213 1.833 J131 0 3.71 0.000 OF1 0 1.92 0.000 OF2 0 0.441 0.000 OF3 0 1.57 0.000 OF4 0.048 0.048 0.000 Pond100 0 4.06 13.720 Pond200 0.357 5.2 6.485 POND-300 0 1.79 9.923 Sonders East -100yr SWMM 5.1 Page 12 Storage Volume Summary Average Average Evaporation Exfiltration Maximum Storage Volume Percent Loss Loss Volume Unit 1000 ft³ Full % % 1000 ft³ Pond100 361.681 35.9 0.0 0.0 452.268 Pond200 327.004 65.9 0.0 0.0 474.098 POND-300 58.079 51.0 0.0 0.0 102.097 Sonders East -100yr SWMM 5.1 Page 1 Storage Volume Summary Maximum Day of Hour of Maximum Storage Percent Maximum Maximum Outflow Unit Full Volume Volume CFS Pond100 44.9 0 02:39 2.26 Pond200 95.6 0 02:17 20.16 POND-300 89.7 0 02:07 9.15 Sonders East -100yr SWMM 5.1 Page 2 Subcatchment Runoff Summary Total Total Total Total Imperv Precip Runon Evap Infil Runoff Subcatchment in in in in in Basin-01 0.98 0.00 0.00 0.95 0.00 Basin-02 0.98 0.00 0.00 0.64 0.31 Basin-03 0.98 0.00 0.00 0.59 0.35 Basin-04 0.98 0.00 0.00 0.45 0.48 Basin-05 0.98 0.00 0.00 0.66 0.27 Basin-06 0.98 0.00 0.00 0.49 0.44 Basin-07 0.98 0.00 0.00 0.52 0.42 Basin-08 0.98 0.00 0.00 0.38 0.53 basin-09 0.98 0.00 0.00 0.55 0.39 Basin-10 0.98 0.00 0.00 0.64 0.30 Basin-11 0.98 0.00 0.00 0.54 0.40 Basin-12 0.98 0.00 0.00 0.29 0.62 Basin-13 0.98 0.00 0.00 0.65 0.30 Basin-14 0.98 0.00 0.00 0.40 0.53 Basin-15 0.98 0.00 0.00 0.63 0.31 Basin-16 0.98 0.00 0.00 0.32 0.60 Basin-17 0.98 0.00 0.00 0.44 0.49 Basin-18 0.98 0.00 0.00 0.40 0.52 Basin-18A 0.98 0.00 0.00 0.20 0.71 Basin-19 0.98 0.00 0.00 0.34 0.59 Basin-20 0.98 0.00 0.00 0.19 0.73 Basin-21 0.98 0.00 0.00 0.48 0.46 Basin-22 0.98 0.00 0.00 0.43 0.50 Basin-22A 0.98 0.00 0.00 0.35 0.57 Sonders East-2yr SWMM 5.1 Page 1 Total Total Total Total Imperv Precip Runon Evap Infil Runoff Subcatchment in in in in in Basin-23 0.98 0.00 0.00 0.47 0.46 Basin-24 0.98 0.00 0.00 0.20 0.71 Basin-25 0.98 0.00 0.00 0.31 0.60 Basin-26 0.98 0.00 0.00 0.55 0.39 Basin-27 0.98 0.00 0.00 0.36 0.56 Basin-28 0.98 0.00 0.00 0.52 0.41 Basin-29 0.98 0.00 0.00 0.35 0.58 Basin-30 0.98 0.00 0.00 0.15 0.76 Basin-31 0.98 0.00 0.00 0.43 0.51 Basin-32 0.98 0.00 0.00 0.40 0.53 Basin-33 0.98 0.00 0.00 0.30 0.61 Basin-34 0.98 0.00 0.00 0.44 0.49 Basin-35 0.98 0.00 0.00 0.39 0.53 Basin-36 0.98 0.00 0.00 0.35 0.57 Basin-37 0.98 0.00 0.00 0.49 0.44 Basin-38 0.98 0.00 0.00 0.61 0.33 Basin-39 0.98 0.00 0.00 0.66 0.27 Basin-40 0.98 0.00 0.00 0.41 0.51 Basin-41 0.98 0.00 0.00 0.44 0.49 Basin-42 0.98 0.00 0.00 0.59 0.35 Basin-43 0.98 0.00 0.00 0.48 0.45 Basin-44 0.98 0.00 0.00 0.52 0.42 Basin-45 0.98 0.00 0.00 0.84 0.12 Basin-46 0.98 0.00 0.00 0.41 0.51 Basin-47 0.98 0.00 0.00 0.53 0.41 Sonders East-2yr SWMM 5.1 Page 2 Total Total Total Total Imperv Precip Runon Evap Infil Runoff Subcatchment in in in in in Basin-48 0.98 0.00 0.00 0.35 0.58 Basin-49 0.98 0.00 0.00 0.73 0.20 Basin-50 0.98 0.00 0.00 0.82 0.13 Basin-51 0.98 0.00 0.00 0.35 0.57 Basin-OS-01 0.98 0.00 0.00 0.44 0.49 Basin-OS-02 0.98 0.00 0.00 0.22 0.69 Basin-OS-03 0.98 0.00 0.00 0.21 0.71 Basin-OS-04 0.98 0.00 0.00 0.22 0.69 Basin-OS-05 0.98 0.00 0.00 0.22 0.69 Basin-OS-06 0.98 0.00 0.00 0.22 0.70 Basin-OS-07 0.98 0.00 0.00 0.20 0.71 Basin-OS-08 0.98 0.00 0.00 0.17 0.74 Basin-OS-09 0.98 0.00 0.00 0.22 0.69 Basin-OS-10&11 0.98 0.00 0.00 0.93 0.00 LIND-1 0.98 0.00 0.00 0.45 0.48 OS-12 0.98 0.00 0.00 0.97 0.00 OS-13 0.98 0.00 0.00 0.97 0.00 Sonders East-2yr SWMM 5.1 Page 3 Subcatchment Runoff Summary Perv Total Total Peak Runoff Runoff Runoff Runoff Runoff Subcatchment in in 10^6 gal CFS Coeff Basin-01 0.03 0.03 0.00 0.07 0.033 Basin-02 0.01 0.32 0.04 4.35 0.328 Basin-03 0.01 0.37 0.04 4.26 0.373 Basin-04 0.01 0.50 0.04 3.85 0.506 Basin-05 0.04 0.30 0.02 2.14 0.308 Basin-06 0.02 0.46 0.03 3.46 0.469 Basin-07 0.02 0.43 0.03 3.19 0.442 Basin-08 0.02 0.56 0.01 0.91 0.572 basin-09 0.01 0.40 0.03 2.87 0.409 Basin-10 0.02 0.32 0.03 2.75 0.327 Basin-11 0.01 0.41 0.03 2.91 0.419 Basin-12 0.02 0.64 0.02 2.39 0.659 Basin-13 0.01 0.31 0.05 5.25 0.313 Basin-14 0.01 0.54 0.06 6.41 0.556 Basin-15 0.02 0.33 0.01 0.83 0.335 Basin-16 0.01 0.62 0.04 4.40 0.632 Basin-17 0.01 0.51 0.04 4.04 0.517 Basin-18 0.02 0.54 0.01 1.45 0.552 Basin-18A 0.02 0.73 0.01 0.78 0.742 Basin-19 0.01 0.60 0.19 18.47 0.612 Basin-20 0.01 0.74 0.09 9.31 0.756 Basin-21 0.01 0.47 0.05 5.80 0.479 Basin-22 0.01 0.51 0.07 7.19 0.522 Basin-22A 0.01 0.58 0.01 0.89 0.597 Sonders East-2yr SWMM 5.1 Page 4 Perv Total Total Peak Runoff Runoff Runoff Runoff Runoff Subcatchment in in 10^6 gal CFS Coeff Basin-23 0.02 0.48 0.03 2.88 0.488 Basin-24 0.01 0.73 0.02 2.61 0.742 Basin-25 0.02 0.63 0.00 0.38 0.639 Basin-26 0.01 0.41 0.03 3.08 0.415 Basin-27 0.03 0.58 0.01 0.57 0.598 Basin-28 0.02 0.43 0.02 1.84 0.441 Basin-29 0.01 0.59 0.08 8.38 0.599 Basin-30 0.01 0.77 0.02 2.48 0.790 Basin-31 0.01 0.52 0.04 3.95 0.528 Basin-32 0.02 0.55 0.01 0.99 0.559 Basin-33 0.02 0.63 0.01 1.41 0.647 Basin-34 0.02 0.51 0.01 1.59 0.520 Basin-35 0.02 0.55 0.02 1.76 0.560 Basin-36 0.02 0.58 0.02 2.34 0.598 Basin-37 0.01 0.45 0.04 4.04 0.464 Basin-38 0.01 0.34 0.03 2.79 0.349 Basin-39 0.04 0.30 0.04 4.02 0.311 Basin-40 0.02 0.53 0.01 1.62 0.543 Basin-41 0.01 0.51 0.03 3.53 0.519 Basin-42 0.01 0.37 0.02 2.35 0.377 Basin-43 0.01 0.47 0.01 0.73 0.475 Basin-44 0.02 0.43 0.05 5.81 0.442 Basin-45 0.01 0.13 0.01 0.69 0.138 Basin-46 0.02 0.54 0.03 3.21 0.551 Basin-47 0.01 0.42 0.05 5.92 0.433 Sonders East-2yr SWMM 5.1 Page 5 Perv Total Total Peak Runoff Runoff Runoff Runoff Runoff Subcatchment in in 10^6 gal CFS Coeff Basin-48 0.01 0.59 0.02 2.66 0.602 Basin-49 0.04 0.24 0.01 1.20 0.246 Basin-50 0.02 0.15 0.00 0.30 0.154 Basin-51 0.02 0.59 0.01 0.79 0.607 Basin-OS-01 0.02 0.50 0.01 0.89 0.514 Basin-OS-02 0.02 0.71 0.01 0.74 0.727 Basin-OS-03 0.01 0.72 0.01 0.83 0.731 Basin-OS-04 0.01 0.71 0.01 1.10 0.723 Basin-OS-05 0.01 0.71 0.01 0.58 0.725 Basin-OS-06 0.01 0.71 0.01 1.02 0.730 Basin-OS-07 0.01 0.73 0.00 0.20 0.744 Basin-OS-08 0.01 0.75 0.01 1.57 0.770 Basin-OS-09 0.01 0.71 0.01 0.95 0.722 Basin-OS-10&11 0.05 0.05 0.01 0.85 0.051 LIND-1 0.00 0.48 0.58 21.81 0.493 OS-12 0.00 0.00 0.00 0.55 0.004 OS-13 0.01 0.01 0.00 0.12 0.005 Sonders East-2yr SWMM 5.1 Page 6 34 APPENDIX D 35 WQCV DETENTION POND DESIGN, RATING CURVES, AND LID SIZING Pond 100-yr WSEl Volume (ac- ft) Flow in (cfs) Flow out (cfs) 100 5018.19 10.38 311 2.26 200 5041.89 10.88 281 20.16 300 5049.78 2.34 76 9.15 Total --- 23.61 668.24 31.57 Pond Summary 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 5018.19 ft Volume = 10.38 ac-ft Qout= 2.26 cfs Qin= 311.41 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.) 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 5041.89 ft Volume = 10.88 ac-ft Qout= 20.16 cfs Qin= 281.06 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.) 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 2.66 5049 0.0 11959 0.00 0.00 0.00 5050 1.0 14346 13,134 0.30 0.30 5049.78 ft Volume = 2.34 ac-ft Qout= 9.15 cfs Qin= 75.77 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 Project: Basin ID: Depth Increment = 1.00 ft Watershed Information Top of Micropool Selected BMP Type =EDB Note: L / W Ratio < 1 Watershed Area = 126.27 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 = 50.00% 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) = 2.170 acre-feet acre-feet Excess Urban Runoff Volume (EURV) = 5.973 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 = 3.655 acre-feet Approximate 5-yr Detention Volume = 5.708 acre-feet Approximate 10-yr Detention Volume = 6.806 acre-feet Approximate 25-yr Detention Volume = 8.188 acre-feet Approximate 50-yr Detention Volume = 8.878 acre-feet Approximate 100-yr Detention Volume = 10.469 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 After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. Volume (ft 3) Volume (ac-ft) Area (acre) DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) Sonders East Basins 1-52 at 50% Impervious (excludes east side of Turberry Road) MHFD-Detention, Version 4.05 (January 2022) Example Zone Configuration (Retention Pond) MHFD-Detention_v4-05 (1) (1), Basin 7/18/2024, 7:11 PM New Single Family Impervious Area (Roof, Pavement and Walks)1,503,649 sf New Multi Family Impervious Area (Roof, Pavement and Walks)1,161,754 sf Total New Impervious Area (Roof,Pavement and Walks)2,665,403 sf Required Minimum Single Family Impervious Area to be treated (50% of impervious area) RG only 751,825 sf Required Minimum Multi Family Impervious Area to be treated (75% of impervious area) RG only 871,315 sf Total Required Minimum (Multi plus Single Family) area to be treated 1,623,140 sf Total Single Family area Treated Impervious Area (Ponds 200 and 300)906,442 sf Total Muti family area Treated Impervious Area (Ponds 200 and 300)748,181 sf Total Impervious Area Treated 1,654,623 sf Percent LID Treatment Provided for Entire Site Area 62% LID TABLE Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =48.9 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.489 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.16 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 2,809,465 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =38,072 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 =27477 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 June 11, 2024 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 06-11-2024.xlsm, RG 6/11/2024, 9:23 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) J.Gooch Aspen Engineering June 11, 2024 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 06-11-2024.xlsm, RG 6/11/2024, 9:23 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =33.1 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.331 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.13 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area) Area = 851,178 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =9,125 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 =5635 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 June 11, 2024 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 06-11-2024.xlsm, RG 6/11/2024, 9:25 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) J.Gooch Aspen Engineering June 11, 2024 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 06-11-2024.xlsm, RG 6/11/2024, 9:25 AM 36 APPENDIX E 37 PRELIMINARY NO. 8 DITCH CALCULATIONS Flow Slope Bottom Width Side Slope cfs ft/ft ft X:1 A 250cfs Ditch Section Trapezoidal 250 0.001 0.035 14 4 A 1025cfs Ditch Section Trapezoidal 1025 0.001 0.035 14 4 Depth ft 3.65 7.03 4:1 3.6ft Deep (250cfs)Velocity ft/s 2.39 3.46 7ft Deep (1025cfs)Top Width ft 43.22 70.28 Area ft2 104.51 296.43 Hydraulic Radius ft 2.37 4.12 Width =14ft Slope =0.1% Solution Channel Number Description Channel Type Manning's Roughness Given No 8 Irrigation Ditch 38 APPENDIX F 39 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 THE BENCHMARKS 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,IN APPENDIX F, FOR EXISTING LIND 1 POND SIZING FOR THE ORGINAL LIND FILINGS 1, 2, AND 3, OF WHICH 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 WATER QUALITY/ DETENTION POND OUTLET STRUCTURE THAT CONVEYS FLOW SOUTH AND EAST AND INTO THE NO. 8 DITCH. 6.THE LIND FILING ONE DEVELOPMENT FLOWS ARE ALSO CONVEYED DIRECTLY TO POND 100. EX1 5 OS - 1 EX1 64.45 0.25 EX2 65.09 0.25 LIND 44.53 0.63 EX2 RI C H A R D S L A K E R O A D NO. 8 DITCH NO . 8 D I T C H NO . 8 D I T C H TURNBERRY ROAD TURNBERRY ROAD RI C H A R D S L A K E R O A D AS P E N 0' SCALE: 1" = 200' 200'400' SHEET No: PR O J E C T / L O C A T I O N : DR A W I N G : OF CHECKED BY: DESIGNED BY: DRAWN BY: DE S C R I P T I O N O F R E V I S I O N : DA T E : RE V I S E D B Y : AP P R O V E D B Y : RE V . # 1 2 3 4 5 6 7 PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N project no: date: SO N D E R S E A S T FO R T C O L L I N S , C O L O R A D O EX I S T I N G D R A I N A G E E X H I B I T EX-1 1 1 AUGUST 30, 2023 105001 JRG JRG JRG LEGEND EXISTING CONTOURS EXISTING DRAINAGE BASIN BOUNDARY LINE EXISTING STORM PIPE & MANHOLE EXISTING DRAINAGE BASIN ID ACRES / 'C' VALUE PROPOSED DRAINAGE DESIGN POINT DRAINAGE FLOW DIRECTION 1 44.53 0.63 FOR THE MARKING OF UNDERGROUND BEFORE YOU DIG, GRADE, OR EXCAVATE CALL 2 BUSINESS DAYS IN ADVANCE CENTER OF COLORADO CALL UTILITY NOTIFICATION 1-800-922-1987 MEMBER UTILITIES. EX POND 100 EXISTING DRAINAGE BASIN SUMMARY TABLE: AREADESIGN POINTBASIN (ACRES)VALUE Q2 (CFS) 'C' 1 � i �� i�j � � q � t. 1 � �_ _ \ � �.\� � �� �\`` \`` . ,, • � � I , � � �.�� � �� �`�•�rr�� � � �� �� � � � '� � . � i � � -+�—' �yI �� I l�' I �i � \ ��` � // '� �\������\�\� � �\� � ��`.\�\ �, � �\�� / i �� CLOGGEUINLETOVERFLOWSUMMARY � m { ! � ! i'L�i i. � �� � \� � r�_i' '-���+c ,�`. �\��\�` �� �\ ��� $� . � / NUMBEft O P NTOW F ET) � o o i : �' t / �,� � ��, � ` � i�-_ \ �' ♦ � � �\ � ep. ���. i ��� i 'n:/ . � ! 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C C'C�IMensiry lvae ftunoll Rumll RwaR � iwm� rtdn lM1l (8I l%1 (Na) 1�) (m�) min IMvI (ac) c6) chl c!e Remerka INLET 1 F2 f2 54 0.0 PA 1.0 1.9 0.0 0.0 5.08 OJO 0.8] 9.92 1.35 11.68 000 11.68 Ft F2,P1 5.1 095.0 PA 3.0 3.3 22 0.0 �.27 0.70 0.80 B.]8 1.00 3D.66 0.00 3068 F3 � F3 50 00 PA 30 3.3 0.0 0.0 5.00 0.]0 0.81 8.95 t.12 9.72 0.00 9l2 . fl F1e,F3' S.0 205.0 PA 30 7.3 1.4 00 6.42 OJO O.W 9.17 2.60 20.80 0.00 20.80 • ' Ft F1�F3 7.3 0.0 PA 30 33 0.0 0.0 727 0]0 0.87 8.78 6.60 50.d5 0.00 50.45 INIET 2 Y9 29 5.0 0.0 PA 1.0 1.9 0.0 00 5.00 0.73 0.91 9.95 0.0] 0.63 0.00 0.63 F9 2G,30,F4 50 150.0 GA 0.] 1.8 1.fi 0.0 6.51 0.]0 O.BB 9.09 127 10.iC 0.00 t0.14 ' f5 29,30,F4,f5 68 <80.0 PA 30 3.3 2.3 00 8.87 0.70 0.88 8.11 2.OB 14.77 0.00 14.77 INLET 3 FB FB 50 0.0 PA 1.0 1.9 0.0 0.0 '5.00 0.85 1.00 9.95 � 0.% 537 0.00 5.37 31 F<q Fe,F7,31 5.0 770.0 PA 2.9 J.3 3.8 O.0 8.92 0."!2 0.90 B.W 3.56 25.89 0.00 25.89 32 FOA,F6,F7.31,32 0.9 20.0 PA 1.8 2.0 0.1 0.0 9.08 0.72 0.90 8.00 3.63 P8.32 0.00 28.32 � 37 FM.F8,F),Fe,91,3Y,33 8.1 195.0 PA t.d 22 1.5 0.0 10.51 0.72 0.90 I.56 5.40 36.89 0.00 38.69 P9 F9 53 0.0 PA 1.0 1.9 0.0 00 532 070 O.B] 978 1.98 16.86 0.00 1686 '� 3a 39,FB�,FB 5.3 60.0 PA 70 3.3 0.9 0.0 5.82 0.71 0.69 9.59 3.81 3329 0.00 3329 3Yl4 F4A,F8,f7,fB,31,32,33 10.5 0.0 PA 1.0 1.9 0.0 0.0 10.51 0.72 0.89 7.% 9.31 fi2.94 0.00 62.99 3d,F8/,F9 INLET a , 99 39 5.5 0.0 PA 1.0 1.9 0.0 OA 5.53 0.05 1.00 9.60 0.6] 8.08 0.00 6.00 26 26.39 5.5 2I0.0 PA 2G 3.1 12 0.0 8.71 0.18 0.32 9.03 098 2.87 0.00 2.8] 27 20,21,39 Gl 560.0 PA 2.6 3.1 3.0 00 972 0.71 0.96 ].Bt 1.8] 13.99 0.00 fl.99 20 26,27,28,39 9J 220.0 PA 1 4 2.Y 1.8 0.0 11.38 O76 0.H4 7.32 2.55 17.63 0.00 19.fi3 INLET 5 22 12 5.0 0.0 PA 1.0 1.9 0,0 0.0 5.00 O]0 O.B7 9.95 0.98 8.51 0.00 8.51 ' 23 72,23 5.0 540,0 PA 2.0 2.] 3.3 00 8.30 O70 0.07 8.32 3.56 25.86 0.00 P5.88 24 22,Y3.Y0 B.9 010,0 PA 1.0 1.5 3.6 0.0 11.87 O.ZO 0.88 9.19 4.W 15.80 0.00 25.00 25 25 fl2 0,0 PA 10 19 0.0 0.0 820 0.45 0.58 B36 223 10.00 0.00 t0<0 2425 22Q5 11.B QO PA LO 1.B 0.0 '0.0 11.87 O.fi1 O78 7.19 d.l2 34]4 0.00 34J9 ' INLET 0 15 15 8.8 0.0 PA 1.0 1.B 0.0 0.0 8]7 0.57 0,71 8.19 2.32 13.35 0.00 13.35 i6 15,18 B.0 0.0 PA 2.5 3,0 0.0 0.0 e.77 0.58 072 8.id 2.69 15,46 U.00 15.98 11 1i17 8,8 5380 PA 3.5 3.fi 2.5 0.0 11.16 0.60 075 7.35 3.63 20.11 0.00 20.11 18 iS1B 11.3 3050 PA IJ 2.5 2.0 00 13.31 O.fi2 0.77 6.88 45B 2422 0.00 2422 INLET 1 19 19 � G.5 00 PA 1.0 1.9 0.0 0.0 8.49 0.65 O,Bi 9.13 2.01 1A.89 000 1A.B9 , 20 19.20 6.5 315.0 PA 1.5 23 2] 0.0 9.17 065 0.81 8.00 3,41 T2.13 000 22.13 ' 21 21 8.1 QU PA 1.0 1.9 0,0 0,0 fi.05 U,65 0.81 936 0.94 7.id 0 W T.14 2021 1&21 92 552.0 PA 1.0 1.9 O.B 0.0 13.99 0.65 OB1 6.71 435 23]0 0.00 23J0 , INLEi B 11 n 5.0 0.0 PA tA t9 0.0 0.0 5.00 067 0.00 9.95 0.32 2.fi7 0.00 2.67 12 11,12 5.0 550 PA 3.0 ].3 03 0.0 527 067 O.Bd 9l9 126 1033 000 10.33 fl 11.11.13 5.3 26d.0 PA 2.5 3.0 1.5 0.0 8.74 0.8] 0.80 9.01 1.67 12.60 0.00 12.60 1< N,12,13,14 6.] 120.0 PA 1.0 1.8 1.0 0 U ]]8 0.68 0.85 8.53 1.91 13.85. 0.00 13.85 INLET 9 ' 8 8 BG 0.0 PA 1.0 1.9 0.0 00 8.50 0.65 0.81 B25 2.37 15.88 0.00 t5.8fi 9 8,9 8.5 140.0 PA 1.8 4.< 1.0 �0 9.<5 0.68 0.85 7.90 3.77 2523 0.00 2523 10 10 5;0 0,0 PA 1.0 1.B 0.0 0.0 5.00 OJO O.BI 9.95 0.78 6.77 0.00 6.I] 9/1U . &10 9.5 0.0 PA 1.0 1.9 0.0 00 9.d5 O.6B 0.85 ].90 4S5 30.60 0.00 30.80 ' MLET 10 ' . " 49 49 5.0 0.0 PA 10 1.9 0.0 00 5.00 0.85 1.60 9.95 02B 278 0.00 2.79 1 1,2.3.a9 82 2&5.0 PA 5.0 a.3 1.1 00 ].I] O60 0]5 876 2.58 16.91 0.00 16.91 ] 1,I.3,),�� ].3 2W.0 PA <.B <2 1.0 0,0 B25 043 05] 8.34 d.18 IL21 0.00 21.21 8 1.2.3,7,6,A9 8.3 557.0 PA 2.1 2.8 3.3 0.0 11.SB O5 f 0.83 7.28 ].46 3426 0 00 3426 � ' 6A 8A 50 0.0 PA 1.0 1.9 00 OA 5.00 OB) 0.86 9.95 0.19 1A2 0.00 ld2 6 1.2.3,7,6,6A,a9 71.6 0.0 PA 1.0 1.9 0.0 0 0 11.58 0.51 0.84 7 26 7.63 3529 0.00 3529 INLEi 1 t 40 40 5.0 0.0 PA 1.0 1.9 0.0 0.0 5.00 0.85 1.00 9.95 0.31 3.08 0.00 3.08 . 03 a0,<3,d,5 5.0 4'lD.O PA 3.5 3.8 2.2 0.0 7.18 0.]0 O.BB B.B1 1.46 11.31 0.00 11.31 � ' 44 40.dJ,0,5,3),aa ].P B1B.0 PA 3.0 3.3 1.1 0.0 1129 0.]9 0.98 ]36 3.49 25T3 000 2522 <5 90,47.<,5,37,H,15 11.2 510.0 PA 0.5 1.3 8.4 00 17.fi0 0.�9 0.89 8.01 3.9B 23.�0 000 23.'!0 48 30,4,5,97,0118 1].8 190.0 PA 0.5 13 2.4 0.0 1997 0.80 0.99 5.W 9.4P 2/.91 0.00 4491 OSB OSB 8.8 0.0 PA 10 1.9 0.0 00 8.58 0.85 1.00 9.09 1.02 927 0.00 927 � d8 048,48 8.8 1]5.0 PA 1.1 2.0 i5 0.0 8.03 0.85 1.00 8.43 120 1042 0.00 10.12 O 058,C8,�� 8.0 375.0 PA 0.5 1.3 4] 0.0 1271 0.85 1.00 6.99 1.51 10.9� 0.00 10.W � � � Q/48 056,a,5.F11,3],a0,�3d8 20.0 0.0 PA 1.0 1.9 0.0 0.0 19.97 0.81 1.00 5.60 6.04 33.B5 000 33.85 INLET 12 OS3 053 5.D 00 PA 1.0 1.9 0.0 0.0 5.00 0.85 1.00 9.95 0.18 179 0.00 179 OSa OSa 5,8 0.0 PF 10 1.9 0.0 0.0 5.84 0.85 1.00 9.58 0.36 3.<5 0.00 305 O51 OS}O56 5.8 ,U.O PP 1.0 1.9 0.0 U.0 5.89 O.BS 1.00 9.58 OSM1 5.11 000 S.T! Smrm RoN4g ' Inkt 1 Inle�1 ].9 �.0 Ph 0.5 1,3 0.0 0.0 ]2� 070 O.BB 876 8.60 50.59 0.00 W.58 STMH�% Inlet L2 ]3 28.8 PA 1.0 1 B 02 00 ].51 009 1.00 8.66 8.68 75.10 0.00 75.1d � STMH-h3 INab1-9 �].5 586.0 PA 1.1 2.0 5.0 0.0 12.520951.00 1.03 20.5n 11C.19 0.00 144,09 INLETS Inbb1�5 1Y.5 333.1 PA 09 1.B 3,1 0.0 15.880811.00 838 28.861]1.11 0.00 111.41 . � ,. STMH-A-5 Inlqal-8 15] 296 PA '1.1 2.B 0.1 0.0 15.81 0.99 1.00 6.35 31.49 189.I0 0.00 199.]U �Ink17 Inkl7 14.0 0.0 PA 1.0 7.9 0,0 00 1399 Ob5 0.87 8.71 d.35 23.70 000 2370 STMM�ASt Inled 1�8 14.0 47.1 PA 0.9 t.3 0.3 0.0 14.33 0.66 0.82 6.65 626 30.25 0.00 3425 STMM-A�] Inleb 1-8 15.B 9BB,9 PA 09 1.8 0.5 0.0 2028 0.80 1.00 5.58 3].]0 PW.65 000 20BG5 ' STMH-A-e Inlau t-8 20.3 252.9 PA O.fi 1.5 2.9' 0.0 23.13 0.80 1.00 5.19 3l.]0 195.51 0,00 �195.51 FES�A4 Inlebb8 23A 1D1.1 PA, 0.4 L2 L9 0.0 14.5]0.80 1.00 .5.W 3].]0 189.6C 0.00 188.44 INut10 InIe110 11.8 0.0 PA 1.0 1.9 �0.0 0.0 11580.51064 726 ].83 3529 0.00 3529 . STMH�B�1 Inleb9�10 11B 27,1. PA 2.0 2] 02 0.0 1175 0.57 Ol2 722 12.18 83.06 0.00 63.OG FES�&1 InIeU410 1I.8 222A PA 03 0.H 4.0 0.0 15.71 0.57 072 8.3] t2.18 55.80 0.00 %.64 Intet 11 Inlel t t 20.0 0.0 PA 1.0 1.9 0.0 0.0 19.97 O.B 1.00 5.80 6.0 33.85 0.00 33.95 STMH-E-1 INals11-12 20.0 Al] PA 05 1.3 0.5 00 20dH O.P1 1.00 5.53 0.58 38'.3B 0.00 36.38 In1e112 Inleb 11�12 20.5 344,3 PA 02 0.8 6.9 0.0 27.96 0.81 1.00 4.75 8.58 3127 0.00 3127 TUWIFbw 6ileroYl2 17.9 D.0 PA 1.0 1.8 0.0 OA 2736 O.GS 0.81 475 73.00 181.93 0.00 28i.93 To Outnmbn PurM ToIalFbw INeNt-13 27A OA PA 20 2] 0.0 0.0 2�.36 0.63 O78 475 44.53 185.BB 0.00 18590 Ta Retentbn Pond Note: - � a)Codea the diennel type br vabdry cekubWna. � PA=Peved,PL=PestureBLaxm,GW=GrmeetlWeteiway . � - ' � � �AGPM m.e....eA..�aav . . , sveam ,.- - -� --��--��--�_-- ------- - _. �— ► f i��,, . 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' � a HYDROLOGY TABLE � `s "s. ) F$ � Design Composite ' Poirrt Basin�s) Area(acre) "C" �(ds► (�ao(�) � 1 1 1.18 0.65 1.78 8.89 0 2 2 0.76 0.40 0.54 2.51 '" • 3 3 0.37 0.65 0.57 2.85 � ' a a o.as o.50 o.ss z.so DRAINAGE INLET SUMMARY . GENERAL DRAINAGE NOTES 5 5 025 0.65 0.40 2.00 6 6 2.68 . 0.65 3.92 18.94 FLOW �. ai sveei. ae���dy+�.er. �io�m ss.««ia.ota �:o-�cuo� :nan c��o.m m c�iy o� INLET CONTRIBUTING vor� cou�m s�o�aaras ooe svedreacor�a cmre�i ot ao��o��,�c�uo�of ine oe.eiovm<m k � � Q.�7 Q.6] Q.� �.42 INLET SIZE �q�<em<nt Ontaining to tnu EeMopmenl. Any cona�roctim otturring inree reae olta NUMBER BASINS (CFS) �u�� �^ ^� - o ' � 7 7 _ 2.19 0.65 3.33 16.56 _ e.ecviro� ol Ine aeMopmml ognem<n1 snon rep�iro�e-e�om�ou«i o��ne o�ons ny me - 7 Fl-f 3 50.45 15'Combinafion ���Y Engineer .no�,oy.�a��«�^a� �n�y e<moa�m�o�io.m �o:m�ao.aa o�a ;�' 8 8 2.37 0.65 325 15.86 :n=���Koue�.���.e�i ai mei lima. y.r,e� L �� 9 9 1.40 0.73 2.52 12.11 2 29, 30. F4. F5. F6 14J7 10'Type R z. rn� py�. ,�:a mam�o�am m,mee,o�di t�o.���a�.ya,�a�taiue.c.�oPo�o•�a« a ag'�a E�-'�S�-.� , a anorn on ine a.a.inqv ❑ :M1d�ee In<reaponai0ditr ol Ine canlmct« to verily!ne �F_.'+�y�� �g 10 10 078 070 1.41 6.77 3 31-34, F4A, F6-F9 62.94 15'Combination �.��i�,�e a�a i�mm�oi on��a�.q.a,�a��u�u�s aiaiy m�.w��o�me.«x. esi�< o=g:Yo v �'��9y Canmencinq ne�conslrvclim. l�e cMtrocla s�all De reeponaiGle la�locolin9 unknorn �j e:� �.� ye�.y 11 11 0.32 -0.67 0.58 2.67 26-28. 39 ��a�, a„i��u�.. �' u�'6 Y�•°'- ' �-�� 4 � 17.63 10'Type R e�a� ��'d�. s� rre��, �}� 12 12 0.94 0.67 1.56 7.69 � g�3b� : "Yy:s?.� � � �j '1'z-'z�j 3Q.7Q 2�'Type R 1. Tne Engnen �no naa preparea mne Plan�. DY ertculion ana/a seai nereol.ao<s Q 6� '•.p � qdy 13 13 0.41 0.67 074 3.42 n«vey aa„m.eao«�se�my�o ma cny oi r«�Cdine, m a mna ea�r eMer<��.r oi.om E �/. s �F'� '�`"�y"'3 y � �� fj �rJ-�8 24.Z2 ��'Combination Engin<eri.M. la onY erraa mE wni�aiona contoineC in tnea<pians.anE oPOrowl ol e[�E�Ya i8s4{'tl a 14 14 024� 0.75 0.51 223 mo�pa�s oy�ne amc�or ol Enqineoinq snan�e� .a�e.ro ma En9f^ev.no nos p.�oa°a 15 15 2.32 0.57 2.80 13.35 7 19-21 23.70 ���TYPe R �ne.�o�oo.oi on s��n.�spwaroaiy. r�rm�r. in.Enginea n<.mr oy.eee io naa . nwmi�..an raerGea�ioMa. o�a a��m.n�cn mor o.�:��.a.�a�r N.«a o�a ' 76 16 0.31 0.67 0.57 2.58 om�es�o��co�m�nea� tn�:e vian�. � ' 8 11-14 13.85 10'Type R � �7 �� �.� �.67 �.� 7.� t Prior 10 commmcemenl ol any constm<tim, ine conlmclor sna11 qiro IM Cily +� 9 8-�� 30.60 ��'�mbinaGon Enqlnening Oepartmmt(I21-6609)anE Eroaion Conlyd impe<trn(221-6589) 18 18 0.95 0.67 1.63 7.89 : a � 19 19 � 2.01 0.65 3.01 14.89 10 1-3. 6-7, 6A. h9 35.29 10'Combination �•��r��•U•)��,..ea,�<.,�ou«. . 5 20 20 1.40 0.65 217 10.40 . 11 4-5.37.40.43-08,OSf � 33.85 s. uon�.�o��.ol maite aaMaqe loclflfaa zndl Oe tna,.w„�:arir ei in�o.�rir a� � � , 10'Combination ,.�<... �,W =J W 2� 2� 0.� �.�J �.� 7.�4 �Z Q$-3,Q$-4 $.�] $�TYPB R 6. Ai�r<commrnCationa ol I�e Ind Ganaqe ond mosian conVd stuEy lor Ue �a sW mi 22 71 0.98 070 1.80 8.51 a�.�iopm�m er sea.-e.o.� .ni e�co�.�puea.�ta �� -a �u 23 23 � 2.58 0.70 4.11 �g_gp FUTURE Fi-F16 ;u o� .� ;� ].Priw lo find'mspttlion on0 xceptanc<CY Ine CitY.«rtificotron ol Ine Manaye locililies.Ey o reqia�ereC D�ofessional mqinev,mml De mDmilleE lo an0 opproveE Oy '"� 24 24 0.53 0.73 0.97 '478 � . +n�vo.m.a��.mriy ' � 25 25 223 0.45 226 10.40 a,v� �e„�„��,�;m a�e mmu-mm��e���ioomMi., ce.rrcoeo�ol dl banage Ixiiilks '� '� 0.'.� 0.73 0.� 3.16 znai ee mOmittM �o me smrm.ater uu6iy o�ims� �.o.eexa o��a to me measa o�a «.rrcoi<oi o«�pm<y. im�ae�a mi co�ucoern, a.speci/ieE m m�e�.Mopm��i 27 27 0.89 0.73 1.67 8.04 POND SUMMARY aq«<�^�^�,�^�•�e�A.ema��a�qm�s�am.m«mrry ai i�as� �.o.«xs o�b��o me PRELIMINARY � . - 28 .ZB 0.� �.73 �.� 6.�4 ' rN<oae ol u cerlilico(e o1 occupancy lor w<�lol. NOTFORfANSTRULTION MaY B.2Wl 29 29 0.07 0.73 0.14 0.63 0. r«,na�m�,a.e�.<i�mm�-, a.i�r�a���oi ai�mo��ay� ia�a����.snai e� ' SPILLWAY VOLUME VOLUME suomiuea m m<5t«mwa�a uUNr��a««aanc<.im on cona���ona as prncneea ey me ��� 30 30 0.13 0.73 027 1.17 POND DESC ELEV. PROVIDED RE�UIRED 4eWODmmt oqreemmt e:.«�o��a.�m m �o,�e�u�e a.v«+�r�o�a or m.a��op�m� aq.��mi a�a«�oiea.un m�s a<movmeoi. i�a��aoa mi�nur aew,, o:w«�r a;n � 31 31 2.08 070 3.56 17.15 (�) (AGFT) (AC-Ff) me ee.eioommt ay.�eme�t.m�:i ee :�em�u�e ta m�stwm.oie�uta;ty at i�ost ao 32 32 0.07 0.&5 0.17 0.70 RETENTION POND �«ts p��w�o m�r�i�a�e o�a rnt�iKote oi occ�paicy iw s�cn w�. 33 33 0.18 0.85 0.43 1.79 � (Filing I only) 5021J5 21;68 21.51 Dsc�orca Poini�:°:`e a�i ex�n«���":. a siey�c�:v��u�o�.a��.�y wo.��.oi�. , 9 � ��wa� - q��s nm a:�mm senn.cnonneL Brigalim ailcn.o. 34 34 0.32 0.85 073 3.18 o�y.at<n oi tne���t<a s�atn. Z 35 35 0.11 0.85 026 1.09 BASINS CONTRIBUTING 7-40, 42-45, 49 9. "° cois1ruc0oi ac0'^�'°s^'�s���^'v�r���n m�s�a«oi coio.mo v«m�����e v�o<�s 3 � br"9wm�ota Drscneqe esaociotea.iln Consimclion�ctiNtY.' Ia inlormolion.please O � � � Q.�� Q.�$ Q.�j �.Q�J contact Ine CdaoEo Departmenl ol HeaI1M1.Wata OualitY�^Ird Didsion.WOCD-0E-B2, � 37 . 37 0.62 0.&5 1.26 5.59 �.wo cne,.y n«k o.n�so�m. om�..eawaao 80224-1530. Rttmtion: Permitz o�a Lv 2m � 1 RETENTION POND 5027.75 21.68 15.51 Enlacement Seclion. Pn: (303)697-3590. v ' m O`cYrv� 37A 37A 0.45 0.85 0.95 4.34 10. Bmcnmak5: Lxol Entily surmy. �V'm^+g 38 38 428 028 3.18 14.11 vv�Ka oowm: C fr.c"_mo^m 1-40, 42-44, 47-49, e.u.r+�me�. NGVD 19I9 unoEj�s�e0. Elev.s 50]1_90. Q y=p�m^. 39 39 0.63 0.85 1.37 6.08 � BASINS CONTRIBUTING o«�.�P��: cay oi v«� eaime 97-1�.Hatneasl cwna oi ew��r aooa s�om ewoiy w o,00��� 40 40 0.31 0.85 0.75 3.08 OS4. FSA-F16 Rn«;:o 1m�oowm°0'�";y'u�:�.��w.�. v� ,..LLa� ' 41 41 0.47 0.85 1.13 4.68 , r+.i.�o.�ais. E-]dSe}OS.6J . 7 RETENTION POND 5021.75 21.68 19,19 D<ac�;o��u�: eaomao State Piane CoorUinales N�0 B3/92 Dalum. Ho�iiontal Con4d 42 42 0.86 0.35 0.57 2.61 oo:<a�v��cs vo�i 'euo'. Fi F1 2.65 0.70 4.23 20.59 F1A F1A 1.48 0.70 2.33 11.68 1-40, 42-44, 47-49 F2 F2 1.35 0.70 2.33 11.68 BASINS CONTRIBUlING , F3 F3 1.12 0.70 2.07 9.72 OS4, OS6; Fl-F16 F4 F4 1.07 0.70 1.94 929 F4A F4A 0.13 0.67 0.25 1.08 FS FS 0.87 0.70 1.57 7.03 FB F8 0.54 0.85 7.27 5.37 ' F7 F7 0.81 0.70 1.39 6.91 F8 FB 1.59 0.70 2.68 13.37 F8A F8A 7.61 O.JO 2.55 13.03 N F9 F9 1.g8 0.70 3.45 16.88 � F70 F70 2.20 0.70 3.50 16.80 �cE rH E oFc�oniFOR,�oo F ' F11 F11 1.35 070 2.39 1172 � F�z Fiz 3.56 0.�o s.ao z�.az 1$00 922-��87 � W 0 F73 F73 1.31 O70 220 10.95 fo+�����+o �so�ew�o-uauocwv�.�.h 3 Z F74 F74 7_75 070 1.94 9.80 . ����g IL N F14A f14A 0.24 0.70 0.48 2.08 Z rn r Ciry of Fort Collins,Colorado TNESE PLAN$HAVE BEEN RENEWEO BY W 0 F15 F15 �.02 0.35 0.74 3.36 iHE LOCAL ENTITY IOR CONCEPT ON�Y �f z ' F76 . F16 0.88 0.35 0.65 2.94 UTILITYPLANqppROVAL a= zw F�7 F'I7 2B.M12 O.�O SB.SG ZOB.7Z THE RENEW OOES NOi IMPLY O AGPR0�40: RESPONSIBILITY BY TME RENEMiNG � a(J F1H F18 1.62 0.70 3.22 14.04� ul�(�� ooie DEPARTUENT, n�E lotnL ENnTr �F a� ENCINEER, OR iHE IOCAL ENTITY LOR �a W fI�ELXEO BY: _. RCCURACY ANO COitRELTNESS Of THE q O Z W� � �� OS1 OS1 L58 0.85 2.14 9.96 raie:w�,:i�.m«mr�r �= C�LCUUOONS. fURTHERMORE. TNE =z w Fa , �$Z 0$z �.86 0.85 z.59 ��.3$ CHEIXEO BY: RE`AEW�OE$NOT IYPIY iHNT e J U ' � $�wm�0�n UIM� Dp1e �ANIITIE$0�ITEM$CN THE PLAN$ OS3 OS3 O.�B O.BS O.A� �.]S ARE THE��N��W�NIl11E5 REWIRED. vxD�E[irq. 0S4 0S4 0.36 0.85 078 3.51 O�ECCE�Br. ME REVIEw SHALL NOT 8E CONSIRUED Poks 6 Rmwpon Dole IN IJiY RE�SON AS�CCEPTANCE 0� 614003 �$5 OSS �.�3 0.85 �.92 e.sz fINRNCIAL RESPONSBIUTV BY THE OS6 OS6 1 A2 0.85 2.06 9.27 fNEIXED BY: LOC�L EN➢iY fpR ApDIT10NAL o^•��^� OS7 OS7 0.46 0.85 1.00 4.SB ����K EM�M �� WANIITIES Of IIEMS SNONN rHnr u�r '- �; -� �� -- GEC[EDex: % BE REOUIRED DURING iHE CS223 _ � �, .. �� Ca+smuCnor�rH�sc. SNEET 6 0�76 1 2 3 4 BLK1 BLK1 BLK1 5 6 7 8 9 10 11 BLK2 5 6 BLK3 BLK4 BLK5 BLK6 BLK 7 1 2 3 4 8 7 6 5 9 10 11 12 16 15 14 13 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 13 12 14 15 16 17 18 BLK1 BLK1 BLK1 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 1415 16 17 18 19 2021 BLK 4 BLK7BLK5 1 2 3 4 5 6 7 8 9 10 11 1516171819202526 3 4 5 6 7 8 9 11 12 14 15161718192021 BLK10 BLK10 BLK 11 BLK12 BLK14 1 2 3 4 5 6 7 8 9 BLK15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 BLK15 BLK15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 303132333435363738 1 16 2 15 3 14 4 13 5 12 6 11 7 10 8 9 BLK15 BLK 15 BLK16 BLK17 BLK19 BLK18 BLK21 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 101112131415 1 2 3 4 5 6 7 8 9 10 11 15 12 13 14 22 23242526272829 21 20 35 34 1 2 3 4 5 6 7 8 9 1011121314 1 2 3 4 5 6 7 8 9 10 11 12 14 16 17 18 19 20 22 15161718 19 20 21 22 23 24 25 26 27 28 BLK11 BLK14 27 28 29 30 31 32 33 34 35 36 37 38 39 47 46 45 44 43 42 41 40 BLK12 BLK12 BLK12 8 7 1 2 4 3 1 2 4 3 5 6 16 15 BLK2 BLK3 BLK1 BLK 20 MORNING STAR DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E ST E R N W H E E L E R D R I V E CL A R I O N L A N E BRIGHTWATER DRIVE CLIPPER WAY FIELD VIEW ROAD GREENSPACE WAY FO R U M R O A D HIG H M E A D O W R O A D WE L L N E S S R O A D WELL N E S S R O A D HI G H M E A D O W R O A D HIG H M E A D O W R O A D ST A R D U S T W A Y TRA I L W A Y R O A D WALKING STICK WAY PATHWAY ROAD PARKLAND ROAD HI G H M E A D O W R O A D FIELD POINT WAY ST E R N W H E E L E R DR I V E MEADOW LARK ROAD WANDER TRAIL NATURE PARK WAY NA T U R E P A R K W A Y GR E E N S P A C E R O A D GR E E N S P A C E R O A D GRASSLAND ROAD MOORLAND WAY PARKLAND WAY AMBLE LANE PLAY P A R K L A N E TRAILS CROSSING LANE TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) BRIGHTWATER DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E BA R H A R B O R D R I V E RICHARDS LAKE ROAD (TWO LANE ARTERIAL) RICHARDS LAKE ROAD (TWO LANE ARTERIAL) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) BRIGHTWATER DRIVE MORNING STAR DRIVE MOORLAND WAY PARKLAND WAY AMBLE LANE PATHWAY LANE PATHWAY LANEPATHWAY LANE STE R N W H E E L E R D R I V E TRAILS CROSSING LANE TRA I L S C R O S S I N G L A N E AMBLE LANE ST E R N W H E E L E R C O U R T 1 2 3 4 7 6 5 8 11 9 10 BUILDING A3 STORY18 UNIT BUILDING B3 STORY18 UNIT BLK 8BLK8 24 12 13 14 212223 BLK9 BLK9 1021 13 22232425 BLK10 BLK10 BLK 11 30313233 16 17 18 19 23242526 21 15 13 BUILDING D3 STORY18 UNIT BUILDING A3 STORY18 UNIT S S S E GG EE EE E EE EE EE EE EE GG G G GG G G GG G GG EE EE EE EE E GG G G G G G G G GGGEEEE EE G GEGGGGEEEE G GEEGG G G G G G GEEEEEEE E EE EE EE EE EE G GG GG GG G G G EE EE EE EEGGGGGGG G G G EE G E GG EE EE G G G G GG EE GG GG GG GG G G G EE E E EE E EE EE E G GG EE GG GG G G G G G GG GG G E EE E E EE EE EE EE E GG GG GG GG GGG E EE E E EE EE E E E EE E E EE EE EE GG GG GG GG GG GG EE E G G G GG G GG GG G G G G G GG G EE E EE EE EE EE EE EE EE EE EE EEEEEE EEE EE EE EE EE EE G G G GG G GGGGGG G GG GG G EE EE EE EE EE EE E EE EE EE EE G GG G G G GG G G GG GG GG EE EE GGGGEEG EEG EE GG EE EE EEGGGG G GG G EE EEGG G G G EE GG EEEGG G GGG EE EE E EE G G G GG G G G G EE G EE EE EE EE EE GG GG GG GG G G E EE EE GG G G G G E EE EE GG GG GG G E EE EE G G G G E EE G G G EE EE EE EE GG G G G G G G GGGEEEEG G G EE S W S W G G G S W S W S W S W S W S W SW W SW G E EG EG EG E G S S S S S S S S S S S SSSSSS SSSSSS S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SS S S S S S S S S S S S S S S S S S S S S SSSSSSS S S S S S S E G G G E G EG EG EG EG SSSSSS S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S WW W W W W W W W W W W W W W W W W W W W W W W W W W W S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SS S S S S S S S S S S S S S S S S S S S S S S S S S S SS S S S S S S S S S S S S S SSSSS SS S S W W W W W W W W W W W W W W W W W W W W W W W W W WW W W W W W W W WWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W WWW W W W W W W W W W W W W W S W W W W W WWW W W W W W W W W W W W W W W W W W W W W W W W WW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WW W W W WW W W W W W W W WW W W W WW W W W W W W W W W W W W W W W W W W W W W WWWWWWWW W W W S W W W W W W W S W S WS W S S W W W W W W S S S S W W S S S S S W W W W W W W W W W W W W W W W W GESW EE E E EE EWWWWWWWSSSSSSGGGGGGG E EE EE EE EEWWWWWWWW WSSSSSSSSSGGGGGGGG G G G G G S S S E E E EE W W W W W W S S S SG S S W W W W F F F F W FFW WF WF SS S S W W W W W W W S W W W W W W W W W WDP DP WW DP DP DP DP DP EE EE SSS SSSS WWW EEEGGG EE W W W W S S S S S EE GG G G G G G G W W W W S G S S SGGG S S SGGG W SW S SWW S E E E W DPE E E W DPE DP WW W EEE DP WW W EEE DP WW W EEE GS S G SSGSGSSGS S WSWWSSWWSSWSWWS G G EG EG EG E G EG EG EG EG E G E G EG E G E G EG E G EG E G E G EG E G EG EG EG E G EG E GEGEG EG EG EG EG EG EG EG EGEGEG E G G EG E G EG EG EG EG E G EGEGEG E G E G E G EG E EG G EG EG EG EG EG EG EGEGEG EG EG EG EG W SW SW WS W W W W W W W WSSSSSSS S S W WSSWWSSSSSSSSWWWWWWWW W S WSWSSW W S S S S SWWWW W SW SW SW S S S W W W W S W S W EG EG EG E E E E G G G G G E GE GE G E E G E G W W S W W W W W W S EGEGEG EG EGEG EG EG EG GE GE GE G WWWW WW W W S W W W W W EG G E G E EG EG EG G E G E GE EG S S S S SWWWW G S W E S E E G G G G E G G G E E E E G E NOTES: 1.PROPOSED ELEVATIONS SHOWN ARE RELATIVE TO A DATUM OF 5000 FEET, AND ARE BASED ON THE BENCHMARKS DESCRIBED ON SHEET C-001. 2.THE DRAINAGE BASINS OS-9, 24-31, 34-49, AND 51-52 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO THE EXISTING DETENTION POND 100. DRAINAGE BASINS OS-5, OS-6, OS-7, OS-8, OS-13, 7-23, AND 32-33 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO PROPOSED POND 200. DRAINAGE BASINS OS1, OS-2, OS-3, OS-4, OS-10, OS-11, 1-6, AND 50 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO PROPOSED POND 300. A SMALL PORTION OF DRAINAGE BASIN OS-1 SHEET FLOWS INTO THE NO. 8 IRRIGATION DITCH, AS HISTORICALLY OCCURS. THE NORTHWEST PORTION OF BASIN 39 FLOWS TO A HEADWALL AND PIPE W/ ORIFICE CONTROL, AND THEN INTO THE NUMBER 8 DITCH, WHILE THE SOUTHERN PORTION OF BASIN 39 FLOWS SOUTH AND COMBINES WITH BASIN 49 FLOW, BEFORE ENTERING EXISTING POND 100. BASIN 0S-12 FLOWS OVERLAND AND INTO THE NO. 8 DITCH. 3.PLEASE REFER TO THE SWMM AND RATIONAL METHOD CALCULATIONS WITHIN THE DRAINAGE REPORT 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, SIDEWALK CHASES, AND SWALES BEFORE ENTERING STORM INLETS AND PIPES, WHICH ULTIMATELY DISCHARGE TO THE EXISTING DETENTION POND 100 AND PROPOSED PONDS 200 AND 300. 6. RIPRAP AND GRASS LINED DRAINAGE CHANNELS WILL ENHANCE EROSION CONTROL WITHIN THE SITE LIMITS. SITE BMP'S WILL BE IMPLEMENTED DURING CONSTRUCTION TO REDUCE SEDIMENT TRANSPORT OFFSITE AS SHOWN IN THE EROSION CONTROL PLAN. 7.ALL PROPOSED STORM DRAINAGE PIPES AND STRUCTURES OUTSIDE OF CITY RIGHT OF WAY WILL BE PRIVATELY OWNED AND MAINTAINED BY THE OWNER (SONDERS EAST). ALL EXISTING AND PROPOSED STORM SEWER WITHIN PUBLIC ROW, WILL BE OWNED AND MAINTAINED BY THE CITY OF FORT COLLINS. 60 65 58 59 6162636466 6 7 6 8 6 9 60 6 0 6 5 59 5 9 61 6 1 6 2 6 2 6 3 6 3 6 4 6 6 6 7 62 63 6 5 6 2 6 3 6 4 65 6 16263 64 62 63 60 61 62 6 3 55 60 56 57 58 59 61 62 6 5 70 6 2 6 3 6 4 66 67 68 69 71 6 5 63 64 6 6 6 7 68 60 61 62 6 3 60 61 62 63 65 7 0 6 4 66 67 6 8 6 9 60 59 61 62 63 65 61 62 63 64 6 5 7 0 6 6 6 7 6 8 6 9 70 66676869 65 63 64 66 6 0 65 65 61 6 1 62 6 2 63 6 3 64 64 58 62 63 64 40 45 50 50 39 41 42 4344 46 46 47 47 48 49 49 50 5 0 5 0 55 60 464 7 4 8 4 9 49 4 9 51 52 53545657585961 40 45 45 45 50 55 60 65 41 42 42 42 43 43 43 44 44 44 46 46 46 47 47 47 48 48 48 49 49 49 51 52 53 54 56 57 58 59 61 62 63 64 66 67 68 5 5 5 5 6 0 6 0 6 5 7 0 5 4 5 4 5 6 56 5 7 57 5 8 5 8 5 9 59 6 1 6 1 6 1 6 1 6 2 6 2 6 3 6 3 6 4 6 6 6 7 6 8 6 9 6 5 65 7 0 7 0 64 6 4 6 6 6 6 6 7 6 7 6 8 6 8 6 9 6 9 7 1 7 1 7 1 7 2 7 2 7 3 50 48 4 5 7 2 72 73 71 70 69 69 65666768 64 7 0 7 0 70 70 70 7 0 5857 63 64 64 65 65 66 63 70 69 6 0 5 2 6 0 5 5 55 6 0 5 2 6 5 6 1 6 7 5 5 5 0 5 0 45 5053 49 48 47 46 45 4945 42 6 1 6 2 62 6 1 6 3 6 3 7 0 50 50 45 42 42 45 50 52 52 59 59 51 50 51 55 59 60 67 41 49 42 49 42 50 55 60 40 63 64 65 66 67 68 69 70 1 2 3 4 BLK 1 BLK 1 BLK 1 5 6 7 8 9 10 11 BLK 2 5 6 BLK 3 BLK 4 BLK 5 BLK 6 BLK 7 1 2 3 4 8 7 6 5 9 10 11 12 16 15 14 13 1 2 3 4 8 7 6 5 1 2 3 6 5 4 13 12 14 15 16 17 18 BLK 1 BLK 1 BLK 1 19 20 21 22 23 24 25 26 27 28 29 30 1 2 3 4 5 6 7 8 9 10 11 12 16 17 18 19 2021 BLK 4 8 7 1 2 4 3 1 2 4 3 BLK 2 BLK 3 ST E R N W H E E L E R D R I V E FIELD POINT WAY ST E R N W H E E L E R DR I V E MEADOW LARK ROAD NATURE PARK WAY N A T U R E P A R K W A Y GR E E N S P A C E R O A D GRASSLAND ROAD MOORLAND WAY PARKLAND WAY AMBLE LANE TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) MOORLAND WAY PARKLAND WAY AMBLE LANEAMBLE LANE S T E R N W H E E L E R C O U R T 1 0.60 0.25 4 2.64 0.60 10 2.88 0.47 7 2.46 .56 9 2.43 0.54 11 2.38 0.54 3 3.90 0.51 OS-11 2.12 0.25 OS-2 0.34 0.77 OS-3 0.47 0.79 OS-4 0.51 0.77 OS-5 0.27 0.77 OS-10 2.17 0.25 50 0.73 0.34 12 1.21 0.71 2 4.54 0.48 5 2.51 0.446 2.51 0.57 8 0.54 0.65 OS-1 0.59 0.62 POND 300 EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX COUNTRY CLUB RESERVE STORM OUTFALL PIPE FUTURE BAKER LATERAL EXTENSION (BY OTHERS) EX PROPERTY BOUNDARY PROP BAKER LATERAL IRRG PIPE EXTENSION 1 50 OS-3 23 4 6 109 -- OS-5 5 0S-11 OS-10 OS-1 OS-2 EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY PROP BAKER LATERAL IRRG PIPE EXTENSION PROP RAIN GARDEN FUTURE 10' REGIONAL TRAIL BY OTHERS PROPOSED 50' TRAIL AND NATURAL AREAS BUFFER EASEMENT ASPEN 0' SCALE: 1" = 100' 100'200' SHEET No: PR O J E C T / L O C A T I O N : DR A W I N G : OF CHECKED BY: DESIGNED BY: DRAWN BY: DE S C R I P T I O N O F R E V I S I O N : DA T E : RE V I S E D B Y : AP P R O V E D B Y : RE V . # 1 2 3 4 5 6 7 PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N project no: date: SO N D E R S E A S T FO R T C O L L I N S , C O L O R A D O OV E R A L L G R A D I N G P L A N & D R A I N A G E E X H I B I T ( N O R T H ) C-034 34 84 AUGUST 7, 2024 105001 JRG JRG JRG KEY MAP - 1" = 1000' 036 035 034 KEY MAP - 1" = 1000' MATCH LINE SEE SHEET C-035 LEGEND EXISTING CONTOURS NEW INTERMEDIATE CONTOURS64 65 NEW INDEX CONTOURS PROPOSED FLOWLINE EX RIGHT-OF-WAY/ PROPERTY BOUNDARY PROPOSED DRAINAGE BASIN BOUNDARY LINE PROPOSED STORM PIPE EXISTING STORM PIPE & MANHOLE RD PROPOSED ROOF DRAIN AND STORM PIPE PROPOSED DRAINAGE BASIN ID ACRES / 'C' VALUE PROPOSED DRAINAGE DESIGN POINT DRAINAGE FLOW DIRECTION DRAINAGE SWALE 1 0.60 0.25 FOR THE MARKING OF UNDERGROUND BEFORE YOU DIG, GRADE, OR EXCAVATE CALL 2 BUSINESS DAYS IN ADVANCE CENTER OF COLORADO CALL UTILITY NOTIFICATION 1-800-922-1987 MEMBER UTILITIES. PROPOSED DRAINAGE BASIN SUMMARY TABLE: PROPOSED LID SUMMARY TABLE: VOLUME PROVIDED 100-YR DESCPOND WSEL. (AC-FT)(FT) VOLUME REQUIRED (AC-FT) POND OUTFLOW (CFS) DP DP DP DP MORNING STAR DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E BRIGHTWATER DRIVE CLIPPER WAY WEL L N E S S R O A D H I G H M E A D O W R O A D HI G H M E A D O W R O A D STA R D U S T W A Y TR A I L W A Y R O A D WALKING STICK WAY PATHWAY ROAD PARKLAND ROAD H I G H M E A D O W R O A D FIELD POINT WAY ST E R N W H E E L E R DR I V E WANDER T R A I L NA T U R E P A R K W A Y GR E E N S P A C E R O A D AMBLE LANE PLAY P A R K L A N E TRAILS CROSSING LANE BRIGHTWATER DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) MORNING STAR DRIVE AMBLE LANE PATHWAY LANE PATHWAY LANEPATHWAY LANE ST E R N W H E E L E R D R I V E TRAILS CROSSING LANE TRA I L S C R O S S I N G L A N E AMBLE LANE DP DP DP DP 5 0 55 4 7 4 8 4 9 5 1 5 2 52 5 2 5 3 53 53 5 3 53 53 5 3 54 56 57 58 59 6 16263 64 60 58 5 8 58 59 61 62 63 55 60 6 0 5657 5 7 58 5 8 59 5 9 61 6 1 55 6 0 6 5 5 2 52 53 545657 5 8 5 9 6 1 6 2 6 3 6 4 55 54 565758 5560 53 5456575859 55 55 54 54 56 56 57 58 5 5 5 4 54 5 6 50 46 47 48 49 51 52 53 54 4 5 50 4 4 46 47 48 49 51 52 45 50 43 44 46 47 48 49 51 52 53 4 0 4 5 5 0 3 7 3 8 3 9 4 1 4 2 4 3 4 4 4 6 4 7 4 8 4 9 5 1 45 43 44 46 6 0 6 1 55 54 56 57 58 60 65 6162 63 64 66 67 68 69 6 0 6 5 7 0 59 6 1 6 2 6 3 6 4 6 6 6 7 6 8 6 9 55 60 56 57 58 59 61 62 63 64 5560565758596162 55 60 545657585961 5 5 60 5 4 5 6 5 7 5859 60 65 58 59 61 62 63 64 66 67 68 69 55 53 5 4 56575859 55 53 54 565758 55 60 65 56 57 58 59 61 62 63 64 55 52 53 54 56 57 50 48 49 51 52 5354 50 4849 515253 45 50 44 46 474849 51 52 53 54 45 4344 46 45 42 43 44 50 46 47 48 49 5 1 5 2 45 50 44 46 47 48 49 51 5 2 5 3 5 4 50 46 47 48 49 51 52 53 40 45 50 37 38 39 41 42 43 44 46 47 48 49 51 52 53 50 47 48 49 51 45 50 41 42 43 44 46 47 48 49 40 45 37 38 39 41 4 2 43 44 46 47 48 45 44 36 37 38 39 5 2 5 1 5 0 4 9 4 8 47 4 6 45 4 4 4 3 4 2 4 1 41 42 42 4 1 40 39 38 37 42 37 4 0 3 9 4 0 4 1 4 2 4 1 4 2 4 2 3 8 3 7 5 3 42 41 42 3840 4 5 4 0 3 9 4 5 5 0 55 43 41 4 2 4 2 4 1 4 0 4 2 4 2 4 1 69 68 6 9 7 0 70 7 0 66 67 68 69 70 65 64 63 63 60 55 53 53 54 54 53 52 51 5 3 53 5 4 5 4 4 7 45 44 43 46 5 0 5 3 5 0 4 5 53 5857 64 65 4 3 5554 53 54 54 3 7 3 8 3 9 40 42 41 40 40 60 61 62 4 4 43 4 2 4 1 4 0 39 38 37 EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY PROP BAKER LATERAL IRRG PIPE EXTENSION 11 12 9 10 7 13 8 16 17 18 22A 21 14 20 22 23 26 10 2.88 0.47 7 2.46 .56 13 5.87 0.47 9 2.43 0.54 15 0.85 0.47 19 11.68 0.68 11 2.38 0.54 16 2.38 0.69 20 4.33 0.78 21 4.17 0.58 22 4.91 0.62 31 2.67 0.62 29 5.13 0.67 24 1.19 0.77 28 1.42 0.54 26 2.54 0.53 34 1.04 0.60 36 1.32 0.66 37 2.97 0.57 38 2.76 0.49 46 1.97 0.63 17 2.67 0.61 40 1.01 0.62 41 2.32 0.61 OS-12 41.62 0.25 OS-13 7.34 0.25 OS-5 0.27 0.77 OS-6 0.47 0.78 OS-7 0.09 0.79 OS-8 0.68 0.81 OS-9 0.44 0.77 12 1.21 0.71 33 0.73 0.70 32 0.60 0.64 33 0.73 0.70 32 0.60 0.79 35 1.06 0.64 14 3.92 0.64 22A 0.89 0.67 18 0.89 0.64 18A 0.35 0.78 23 2.01 0.59 27 0.32 0.67 30 1.04 0.79 25 0.20 0.70 4.70 8 0.54 0.65 27 30 28 24 29 34 25 33 32 18A POND 200 EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY PROP BAKER LATERAL IRRG PIPE EXTENSION PROP RAIN GARDEN PROP DRAINAGE EASEMENT PROP DRAINAGE EASEMENT EX PROPERTY BOUNDARY FUTURE 10' REGIONAL TRAIL BY OTHERS PROPOSED 50' TRAIL AND NATURAL AREAS BUFFER EASEMENT PROP BAKER LATERAL IRRG PIPE EXTENSION 1 2 3 4 BLK1 BLK1 BLK1 5 6 7 8 9 10 11 BLK2 5 6 BLK3 BLK4 BLK5 BLK6 BLK 7 1 2 3 4 8 7 6 5 9 10 11 12 16 15 14 13 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 13 12 14 15 16 17 18 BLK1 BLK1 BLK1 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 1415 16 17 18 19 2021 BLK 4 BLK7BLK5 1 2 3 4 5 6 7 8 9 10 11 1516171819202526 3 4 5 6 7 8 9 11 12 14 15161718192021 BLK10 BLK10 BLK 11 BLK12 BLK14 1 2 3 4 5 6 7 8 9 BLK15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 BLK15 BLK15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 303132333435363738 1 16 2 15 3 14 4 13 5 12 6 11 7 10 8 9 BLK15 BLK 15 BLK16 BLK17 BLK19 BLK18 BLK21 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 101112131415 1 2 3 4 5 6 7 8 9 10 11 15 12 13 14 22 23242526272829 21 20 35 34 1 2 3 4 5 6 7 8 9 1011121314 1 2 3 4 5 6 7 8 9 10 11 12 14 16 17 18 19 20 22 15161718 19 20 21 22 23 24 25 26 27 28 BLK11 BLK14 27 28 29 30 31 32 33 34 35 36 37 38 39 47 46 45 44 43 42 41 40 BLK12 BLK12 BLK12 8 7 1 2 4 3 1 2 4 3 5 6 16 15 BLK2 BLK3 BLK1 BLK 20 MORNING STAR DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E ST E R N W H E E L E R D R I V E CL A R I O N L A N E BRIGHTWATER DRIVE CLIPPER WAY FIELD VIEW ROAD GREENSPACE WAY FO R U M R O A D HIG H M E A D O W R O A D WE L L N E S S R O A D WELL N E S S R O A D HI G H M E A D O W R O A D HIG H M E A D O W R O A D ST A R D U S T W A Y TRA I L W A Y R O A D WALKING STICK WAY PATHWAY ROAD PARKLAND ROAD HI G H M E A D O W R O A D FIELD POINT WAY ST E R N W H E E L E R DR I V E MEADOW LARK ROAD WANDER TRAIL NATURE PARK WAY NA T U R E P A R K W A Y GR E E N S P A C E R O A D GR E E N S P A C E R O A D GRASSLAND ROAD MOORLAND WAY PARKLAND WAY AMBLE LANE PLAY P A R K L A N E TRAILS CROSSING LANE TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) BRIGHTWATER DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E BA R H A R B O R D R I V E RICHARDS LAKE ROAD (TWO LANE ARTERIAL) RICHARDS LAKE ROAD (TWO LANE ARTERIAL) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) BRIGHTWATER DRIVE MORNING STAR DRIVE MOORLAND WAY PARKLAND WAY AMBLE LANE PATHWAY LANE PATHWAY LANEPATHWAY LANE STE R N W H E E L E R D R I V E TRAILS CROSSING LANE TRA I L S C R O S S I N G L A N E AMBLE LANE ST E R N W H E E L E R C O U R T 1 2 3 4 7 6 5 8 11 9 10 BUILDING A3 STORY18 UNIT BUILDING B3 STORY18 UNIT BLK 8BLK8 24 12 13 14 212223 BLK9 BLK9 1021 13 22232425 BLK10 BLK10 BLK 11 30313233 16 17 18 19 23242526 21 15 13 BUILDING D3 STORY18 UNIT BUILDING A3 STORY18 UNIT DP DP DP DP DP DP DP DP DP DP DP DP NOTES: 1.PROPOSED ELEVATIONS SHOWN ARE RELATIVE TO A DATUM OF 5000 FEET, AND ARE BASED ON THE BENCHMARKS DESCRIBED ON SHEET C-001. 2.THE DRAINAGE BASINS OS-9, 24-31, 34-49, AND 51-52 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO THE EXISTING DETENTION POND 100. DRAINAGE BASINS OS-5, OS-6, OS-7, OS-8, OS-13, 7-23, AND 32-33 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO PROPOSED POND 200. DRAINAGE BASINS OS1, OS-2, OS-3, OS-4, OS-10, OS-11, 1-6, AND 50 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO PROPOSED POND 300. A SMALL PORTION OF DRAINAGE BASIN OS-1 SHEET FLOWS INTO THE NO. 8 IRRIGATION DITCH, AS HISTORICALLY OCCURS. THE NORTHWEST PORTION OF BASIN 39 FLOWS TO A HEADWALL AND PIPE W/ ORIFICE CONTROL, AND THEN INTO THE NUMBER 8 DITCH, WHILE THE SOUTHERN PORTION OF BASIN 39 FLOWS SOUTH AND COMBINES WITH BASIN 49 FLOW, BEFORE ENTERING EXISTING POND 100. BASIN 0S-12 FLOWS OVERLAND AND INTO THE NO. 8 DITCH. 3.PLEASE REFER TO THE SWMM AND RATIONAL METHOD CALCULATIONS WITHIN THE DRAINAGE REPORT 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, SIDEWALK CHASES, AND SWALES BEFORE ENTERING STORM INLETS AND PIPES, WHICH ULTIMATELY DISCHARGE TO THE EXISTING DETENTION POND 100 AND PROPOSED PONDS 200 AND 300. 6. RIPRAP AND GRASS LINED DRAINAGE CHANNELS WILL ENHANCE EROSION CONTROL WITHIN THE SITE LIMITS. SITE BMP'S WILL BE IMPLEMENTED DURING CONSTRUCTION TO REDUCE SEDIMENT TRANSPORT OFFSITE AS SHOWN IN THE EROSION CONTROL PLAN. 7.ALL PROPOSED STORM DRAINAGE PIPES AND STRUCTURES OUTSIDE OF CITY RIGHT OF WAY WILL BE PRIVATELY OWNED AND MAINTAINED BY THE OWNER (SONDERS EAST). ALL EXISTING AND PROPOSED STORM SEWER WITHIN PUBLIC ROW, WILL BE OWNED AND MAINTAINED BY THE CITY OF FORT COLLINS. ASPEN 0' SCALE: 1" = 100' 100'200' SHEET No: PR O J E C T / L O C A T I O N : DR A W I N G : OF CHECKED BY: DESIGNED BY: DRAWN BY: DE S C R I P T I O N O F R E V I S I O N : DA T E : RE V I S E D B Y : AP P R O V E D B Y : RE V . # 1 2 3 4 5 6 7 PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N project no: date: SO N D E R S E A S T FO R T C O L L I N S , C O L O R A D O OV E R A L L G R A D I N G P L A N & D R A I N A G E E X H I B I T ( S O U T H ) C-035 35 84 AUGUST 7, 2024 105001 JRG JRG JRG KEY MAP - 1" = 1000'KEY MAP - 1" = 1000' LEGEND EXISTING CONTOURS NEW INTERMEDIATE CONTOURS64 65 NEW INDEX CONTOURS PROPOSED FLOWLINE EX RIGHT-OF-WAY/ PROPERTY BOUNDARY PROPOSED DRAINAGE BASIN BOUNDARY LINE PROPOSED STORM PIPE EXISTING STORM PIPE & MANHOLE RD PROPOSED ROOF DRAIN AND STORM PIPE PROPOSED DRAINAGE BASIN ID ACRES / 'C' VALUE PROPOSED DRAINAGE DESIGN POINT DRAINAGE FLOW DIRECTION DRAINAGE SWALE 1 0.60 0.25 FOR THE MARKING OF UNDERGROUND BEFORE YOU DIG, GRADE, OR EXCAVATE CALL 2 BUSINESS DAYS IN ADVANCE CENTER OF COLORADO CALL UTILITY NOTIFICATION 1-800-922-1987 MEMBER UTILITIES. MATCH LINE SEE SHEET C-034 MAT C H L I N E SEE S H E E T C - 0 3 6 036 035 034 PROPOSED LID SUMMARY TABLE: VOLUME PROVIDED 100-YR DESCPOND WSEL. (AC-FT)(FT) VOLUME REQUIRED (AC-FT) POND OUTFLOW (CFS) MORNING STAR DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E ST E R N W H E E L E R D R I V E CL A R I O N L A N E BRIGHTWATER DRIVE CLIPPER WAY FIELD VIEW ROAD GREENSPACE WAY FO R U M R O A D HIG H M E A D O W R O A D WE L L N E S S R O A D WELL N E S S R O A D HI G H M E A D O W R O A D HIG H M E A D O W R O A D ST A R D U S T W A Y TRA I L W A Y R O A D WALKING STICK WAY PATHWAY ROAD PARKLAND ROAD HI G H M E A D O W R O A D FIELD POINT WAY ST E R N W H E E L E R DR I V E MEADOW LARK ROAD WANDER TRAIL NATURE PARK WAY NA T U R E P A R K W A Y GR E E N S P A C E R O A D GR E E N S P A C E R O A D GRASSLAND ROAD MOORLAND WAY PARKLAND WAY AMBLE LANE PLAY P A R K L A N E TRAILS CROSSING LANE TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) BRIGHTWATER DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E BA R H A R B O R D R I V E RICHARDS LAKE ROAD (TWO LANE ARTERIAL) RICHARDS LAKE ROAD (TWO LANE ARTERIAL) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) BRIGHTWATER DRIVE MORNING STAR DRIVE MOORLAND WAY PARKLAND WAY AMBLE LANE PATHWAY LANE PATHWAY LANEPATHWAY LANE STE R N W H E E L E R D R I V E TRAILS CROSSING LANE TRA I L S C R O S S I N G L A N E AMBLE LANE ST E R N W H E E L E R C O U R T DP DP DP DP 15''SAN 15''SAN15''SAN 15''SAN 25 3 0 24 26 27 28 29 3 1 3 2 33 2 5 30 35 40 4 5 5 0 2 6 2 7 28 2 9 3 1 32 33 34 36 37 38 39 41 42 43 44 4 6 4 7 4 8 4 9 5 1 5 2 52 5 2 5 3 53 53 5 3 5 3 5 2 52 4 5 50 4 4 46 47 48 49 51 52 45 50 43 44 46 47 48 49 51 52 53 3 0 3 0 3 5 3 5 4 0 4 5 5 0 29 29 3 1 3 1 3 2 3 2 3 3 3 3 3 4 3 4 36 3 6 37 3 7 38 3 8 39 3 9 4 1 4 2 4 3 4 4 4 6 4 7 4 8 4 9 5 1 40 45 36 3 637 37 38 39 41 42 43 44 46 35 40 33 34 36 37 38 39 41 25 2 5 2 5 24 2 6 2 7 2 8 2 9 53 45 50 44 46 4748 51 52 53 54 4344 50 46 47 48 49 5 1 5 2 45 50 44 46 47 48 49 51 5 2 5 3 5 4 50 46 47 48 49 51 52 53 40 45 50 37 38 39 41 42 43 44 46 47 48 49 51 52 53 30 35 262728 29 31 32 33 34 36 37 50 47 48 49 51 45 50 41 42 43 44 46 47 48 49 40 45 3 7 38 39 41 4 2 43 44 46 47 48 30 3 5 4 0 31 3 2 3 3 3 4 3 6 3 7 3 8 3 9 3 5 4 0 3 2 3 3 3 4 3 6 3 7 3 8 3 9 4 1 35 40 45 36 37 38 39 41 42 43 44 46 4 0 3 6 3 7 3 8 3 9 4 1 4 2 4 3 4 4 3 0 3 5 3 1 3 2 3 3 3 4 3 6 3 7 3 8 3 9 30 35 2 6 27 28 29 31 32 33 34 36 25 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 38 39 39 41 41 42 42 43 30 30 30 35 28 2929 29 3131 31 3232 32 333333 3434 34 5 2 5 1 39 38 37 42 37 4 0 3 9 4 0 4 1 4 2 4 1 4 2 4 2 3 8 3 7 5 3 28 28 25 24 21 25 43 4 2 4 2 4 1 4 0 4 1 5 3 53 5 4 5 4 4 7 45 44 43 46 5 0 5 3 5 0 4 5 4 3 3 231 3 1 5554 53 54 54 35 3 6 3 7 3 8 3 9 40 34 34 35 33 29 30 44 25 28 2923 23 25 28 28 2726 25 29 42 41 40 39 38 37 30 31 32 33 34 32 31 34 30 28 2 9 31 32 33 34 28 2 9 31 32 33 30 35 36 37 38 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 303132333435363738 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 101112131415 7 8 9 10 11 12 14 16 17 18 19 20 BLK 14 33 34 35 36 37 38 39 41 40 BLK 12 BLK 20 CL A R I O N L A N E BRIGHTWATER DRIVE CLIPPER WAY FIELD VIEW ROAD GREENSPACE WAY FO R U M R O A D HI G H M E A D O W R O A D WE L L N E S S R O A D WEL L N E S S R O A D H I G H M E A D O W R O A D HI G H M E A D O W R O A D STA R D U S T W A Y TR A I L W A Y R O A D PLAY P A R K L A N E BA R H A R B O R D R I V E RICHARDS LAKE ROAD (TWO LANE ARTERIAL) RICHARDS LAKE ROAD (TWO LANE ARTERIAL) TRAILS CROSSING LANE TRA I L S C R O S S I N G L A N E 19 15 13 15''SAN 15''SAN15''SAN 15''SAN EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY PROP LIMITS OF DEVELOPMENT EX PROPERTY BOUNDARY (TO BE VACTED BY CURRENT PLAT) PROP DRAINAGE EASEMENT EX PROPERTY BOUNDARY PROP 6' CONC CROSSPAN INLETS PROP TYPE R INLETS PROP TYPE R INLET PROP RIPRAP 31 2.67 0.62 29 0.67 34 1.04 0.60 36 1.32 0.66 37 2.97 0.57 38 2.76 0.49 46 1.97 0.63 42 2.13 0.50 44 4.48 0.55 45 1.77 0.34 48 1.54 0.67 49 1.82 0.40 40 1.01 0.62 41 2.32 0.61 47 4.68 0.55 OS-13 7.34 0.25 33 0.73 0.70 32 0.60 0.64 33 0.73 0.70 32 0.60 0.79 35 1.06 0.64 22A 0.89 0.67 18A 0.35 0.78 43 0.53 0.59 39 4.70 0.44 51 0.16 0.25 52 0.28 0.68 35 36 40 37 4138 48 44 43 45 52 47 48 49 39 EXISTING LIND FILING 1 POND 100 POND 200 EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY OS-13 51 FUTURE 10' REGIONAL TRAIL BY OTHERS PROPOSED 50' TRAIL AND NATURAL AREAS BUFFER EASEMENT FUTURE 10' REGIONAL TRAIL BY OTHERS PROPOSED 50' TRAIL AND NATURAL AREAS BUFFER EASEMENT FUTURE 10' REGIONAL TRAIL DITCH CROSSING BY OTHERS PROPOSED 50' TRAIL AND NATURAL AREAS BUFFER EASEMENT PROP LIMITS OF DEVELOPMENT NOTES: 1.PROPOSED ELEVATIONS SHOWN ARE RELATIVE TO A DATUM OF 5000 FEET, AND ARE BASED ON THE BENCHMARKS DESCRIBED ON SHEET C-001. 2.THE DRAINAGE BASINS OS-9, 24-31, 34-49, AND 51-52 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO THE EXISTING DETENTION POND 100. DRAINAGE BASINS OS-5, OS-6, OS-7, OS-8, OS-13, 7-23, AND 32-33 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO PROPOSED POND 200. DRAINAGE BASINS OS1, OS-2, OS-3, OS-4, OS-10, OS-11, 1-6, AND 50 SHOWN IN THIS EXHIBIT WILL BE CONVEYED TO PROPOSED POND 300. A SMALL PORTION OF DRAINAGE BASIN OS-1 SHEET FLOWS INTO THE NO. 8 IRRIGATION DITCH, AS HISTORICALLY OCCURS. THE NORTHWEST PORTION OF BASIN 39 FLOWS TO A HEADWALL AND PIPE W/ ORIFICE CONTROL, AND THEN INTO THE NUMBER 8 DITCH, WHILE THE SOUTHERN PORTION OF BASIN 39 FLOWS SOUTH AND COMBINES WITH BASIN 49 FLOW, BEFORE ENTERING EXISTING POND 100. BASIN 0S-12 FLOWS OVERLAND AND INTO THE NO. 8 DITCH. 3.PLEASE REFER TO THE SWMM AND RATIONAL METHOD CALCULATIONS WITHIN THE DRAINAGE REPORT 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, SIDEWALK CHASES, AND SWALES BEFORE ENTERING STORM INLETS AND PIPES, WHICH ULTIMATELY DISCHARGE TO THE EXISTING DETENTION POND 100 AND PROPOSED PONDS 200 AND 300. 6. RIPRAP AND GRASS LINED DRAINAGE CHANNELS WILL ENHANCE EROSION CONTROL WITHIN THE SITE LIMITS. SITE BMP'S WILL BE IMPLEMENTED DURING CONSTRUCTION TO REDUCE SEDIMENT TRANSPORT OFFSITE AS SHOWN IN THE EROSION CONTROL PLAN. 7.ALL PROPOSED STORM DRAINAGE PIPES AND STRUCTURES OUTSIDE OF CITY RIGHT OF WAY WILL BE PRIVATELY OWNED AND MAINTAINED BY THE OWNER (SONDERS EAST). ALL EXISTING AND PROPOSED STORM SEWER WITHIN PUBLIC ROW, WILL BE OWNED AND MAINTAINED BY THE CITY OF FORT COLLINS. ASPEN 0' SCALE: 1" = 100' 100'200' SHEET No: PR O J E C T / L O C A T I O N : DR A W I N G : OF CHECKED BY: DESIGNED BY: DRAWN BY: DE S C R I P T I O N O F R E V I S I O N : DA T E : RE V I S E D B Y : AP P R O V E D B Y : RE V . # 1 2 3 4 5 6 7 PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N project no: date: SO N D E R S E A S T FO R T C O L L I N S , C O L O R A D O OV E R A L L G R A D I N G P L A N & D R A I N A G E E X H I B I T ( S E ) C-036 36 84 AUGUST 7, 2024 105001 JRG JRG JRG KEY MAP - 1" = 1000'KEY MAP - 1" = 1000' MATCH LINE SEE SHEET C-018 LEGEND EXISTING CONTOURS NEW INTERMEDIATE CONTOURS64 65 NEW INDEX CONTOURS PROPOSED FLOWLINE EX RIGHT-OF-WAY/ PROPERTY BOUNDARY PROPOSED DRAINAGE BASIN BOUNDARY LINE PROPOSED STORM PIPE EXISTING STORM PIPE & MANHOLE RD PROPOSED ROOF DRAIN AND STORM PIPE PROPOSED DRAINAGE BASIN ID ACRES / 'C' VALUE PROPOSED DRAINAGE DESIGN POINT DRAINAGE FLOW DIRECTION DRAINAGE SWALE 1 0.60 0.25 FOR THE MARKING OF UNDERGROUND BEFORE YOU DIG, GRADE, OR EXCAVATE CALL 2 BUSINESS DAYS IN ADVANCE CENTER OF COLORADO CALL UTILITY NOTIFICATION 1-800-922-1987 MEMBER UTILITIES. MAT C H L I N E SEE S H E E T C - 0 2 1 036 035 034 PROPOSED LID SUMMARY TABLE: VOLUME PROVIDED 100-YR DESCPOND WSEL. (AC-FT)(FT) VOLUME REQUIRED (AC-FT) POND OUTFLOW (CFS) OS-1 OS-2 50 2 OS-3 5 6 4 3 OS-4 OS-12 OS-13 12 11 10 9 8 7 OS-5 OS-6 OS-7 OS-8 OS-9 26 20 13 14 15 16 17 21 22 25 23 24 28 30 27 29 34 LIND 18 19 49 47 44 48 45 41 38 46 39 3736 35 31 3233 40 42 43 18A 22A 1 S-02 S-03 S-01 POND-300 OS-10 ST-320B ST-321A ST-320A P-320 P-321 J123 ST-321B ST-207D ST-207C P-205 P-207 P-208 P-205C P-205D P-203 P-201 P-200 P-202C P-202F P-202E ST-202G ST-202H ST-202J ST-1313 P-1310 P-135 P-137 P-134 ST-133F ST-134A ST-133G ST-133E P-133E P-133B ST-131G ST-150A ST-131D ST-131C P-131A ST-141 J97 ST-112B ST-112 P-111 P-133B ST-126 P-125 ST-126 OF1 OF3 OF4 OF2LIND-POND POND-200 AS P E N SHEET No: PR O J E C T / L O C A T I O N : DR A W I N G : OF CHECKED BY: DESIGNED BY: DRAWN BY: DE S C R I P T I O N O F R E V I S I O N : DA T E : RE V I S E D B Y : AP P R O V E D B Y : RE V . # 1 2 3 4 5 6 7 PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N project no: date: SO N D E R S E A S T FO R T C O L L I N S , C O L O R A D O SW M M E X H I B I T C-050 50 84 AUGUST 7, 2024 105001 JYM JYM JRG LEGEND PIPE CONVEYANCE LINK WITH INLET STREET CONVEYANCE LINK WITH JUNCTION BASIN BOUNDARY PROPOSED DRAINAGE BASIN SUMMARY TABLE: 25 OF3 P-205C ST-205C POND OUTFALL VOLUME REQUIRED 100-YR DESCPOND WSEL. (AC-FT)(FT) VOLUME PROVIDED (AC-FT) PROPOSED DRAINAGE SUMMARY TABLE S S S E GG EE EE E EE EE EE EE EE GG G G GG G G GG G GG EE EE EE EE E GG G G G G G G G GGGEEEE EE G GEGGGGEEEE G GEEGG G G G G G GEEEEEEE E EE EE EE EE EE G GG GG GG G G G EE EE EE EEGGGGGGG G G G EE G E GG EE EE G G G G GG EE GG GG GG GG G G G EE E E EE E EE EE E G GG EE GG GG G G G G G GG GG G E EE E E EE EE EE EE E GG GG GG GG GGG E EE E E EE EE E E E EE E E EE EE EE GG GG GG GG GG GG EE E G G G GG G GG GG G G G G G GG G EE E EE EE EE EE EE EE EE EE EE EEEEEE EEE EE EE EE EE EE G G G GG G GGGGGG G GG GG G EE EE EE EE EE EE E EE EE EE EE G GG G G G GG G G GG GG GG EE EE GGGGEEG EEG EE GG EE EE EEGGGG G GG G EE EEGG G G G EE GG EEEGG G GGG EE EE E EE G G G GG G G G G EE G EE EE EE EE EE GG GG GG GG G G E EE EE GG G G G G E EE EE GG GG GG G E EE EE G G G G E EE G G G EE EE EE EE GG G G G G G G GGGEEEEG G G EE S W S W G G G S W S W S W S W S W S W SW W SW G E EG EG EG E G S S S S S S S S S S S SSSSSS SSSSSS S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SS S S S S S S S S S S S S S S S S S S S S SSSSSSS S S S S S S E G G G E G EG EG EG EG SSSSSS S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S WW W W W W W W W W W W W W W W W W W W W W W W W W W W S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SS S S S S S S S S S S S S S S S S S S S S S S S S S S SS S S S S S S S S S S S S S SSSSS SS S S W W W W W W W W W W W W W W W W W W W W W W W W W WW W W W W W W W WWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W WWW W W W W W W W W W W W W W S W W W W W WWW W W W W W W W W W W W W W W W W W W W W W W W WW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WW W W W WW W W W W W W W WW W W W WW W W W W W W W W W W W W W W W W W W W W W WWWWWWWW W W W S W W W W W W W S W S WS W S S W W W W W W S S S S W W S S S S S W W W W W W W W W W W W W W W W W GESW EE E E EE EWWWWWWWSSSSSSGGGGGGG E EE EE EE EEWWWWWWWW WSSSSSSSSSGGGGGGGG G G G G G S S S E E E EE W W W W W W S S S SG S S W W W W F F F F W FFW WF WF SS S S W W W W W W W S W W W W W W W W W WDP DP WW DP DP DP DP DP EE EE SSS SSSS WWW EEEGGG EE W W W W S S S S S EE GG G G G G G G W W W W S G S S SGGG S S SGGG W SW S SWW S E E E W DPE E E W DPE DP WW W EEE DP WW W EEE DP WW W EEE GS S G SSGSGSSGS S WSWWSSWWSSWSWWS G G EG EG EG E G EG EG EG EG E G E G EG E G E G EG E G EG E G E G EG E G EG EG EG E G EG E GEGEG EG EG EG EG EG EG EG EGEGEG E G G EG E G EG EG EG EG E G EGEGEG E G E G E G EG E EG G EG EG EG EG EG EG EGEGEG EG EG EG EG W SW SW WS W W W W W W W WSSSSSSS S S W WSSWWSSSSSSSSWWWWWWWW W S WSWSSW W S S S S SWWWW W SW SW SW S S S W W W W S W S W EG EG EG E E E E G G G G G E GE GE G E E G E G W W S W W W W W W S EGEGEG EG EGEG EG EG EG GE GE GE G WWWW WW W W S W W W W W EG G E G E EG EG EG G E G E GE EG S S S S SWWWW G S W E S E E G G G G E G G G E E E E G E 1 2 3 4 BLK1 BLK1 BLK1 5 6 7 8 9 10 11 BLK2 5 6 BLK3 BLK4 BLK5 BLK6 BLK 7 1 2 3 4 8 7 6 5 9 10 11 12 16 15 14 13 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 13 12 14 15 16 17 18 BLK1 BLK1 BLK1 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 1415 16 17 18 19 2021 BLK 4 BLK7BLK5 1 2 3 4 5 6 7 8 9 10 11 1516171819202526 3 4 5 6 7 8 9 11 12 14 15161718192021 BLK10 BLK10 BLK 11 BLK12 BLK14 1 2 3 4 5 6 7 8 9 BLK15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 BLK15 BLK15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 303132333435363738 1 16 2 15 3 14 4 13 5 12 6 11 7 10 8 9 BLK15 BLK 15 BLK16 BLK17 BLK19 BLK18 BLK21 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 101112131415 1 2 3 4 5 6 7 8 9 10 11 15 12 13 14 22 23242526272829 21 20 35 34 1 2 3 4 5 6 7 8 9 1011121314 1 2 3 4 5 6 7 8 9 10 11 12 14 16 17 18 19 20 22 15161718 19 20 21 22 23 24 25 26 27 28 BLK11 BLK14 27 28 29 30 31 32 33 34 35 36 37 38 39 47 46 45 44 43 42 41 40 BLK12 BLK12 BLK12 8 7 1 2 4 3 1 2 4 3 5 6 16 15 BLK2 BLK3 BLK1 BLK 20 MORNING STAR DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E ST E R N W H E E L E R D R I V E CL A R I O N L A N E BRIGHTWATER DRIVE CLIPPER WAY FIELD VIEW ROAD GREENSPACE WAY FO R U M R O A D HIG H M E A D O W R O A D WE L L N E S S R O A D WELL N E S S R O A D HI G H M E A D O W R O A D HIG H M E A D O W R O A D ST A R D U S T W A Y TRA I L W A Y R O A D WALKING STICK WAY PATHWAY ROAD PARKLAND ROAD HI G H M E A D O W R O A D FIELD POINT WAY ST E R N W H E E L E R DR I V E MEADOW LARK ROAD WANDER TRAIL NATURE PARK WAY NA T U R E P A R K W A Y GR E E N S P A C E R O A D GR E E N S P A C E R O A D GRASSLAND ROAD MOORLAND WAY PARKLAND WAY AMBLE LANE PLAY P A R K L A N E TRAILS CROSSING LANE TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) BRIGHTWATER DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E BA R H A R B O R D R I V E RICHARDS LAKE ROAD (TWO LANE ARTERIAL) RICHARDS LAKE ROAD (TWO LANE ARTERIAL) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) BRIGHTWATER DRIVE MORNING STAR DRIVE MOORLAND WAY PARKLAND WAY AMBLE LANE PATHWAY LANE PATHWAY LANEPATHWAY LANE STE R N W H E E L E R D R I V E TRAILS CROSSING LANE TRA I L S C R O S S I N G L A N E AMBLE LANE ST E R N W H E E L E R C O U R T 1 2 3 4 7 6 5 8 11 9 10 BUILDING A3 STORY18 UNIT BUILDING B3 STORY18 UNIT BLK 8BLK8 24 12 13 14 212223 BLK9 BLK9 1021 13 22232425 BLK10 BLK10 BLK 11 30313233 16 17 18 19 23242526 21 15 13 BUILDING D3 STORY18 UNIT BUILDING A3 STORY18 UNIT VTC SF W IP IP GB MU CWO RS GF RR NOTES: . 1.PERIMETER SILT FENCE SHALL BE INSTALLED ALONG PROPERTY BOUNDARY, AND IS SHOWN OFFSET FROM PROPERTY BOUNDARY ON 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 TO BE 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 DETERMINED BY THE CONTRACTOR, PRIOR TO CONSTRUCTION, AND SHALL BE INSTALLED ACCORDINGLY. 6.SEE SHEET C-018 & C-019 FOR EROSION CONTROL NOTES AND DETAILS. SYMBOLS SHOWN IN THIS PLAN ARE NOT TO SCALE. 7.PHASED EROSION CONTROL SEQUENCING AND PLANS WILL BE SHOWN AND PROVIDED DURING FINAL DESIGN. SILT FENCE OR STRAW WATTLES SHALL BE INSTALLED AROUND BLOCKS, AFTER UTILITY AND STREET CONSTRUCTION AND GRADING IS COMPLETE. THE EROSION MEASURES WILL BE INSTALLED WHERE CONSTRUCTION WILL NOT BE DEVELOPED FOR AN EXTENDED PERIOD OF TIME. 8.THE OFFSITE LIMITS OF DEVELOPMENT (EAST SIDE OF NEW DITCH RELOCATION, SHALL HAVE DIRT BERM PLACED ALONG LIMITS OF DEVELOPMENT LINE IN-LIEU-OF SILT FENCE. 9.INSTALL NORTH AMERICAN GREEN EROSION CONTROL FABRIC TO 4:1 SLOPES ADJACENT TO THE NO. 8 DITCH. LEGEND . INSTALL VEHICLE TRACKING PAD INSTALL SILT FENCE INSTALL CONCRETE WASHOUT HAY OR STRAW DRY MULCH (1-5%) INSTALL 12" STRAW WATTLE CHECK DAM LIMITS OF DISTURBANCE INSTALL CURB INLET GRAVEL FILTER INSTALL AREA INLET GRAVEL FILTER PROPOSED DIRECTION OF SURFACE FLOW INSTALL ROCK SOCK FILTER INSTALL GRAVEL CURB CHECK BAG INSTALL NORTH AMERICAN GREEN C350 PROPOSED MAJOR CONTOUR - 5 FT INTERVAL PROPOSED MINOR CONTOUR - 1 FT INTERVAL EXISTING MAJOR CONTOUR - 5 FT INTERVAL EXISTING MINOR CONTOUR - 1 FT INTERVAL EXISTING DIRECTION OF SURFACE FLOW INSTALL RIPRAP PROTECTION (TYPE M D =12") 65 64 60 65 59 6162636466 6 7 6 8 6 9 60 6 0 6 5 59 5 9 61 6 1 6 2 6 2 6 3 6 3 6 4 6 6 6 7 62 63 6 5 6 2 6 3 6 4 65 64 62 63 60 61 62 6 3 60 56 57 58 59 61 62 6 5 70 6 2 6 3 6 4 66 67 68 69 71 6 5 63 64 6 6 6 7 68 60 61 62 6 3 60 61 62 63 65 7 0 64 66 67 6 8 6 9 60 59 61 62 63 65 61 62 63 64 65 7 0 66 67 6 8 6 9 70 66676869 65 63 64 66 6 0 65 65 61 6 1 62 6 2 63 6 3 64 64 63 64 40 45 50 50 39 41 42 4344 46 46 47 47 48 49 49 50 5 0 5 0 55 60 464 7 4 8 4 9 49 4 9 51 52 53545657585961 40 45 45 45 50 55 60 65 41 42 42 42 43 43 43 44 44 44 46 46 46 47 47 47 48 48 48 49 49 49 51 52 53 54 56 57 58 59 61 62 63 64 66 67 68 5 5 5 5 6 0 6 0 6 5 7 0 5 4 5 4 5 6 56 5 7 57 5 8 5 8 59 59 6 1 61 6 1 6 1 6 2 6 2 6 3 6 3 6 4 6 6 6 7 6 8 6 9 6 5 65 7 0 7 0 64 6 4 6 6 6 6 6 7 6 7 6 8 6 8 6 9 6 9 7 1 7 1 7 1 7 2 7 2 7 3 50 48 4 5 7 2 72 73 71 70 69 69 65666768 64 7 0 7 0 70 70 70 7 0 63 64 64 65 65 66 63 70 69 6 0 5 2 6 0 5 5 55 6 0 5 2 6 5 6 1 6 7 5 5 5 0 5 0 45 5053 49 48 47 46 45 4945 42 61 6 2 62 6 1 6 3 6 3 7 0 50 50 45 42 42 45 50 52 52 59 59 51 50 51 55 59 60 67 41 49 42 49 42 50 55 60 40 63 64 65 66 67 68 69 70 1 2 3 4 BLK 1 BLK 1 BLK 1 5 6 7 8 9 10 11 BLK 2 5 6 BLK 3 BLK 4 BLK 5 BLK 6 BLK 7 1 2 3 4 8 7 6 5 9 10 11 12 16 15 14 13 1 2 3 4 8 7 6 5 1 2 3 6 5 4 13 12 14 15 16 17 18 BLK 1 BLK 1 BLK 1 19 20 21 22 23 24 25 26 27 28 29 1 2 3 4 5 6 7 8 9 10 11 16 17 18 19 2021 BLK 4 8 7 1 2 4 3 1 2 4 3 BLK 2 BLK 3 ST E R N W H E E L E R D R I V E ST E R N W H E E L E R DR I V E MEADOW LARK ROAD NATURE PARK WAY N A T U R E P A R K W A Y GR E E N S P A C E R O A D GRASSLAND ROAD MOORLAND WAY PARKLAND WAY AMBLE LANE TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) MOORLAND WAY PARKLAND WAY AMBLE LANEAMBLE LANE S T E R N W H E E L E R C O U R T IP VTC IP IP 25' DITCH & DITCH ACCESS EASEMENT REC NO. 200030157848 (TO BE VACATED BY CURRENT PLAT) PROP ROW MATCH LINE SEE SHEET C-016 EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY PROP ROW PROP DITCH EASEMENT PROP DITCH EASEMENT PROP TEMPORARY CONSTRUCTION EASEMENT PROP TEMPORARY CONSTRUCTION EASEMENT PROP DITCH EASEMENT PROP DRAINAGE EASEMENT PROP DRAINAGE EASEMENT PROP IRRIGATION EASEMENT PROP DRAINAGE EASEMENT PROP TOP (TOP OF BANK) OF NO. 8 DITCH PROP BOTTOM (TOE OF SLOPE) OF NO. 8 DITCH 50' 128 ' PROP TOP (TOP OF BANK) OF NO. 8 DITCH PROP BOTTOM (TOE OF SLOPE) OF NO. 8 DITCH PROP BAKER LATERAL IRRIGATION EASEMENT 25' PROP BAKER LATERAL IRRIGATION EASEMENT 25' 25' DITCH & DITCH ACCESS EASEMENT REC NO. 200030157848 (TO BE VACATED BY CURRENT PLAT) PROP CONC DROP STRUCTURE PROP CONC DROP STRUCTURE EX ROW EX ROW EX ROW FUT ROW EX PROPERTY BOUNDARY PROP LIMITS OF DEVELOPMENT PROP LIMITS OF DEVELOPMENT PROP LIMITS OF DEVELOPMENT PROP LIMITS OF DEVELOPMENT PROP LIMITS OF DEVELOPMENT PROP EDGE OF NEW ASPHALT MATCH EXISTING EX EDGE OF ASPHALT PROP EDGE OF NEW ASPHALT EX EDGE OF ASPHALT IP RS RS RS RS RS RS RS RS RS W W W W RR RR RR IPIP GB GB GB GB GBGB GB GB GB GB GB GB GB GB GB GB G B G B POND 300 IP REFER TO NOTE 9 THIS SHEET REFER TO NOTE 9 THIS SHEET REFER TO NOTE 9 THIS SHEET FUTURE 10' REGIONAL TRAIL BY OTHERS PROPOSED 50' TRAIL AND NATURAL AREAS BUFFER EASEMENT FUTURE 10' REGIONAL TRAIL BY OTHERS PROPOSED 50' TRAIL AND NATURAL AREAS BUFFER EASEMENT FUTURE 10' REGIONAL TRAIL BY OTHERS PROPOSED 50' TRAIL AND NATURAL AREAS BUFFER EASEMENT PROP 2' ACCESS ESMT. PROP 2' ACCESS ESMT. 10' ACTIVE MODES PATH 10' ACTIVE MODES PATH 10' ACTIVE MODES PATH 24'x50' ASPEN 0' SCALE: 1" = 100' 100'200' SHEET No: PR O J E C T / L O C A T I O N : DR A W I N G : OF CHECKED BY: DESIGNED BY: DRAWN BY: DE S C R I P T I O N O F R E V I S I O N : DA T E : RE V I S E D B Y : AP P R O V E D B Y : RE V . # 1 2 3 4 5 6 7 PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N project no: date: SO N D E R S E A S T FO R T C O L L I N S , C O L O R A D O ER O S I O N C O N T R O L P L A N ( N O R T H ) C-015 15 84 AUGUST 7, 2024 105001 JRG JRG JRG KEY MAP - 1" = 1000' 017 016 015 KEY MAP - 1" = 1000' MATCH LINE SEE SHEET C-016 Street Cut Note TOTAL ONSITE AREA DISTURBED (SF) 5,641,981 TOTAL OFFSITE AREA DISTURBED (SF) 3,744,027 1.PROJECT WILL BE CONSTRUCTED IN MULTIPLE PHASES. 2.STORAGE/STAGING AREAS SHALL BE WITHIN THE AREA OF DISTURBANCE/ LIMITS OF DEVELOPMENT. 3.NO HAUL ROADS OFFSITE ARE EXPECTED. 4.HEAVY CONSTRUCTION TRAFFIC TO BE ROUTED IN COORDINATION WITH THE SONDERS EAST PROJECT 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. DISTURBANCE AT ANY ONE TIME (%) 100 EXISTING VEGETATION DENSITY (%) VARIES 60-85% EXISTING SOIL TYPE TYPE A SOIL GROUND WATER LEVEL (FT) 16' to 29' MATERIAL CUT/FILL (CF) 38,329,443 PROJECT DETAILS S S S E GG EE EE E EE EE EE EE EE GG G G GG G G GG G GG EE EE EE EE E GG G G G G G G G GGGEEEE EE G GEGGGGEEEE G GEEGG G G G G G GEEEEEEE E EE EE EE EE EE G GG GG GG G G G EE EE EE EEGGGGGGG G G G EE G E GG EE EE G G G G GG EE GG GG GG GG G G G EE E E EE E EE EE E G GG EE GG GG G G G G G GG GG G E EE E E EE EE EE EE E GG GG GG GG GGG E EE E E EE EE E E E EE E E EE EE EE GG GG GG GG GG GG EE E G G G GG G GG GG G G G G G GG G EE E EE EE EE EE EE EE EE EE EE EEEEEE EEE EE EE EE EE EE G G G GG G GGGGGG G GG GG G EE EE EE EE EE EE E EE EE EE EE G GG G G G GG G G GG GG GG EE EE GGGGEEG EEG EE GG EE EE EEGGGG G GG G EE EEGG G G G EE GG EEEGG G GGG EE EE E EE G G G GG G G G G EE G EE EE EE EE EE GG GG GG GG G G E EE EE GG G G G G E EE EE GG GG GG G E EE EE G G G G E EE G G G EE EE EE EE GG G G G G G G GGGEEEEG G G EE S W S W G G G S W S W S W S W S W S W SW W SW G E EG EG EG E G S S S S S S S S S S S SSSSSS SSSSSS S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SS S S S S S S S S S S S S S S S S S S S S SSSSSSS S S S S S S E G G G E G EG EG EG EG SSSSSS S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S WW W W W W W W W W W W W W W W W W W W W W W W W W W W S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SS S S S S S S S S S S S S S S S S S S S S S S S S S S SS S S S S S S S S S S S S S SSSSS SS S S W W W W W W W W W W W W W W W W W W W W W W W W W WW W W W W W W W WWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W WWW W W W W W W W W W W W W W S W W W W W WWW W W W W W W W W W W W W W W W W W W W W W W W WW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WW W W W WW W W W W W W W WW W W W WW W W W W W W W W W W W W W W W W W W W W W WWWWWWWW W W W S W W W W W W W S W S WS W S S W W W W W W S S S S W W S S S S S W W W W W W W W W W W W W W W W W GESW EE E E EE EWWWWWWWSSSSSSGGGGGGG E EE EE EE EEWWWWWWWW WSSSSSSSSSGGGGGGGG G G G G G S S S E E E EE W W W W W W S S S SG S S W W W W F F F F W FFW WF WF SS S S W W W W W W W S W W W W W W W W W WDP DP WW DP DP DP DP DP EE EE SSS SSSS WWW EEEGGG EE W W W W S S S S S EE GG G G G G G G W W W W S G S S SGGG S S SGGG W SW S SWW S E E E W DPE E E W DPE DP WW W EEE DP WW W EEE DP WW W EEE GS S G SSGSGSSGS S WSWWSSWWSSWSWWS G G EG EG EG E G EG EG EG EG E G E G EG E G E G EG E G EG E G E G EG E G EG EG EG E G EG E GEGEG EG EG EG EG EG EG EG EGEGEG E G G EG E G EG EG EG EG E G EGEGEG E G E G E G EG E EG G EG EG EG EG EG EG EGEGEG EG EG EG EG W SW SW WS W W W W W W W WSSSSSSS S S W WSSWWSSSSSSSSWWWWWWWW W S WSWSSW W S S S S SWWWW W SW SW SW S S S W W W W S W S W EG EG EG E E E E G G G G G E GE GE G E E G E G W W S W W W W W W S EGEGEG EG EGEG EG EG EG GE GE GE G WWWW WW W W S W W W W W EG G E G E EG EG EG G E G E GE EG S S S S SWWWW G S W E S E E G G G G E G G G E E E E G E 1 2 3 4 BLK1 BLK1 BLK1 5 6 7 8 9 10 11 BLK2 5 6 BLK3 BLK4 BLK5 BLK6 BLK 7 1 2 3 4 8 7 6 5 9 10 11 12 16 15 14 13 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 13 12 14 15 16 17 18 BLK1 BLK1 BLK1 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 1415 16 17 18 19 2021 BLK 4 BLK7BLK5 1 2 3 4 5 6 7 8 9 10 11 1516171819202526 3 4 5 6 7 8 9 11 12 14 15161718192021 BLK10 BLK10 BLK 11 BLK12 BLK14 1 2 3 4 5 6 7 8 9 BLK15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 BLK15 BLK15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 303132333435363738 1 16 2 15 3 14 4 13 5 12 6 11 7 10 8 9 BLK15 BLK 15 BLK16 BLK17 BLK19 BLK18 BLK21 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 101112131415 1 2 3 4 5 6 7 8 9 10 11 15 12 13 14 22 23242526272829 21 20 35 34 1 2 3 4 5 6 7 8 9 1011121314 1 2 3 4 5 6 7 8 9 10 11 12 14 16 17 18 19 20 22 15161718 19 20 21 22 23 24 25 26 27 28 BLK11 BLK14 27 28 29 30 31 32 33 34 35 36 37 38 39 47 46 45 44 43 42 41 40 BLK12 BLK12 BLK12 8 7 1 2 4 3 1 2 4 3 5 6 16 15 BLK2 BLK3 BLK1 BLK 20 MORNING STAR DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E ST E R N W H E E L E R D R I V E CL A R I O N L A N E BRIGHTWATER DRIVE CLIPPER WAY FIELD VIEW ROAD GREENSPACE WAY FO R U M R O A D HIG H M E A D O W R O A D WE L L N E S S R O A D WELL N E S S R O A D HI G H M E A D O W R O A D HIG H M E A D O W R O A D ST A R D U S T W A Y TRA I L W A Y R O A D WALKING STICK WAY PATHWAY ROAD PARKLAND ROAD HI G H M E A D O W R O A D FIELD POINT WAY ST E R N W H E E L E R DR I V E MEADOW LARK ROAD WANDER TRAIL NATURE PARK WAY NA T U R E P A R K W A Y GR E E N S P A C E R O A D GR E E N S P A C E R O A D GRASSLAND ROAD MOORLAND WAY PARKLAND WAY AMBLE LANE PLAY P A R K L A N E TRAILS CROSSING LANE TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) BRIGHTWATER DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E BA R H A R B O R D R I V E RICHARDS LAKE ROAD (TWO LANE ARTERIAL) RICHARDS LAKE ROAD (TWO LANE ARTERIAL) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) BRIGHTWATER DRIVE MORNING STAR DRIVE MOORLAND WAY PARKLAND WAY AMBLE LANE PATHWAY LANE PATHWAY LANEPATHWAY LANE STE R N W H E E L E R D R I V E TRAILS CROSSING LANE TRA I L S C R O S S I N G L A N E AMBLE LANE ST E R N W H E E L E R C O U R T 1 2 3 4 7 6 5 8 11 9 10 BUILDING A3 STORY18 UNIT BUILDING B3 STORY18 UNIT BLK 8BLK8 24 12 13 14 212223 BLK9 BLK9 1021 13 22232425 BLK10 BLK10 BLK 11 30313233 16 17 18 19 23242526 21 15 13 BUILDING D3 STORY18 UNIT BUILDING A3 STORY18 UNIT VTC SF W IP IP GB MU CWO RS GF RR NOTES: . 1.PERIMETER SILT FENCE SHALL BE INSTALLED ALONG PROPERTY BOUNDARY, AND IS SHOWN OFFSET FROM PROPERTY BOUNDARY ON 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 TO BE 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 DETERMINED BY THE CONTRACTOR, PRIOR TO CONSTRUCTION, AND SHALL BE INSTALLED ACCORDINGLY. 6.SEE SHEET C-018 & C-019 FOR EROSION CONTROL NOTES AND DETAILS. SYMBOLS SHOWN IN THIS PLAN ARE NOT TO SCALE. 7.PHASED EROSION CONTROL SEQUENCING AND PLANS WILL BE SHOWN AND PROVIDED DURING FINAL DESIGN. SILT FENCE OR STRAW WATTLES SHALL BE INSTALLED AROUND BLOCKS, AFTER UTILITY AND STREET CONSTRUCTION AND GRADING IS COMPLETE. THE EROSION MEASURES WILL BE INSTALLED WHERE CONSTRUCTION WILL NOT BE DEVELOPED FOR AN EXTENDED PERIOD OF TIME. 8.THE OFFSITE LIMITS OF DEVELOPMENT (EAST SIDE OF NEW DITCH RELOCATION, SHALL HAVE DIRT BERM PLACED ALONG LIMITS OF DEVELOPMENT LINE IN-LIEU-OF SILT FENCE. 9.INSTALL NORTH AMERICAN GREEN EROSION CONTROL FABRIC TO 4:1 SLOPES ADJACENT TO THE NO. 8 DITCH. LEGEND . INSTALL VEHICLE TRACKING PAD INSTALL SILT FENCE INSTALL CONCRETE WASHOUT HAY OR STRAW DRY MULCH (1-5%) INSTALL 12" STRAW WATTLE CHECK DAM LIMITS OF DISTURBANCE INSTALL CURB INLET GRAVEL FILTER INSTALL AREA INLET GRAVEL FILTER PROPOSED DIRECTION OF SURFACE FLOW INSTALL ROCK SOCK FILTER INSTALL GRAVEL CURB CHECK BAG INSTALL NORTH AMERICAN GREEN C350 PROPOSED MAJOR CONTOUR - 5 FT INTERVAL PROPOSED MINOR CONTOUR - 1 FT INTERVAL EXISTING MAJOR CONTOUR - 5 FT INTERVAL EXISTING MINOR CONTOUR - 1 FT INTERVAL EXISTING DIRECTION OF SURFACE FLOW INSTALL RIPRAP PROTECTION (TYPE M D =12") 65 64 5 0 55 4 7 4 8 4 9 5 1 5 2 52 5 2 5 3 53 53 5 3 53 53 5 3 54 56 57 58 59 6 16263 64 60 58 5 8 58 59 61 62 63 55 60 6 0 5657 5 7 58 5 8 59 5 9 61 6 1 55 6 0 6 5 5 2 52 53 545657 5 8 5 9 6 1 6 2 6 3 6 4 55 54 565758 5560 53 5456575859 55 55 54 54 56 56 57 58 5 5 5 4 54 5 6 50 46 47 48 49 51 52 53 54 4 5 50 4 4 46 47 48 49 51 52 45 50 43 44 46 47 48 49 51 52 53 4 0 4 5 5 0 3 7 3 8 3 9 4 1 4 2 4 3 4 4 4 6 4 7 4 8 4 9 5 1 45 43 44 46 6 0 6 1 55 54 56 57 58 60 65 6162 63 64 66 67 68 69 6 0 6 5 7 0 59 6 1 6 2 6 3 6 4 6 6 6 7 6 8 6 9 55 60 56 57 58 59 61 62 63 64 5560565758596162 55 60 545657585961 5 5 60 5 4 5 6 5 7 5859 60 65 58 59 61 62 63 64 66 67 68 69 55 53 5 4 56575859 55 53 54 565758 55 60 65 56 57 58 59 61 62 63 64 55 52 53 54 56 57 50 48 49 51 52 5354 50 4849 515253 45 50 44 46 474849 51 52 53 54 45 4344 46 45 42 43 44 50 46 47 48 49 5 1 5 2 45 50 44 46 47 48 49 51 5 2 5 3 5 4 50 46 47 48 49 51 52 53 40 45 50 37 38 39 41 42 43 44 46 47 48 49 51 52 53 50 47 48 49 51 45 50 41 42 43 44 46 47 48 49 40 45 37 38 39 41 4 2 43 44 46 47 48 45 44 36 37 38 39 5 2 5 1 5 0 4 9 4 8 47 4 6 45 4 4 4 3 4 2 4 1 41 42 42 4 1 40 39 38 37 42 37 4 0 3 9 4 0 4 1 4 2 4 1 4 2 4 2 3 8 3 7 5 3 42 41 42 3840 4 5 4 0 3 9 4 5 5 0 55 43 41 4 2 4 2 4 1 4 0 4 2 4 2 4 1 69 68 6 9 7 0 70 7 0 66 67 68 69 70 65 64 63 63 60 55 53 53 54 54 53 52 51 5 3 53 5 4 5 4 4 7 45 44 43 46 5 0 5 3 5 0 4 5 53 5857 64 65 4 3 5554 53 54 54 3 7 3 8 3 9 40 42 41 40 40 60 61 62 4 4 43 4 2 4 1 4 0 39 38 37 DP DP DP DP DP DP DP DP DP DP DP DP DP DP DP DP DP DP DP DP DP DP DP DP BLK 5 BLK 6 BLK 7 7 8 9 10 14 13 12 11 8 7 6 5 6 5 4 7 8 9 10 14 13 12 11 27 28 29 30 31 32 36 35 34 33 10 11 12 13 14 15 16 17 BLK 4 BLK 7BLK 5 1 2 3 4 5 6 7 8 9 10 11 1516171819202526 3 4 5 6 7 8 9 11 12 14 15161718192021 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 BLK 16 BLK 17 13 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 101112131415 1 2 3 4 5 6 7 8 9 10 11 15 12 13 14 22 23242526272829 21 20 35 34 1 2 3 4 5 6 7 8 9 1011121314 1 2 3 4 5 6 7 8 9 10 11 12 14 16 17 18 19 20 22 15161718 19 20 21 22 23 24 25 26 27 28 BLK 11 BLK 14 27 28 29 30 31 32 33 34 35 36 37 38 39 47 46 45 44 43 42 41 40 BLK 12 BLK 12 BLK 12 4 3 5 6 16 15 BLK 1 MORNING STAR DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E BRIGHTWATER DRIVE CLIPPER WAY WEL L N E S S R O A D H I G H M E A D O W R O A D HI G H M E A D O W R O A D STA R D U S T W A Y TR A I L W A Y R O A D WALKING STICK WAY PATHWAY ROAD PARKLAND ROAD H I G H M E A D O W R O A D FIELD POINT WAY ST E R N W H E E L E R DR I V E WANDER T R A I L NA T U R E P A R K W A Y GR E E N S P A C E R O A D AMBLE LANE PLAY P A R K L A N E TRAILS CROSSING LANE BRIGHTWATER DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) MORNING STAR DRIVE AMBLE LANE PATHWAY LANE PATHWAY LANEPATHWAY LANE ST E R N W H E E L E R D R I V E TRAILS CROSSING LANE TRA I L S C R O S S I N G L A N E AMBLE LANE 1 2 3 4 7 6 5 8 11 9 10 BUILDING A 3 STORY 18 UNIT BUILDING B 3 STORY 18 UNIT BLK 8 BLK 8 24 12 13 14 212223 BLK 9 BLK 9 1021 13 22232425 BLK 10 BLK 10 BLK 11 30313233 16 17 18 19 23242526 21 15 13 BUILDING D 3 STORY 18 UNIT BUILDING A 3 STORY 18 UNIT WA T E R S E D G E S E C O N D F I L I N G E X I R R I G A T I O N D I T C H W . P . E L D E R R E S E R V O I R O U T L E T C A N A L TRACT B LIND PROPERTY REC. NO. 200030150497 24'x50' IP RS RS RR RR IP IP IP IP IP RR IPIP IPIP IP IP IP IP IP IP IP IP IP IP IP IP IP IP IP RS RS RS RS RS GB GB GB GB W W GB GB GB GB GB GB GB GB GB GB GB GB GB GB GB GB GB GBGB GB GB GB GB GB GB EX PROPERTY BOUNDARY 25' DITCH & DITCH ACCESS EASEMENT REC NO. 200030157848 (TO BE VACTED BY CURRENT PLAT) MATCH LINE SEE SHEET C-015 MAT C H L I N E S E E S H E E T C - 0 1 7 PROP BAKER LATERAL IRRIGATION EASEMENT PROP LIMITS OF DEVELOPMENT PROP LIMITS OF DEVELOPMENT EX ROW PROP ROW EX ROW PROP ROW EX PROPERTY BOUNDARY PROP EDGE OF NEW ASPHALT EX EDGE OF ASPHALT PROP EDGE OF NEW ASPHALT EX EDGE OF ASPHALT PROP BAKER LATERAL IRRIGATION EASEMENT PROP DRAINAGE EASEMENT PROP DRAINAGE EASEMENT EX PROPERTY BOUNDARY EX PROPERTY BOUNDARY PROP LIMITS OF DEVELOPMENT EX PROPERTY BOUNDARY RAIN GARDEN POND 200 PROP DRAINAGE EASEMENT PROP DRAINAGE EASEMENT FUTURE 10' REGIONAL TRAIL BY OTHERS PROPOSED 50' TRAIL AND NATURAL AREAS BUFFER EASEMENT IPIP RR IP VTC ASPEN 0' SCALE: 1" = 100' 100'200' SHEET No: PR O J E C T / L O C A T I O N : DR A W I N G : OF CHECKED BY: DESIGNED BY: DRAWN BY: DE S C R I P T I O N O F R E V I S I O N : DA T E : RE V I S E D B Y : AP P R O V E D B Y : RE V . # 1 2 3 4 5 6 7 PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N project no: date: SO N D E R S E A S T FO R T C O L L I N S , C O L O R A D O ER O S I O N C O N T R O L P L A N ( S O U T H ) C-016 16 84 AUGUST 7, 2024 105001 JRG JRG JRG KEY MAP - 1" = 1000' 017 016 015 KEY MAP - 1" = 1000'Street Cut Note TOTAL ONSITE AREA DISTURBED (SF) 5,641,981 TOTAL OFFSITE AREA DISTURBED (SF) 3,744,027 1.PROJECT WILL BE CONSTRUCTED IN MULTIPLE PHASES. 2.STORAGE/STAGING AREAS SHALL BE WITHIN THE AREA OF DISTURBANCE/ LIMITS OF DEVELOPMENT. 3.NO HAUL ROADS OFFSITE ARE EXPECTED. 4.HEAVY CONSTRUCTION TRAFFIC TO BE ROUTED IN COORDINATION WITH THE SONDERS EAST PROJECT 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. DISTURBANCE AT ANY ONE TIME (%) 100 EXISTING VEGETATION DENSITY (%) VARIES 60-85% EXISTING SOIL TYPE TYPE A SOIL GROUND WATER LEVEL (FT) 16' to 29' MATERIAL CUT/FILL (CF) 38,329,443 PROJECT DETAILS 1 2 3 4 BLK1 BLK1 BLK1 5 6 7 8 9 10 11 BLK2 5 6 BLK3 BLK4 BLK5 BLK6 BLK 7 1 2 3 4 8 7 6 5 9 10 11 12 16 15 14 13 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 13 12 14 15 16 17 18 BLK1 BLK1 BLK1 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 1415 16 17 18 19 2021 BLK 4 BLK7BLK5 1 2 3 4 5 6 7 8 9 10 11 1516171819202526 3 4 5 6 7 8 9 11 12 14 15161718192021 BLK10 BLK10 BLK 11 BLK12 BLK14 1 2 3 4 5 6 7 8 9 BLK15 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 BLK15 BLK15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 303132333435363738 1 16 2 15 3 14 4 13 5 12 6 11 7 10 8 9 BLK15 BLK 15 BLK16 BLK17 BLK19 BLK18 BLK21 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 101112131415 1 2 3 4 5 6 7 8 9 10 11 15 12 13 14 22 23242526272829 21 20 35 34 1 2 3 4 5 6 7 8 9 1011121314 1 2 3 4 5 6 7 8 9 10 11 12 14 16 17 18 19 20 22 15161718 19 20 21 22 23 24 25 26 27 28 BLK11 BLK14 27 28 29 30 31 32 33 34 35 36 37 38 39 47 46 45 44 43 42 41 40 BLK12 BLK12 BLK12 8 7 1 2 4 3 1 2 4 3 5 6 16 15 BLK2 BLK3 BLK1 BLK 20 MORNING STAR DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E ST E R N W H E E L E R D R I V E CL A R I O N L A N E BRIGHTWATER DRIVE CLIPPER WAY FIELD VIEW ROAD GREENSPACE WAY FO R U M R O A D HIG H M E A D O W R O A D WE L L N E S S R O A D WELL N E S S R O A D HI G H M E A D O W R O A D HIG H M E A D O W R O A D ST A R D U S T W A Y TRA I L W A Y R O A D WALKING STICK WAY PATHWAY ROAD PARKLAND ROAD HI G H M E A D O W R O A D FIELD POINT WAY ST E R N W H E E L E R DR I V E MEADOW LARK ROAD WANDER TRAIL NATURE PARK WAY NA T U R E P A R K W A Y GR E E N S P A C E R O A D GR E E N S P A C E R O A D GRASSLAND ROAD MOORLAND WAY PARKLAND WAY AMBLE LANE PLAY P A R K L A N E TRAILS CROSSING LANE TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) BRIGHTWATER DRIVE FA I R W A T E R D R I V E ST E R N W H E E L E R D R I V E BA R H A R B O R D R I V E RICHARDS LAKE ROAD (TWO LANE ARTERIAL) RICHARDS LAKE ROAD (TWO LANE ARTERIAL) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) TU R N B E R R Y R O A D (T W O L A N E A R T E R I A L ) BRIGHTWATER DRIVE MORNING STAR DRIVE MOORLAND WAY PARKLAND WAY AMBLE LANE PATHWAY LANE PATHWAY LANEPATHWAY LANE STE R N W H E E L E R D R I V E TRAILS CROSSING LANE TRA I L S C R O S S I N G L A N E AMBLE LANE ST E R N W H E E L E R C O U R T 1 2 3 4 7 6 5 8 11 9 10 BUILDING A3 STORY18 UNIT BUILDING B3 STORY18 UNIT BLK 8BLK8 24 12 13 14 212223 BLK9 BLK9 1021 13 22232425 BLK10 BLK10 BLK 11 30313233 16 17 18 19 23242526 21 15 13 BUILDING D3 STORY18 UNIT BUILDING A3 STORY18 UNIT S S S E GG EE EE E EE EE EE EE EE GG G G GG G G GG G GG EE EE EE EE E GG G G G G G G G GGGEEEE EE G GEGGGGEEEE G GEEGG G G G G G GEEEEEEE E EE EE EE EE EE G GG GG GG G G G EE EE EE EEGGGGGGG G G G EE G E GG EE EE G G G G GG EE GG GG GG GG G G G EE E E EE E EE EE E G GG EE GG GG G G G G G GG GG G E EE E E EE EE EE EE E GG GG GG GG GGG E EE E E EE EE E E E EE E E EE EE EE GG GG GG GG GG GG EE E G G G GG G GG GG G G G G G GG G EE E EE EE EE EE EE EE EE EE EE EEEEEE EEE EE EE EE EE EE G G G GG G GGGGGG G GG GG G EE EE EE EE EE EE E EE EE EE EE G GG G G G GG G G GG GG GG EE EE GGGGEEG EEG EE GG EE EE EEGGGG G GG G EE EEGG G G G EE GG EEEGG G GGG EE EE E EE G G G GG G G G G EE G EE EE EE EE EE GG GG GG GG G G E EE EE GG G G G G E EE EE GG GG GG G E EE EE G G G G E EE G G G EE EE EE EE GG G G G G G G GGGEEEEG G G EE S W S W G G G S W S W S W S W S W S W SW W SW G E EG EG EG E G S S S S S S S S S S S SSSSSS SSSSSS S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SS S S S S S S S S S S S S S S S S S S S S SSSSSSS S S S S S S E G G G E G EG EG EG EG SSSSSS S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S WW W W W W W W W W W W W W W W W W W W W W W W W W W W S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S S SS S S S S S S S S S S S S S S S S S S S S S S S S S S SS S S S S S S S S S S S S S SSSSS SS S S W W W W W W W W W W W W W W W W W W W W W W W W W WW W W W W W W W WWWWWWWWW W W W W W W W W W W W W W W W W W W W W W W W W WWW W W W W W W W W W W W W W S W W W W W WWW W W W W W W W W W W W W W W W W W W W W W W W WW W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W WW W W W WW W W W W W W W WW W W W WW W W W W W W W W W W W W W W W W W W W W W WWWWWWWW W W W S W W W W W W W S W S WS W S S W W W W W W S S S S W W S S S S S W W W W W W W W W W W W W W W W W GESW EE E E EE EWWWWWWWSSSSSSGGGGGGG E EE EE EE EEWWWWWWWW WSSSSSSSSSGGGGGGGG G G G G G S S S E E E EE W W W W W W S S S SG S S W W W W F F F F W FFW WF WF SS S S W W W W W W W S W W W W W W W W W WDP DP WW DP DP DP DP DP EE EE SSS SSSS WWW EEEGGG EE W W W W S S S S S EE GG G G G G G G W W W W S G S S SGGG S S SGGG W SW S SWW S E E E W DPE E E W DPE DP WW W EEE DP WW W EEE DP WW W EEE GS S G SSGSGSSGS S WSWWSSWWSSWSWWS G G EG EG EG E G EG EG EG EG E G E G EG E G E G EG E G EG E G E G EG E G EG EG EG E G EG E GEGEG EG EG EG EG EG EG EG EGEGEG E G G EG E G EG EG EG EG E G EGEGEG E G E G E G EG E EG G EG EG EG EG EG EG EGEGEG EG EG EG EG W SW SW WS W W W W W W W WSSSSSSS S S W WSSWWSSSSSSSSWWWWWWWW W S WSWSSW W S S S S SWWWW W SW SW SW S S S W W W W S W S W EG EG EG E E E E G G G G G E GE GE G E E G E G W W S W W W W W W S EGEGEG EG EGEG EG EG EG GE GE GE G WWWW WW W W S W W W W W EG G E G E EG EG EG G E G E GE EG S S S S SWWWW G S W E S E E G G G G E G G G E E E E G E VTC SF W IP IP GB MU CWO RS GF RR NOTES: . 1.PERIMETER SILT FENCE SHALL BE INSTALLED ALONG PROPERTY BOUNDARY, AND IS SHOWN OFFSET FROM PROPERTY BOUNDARY ON 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 TO BE 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 DETERMINED BY THE CONTRACTOR, PRIOR TO CONSTRUCTION, AND SHALL BE INSTALLED ACCORDINGLY. 6.SEE SHEET C-018 & C-019 FOR EROSION CONTROL NOTES AND DETAILS. SYMBOLS SHOWN IN THIS PLAN ARE NOT TO SCALE. 7.PHASED EROSION CONTROL SEQUENCING AND PLANS WILL BE SHOWN AND PROVIDED DURING FINAL DESIGN. SILT FENCE OR STRAW WATTLES SHALL BE INSTALLED AROUND BLOCKS, AFTER UTILITY AND STREET CONSTRUCTION AND GRADING IS COMPLETE. THE EROSION MEASURES WILL BE INSTALLED WHERE CONSTRUCTION WILL NOT BE DEVELOPED FOR AN EXTENDED PERIOD OF TIME. 8.THE OFFSITE LIMITS OF DEVELOPMENT (EAST SIDE OF NEW DITCH RELOCATION, SHALL HAVE DIRT BERM PLACED ALONG LIMITS OF DEVELOPMENT LINE IN-LIEU-OF SILT FENCE. 9.INSTALL NORTH AMERICAN GREEN EROSION CONTROL FABRIC TO 4:1 SLOPES ADJACENT TO THE NO. 8 DITCH. LEGEND . INSTALL VEHICLE TRACKING PAD INSTALL SILT FENCE INSTALL CONCRETE WASHOUT HAY OR STRAW DRY MULCH (1-5%) INSTALL 12" STRAW WATTLE CHECK DAM LIMITS OF DISTURBANCE INSTALL CURB INLET GRAVEL FILTER INSTALL AREA INLET GRAVEL FILTER PROPOSED DIRECTION OF SURFACE FLOW INSTALL ROCK SOCK FILTER INSTALL GRAVEL CURB CHECK BAG INSTALL NORTH AMERICAN GREEN C350 PROPOSED MAJOR CONTOUR - 5 FT INTERVAL PROPOSED MINOR CONTOUR - 1 FT INTERVAL EXISTING MAJOR CONTOUR - 5 FT INTERVAL EXISTING MINOR CONTOUR - 1 FT INTERVAL EXISTING DIRECTION OF SURFACE FLOW INSTALL RIPRAP PROTECTION (TYPE M D =12") 65 64 15''SAN 15''SAN15''SAN 15''SAN DP DP 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 303132333435363738 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 101112131415 7 8 9 10 11 12 14 16 17 18 19 20 BLK 14 33 34 35 36 37 38 39 41 40 BLK 12 BLK 20 CL A R I O N L A N E BRIGHTWATER DRIVE CLIPPER WAY FIELD VIEW ROAD GREENSPACE WAY FO R U M R O A D HI G H M E A D O W R O A D WE L L N E S S R O A D WEL L N E S S R O A D H I G H M E A D O W R O A D HI G H M E A D O W R O A D STA R D U S T W A Y TR A I L W A Y R O A D PLAY P A R K L A N E BA R H A R B O R D R I V E RICHARDS LAKE ROAD (TWO LANE ARTERIAL) RICHARDS LAKE ROAD (TWO LANE ARTERIAL) TRAILS CROSSING LANE TRA I L S C R O S S I N G L A N E 19 15 13 15''SAN 15''SAN15''SAN 15''SAN DP DP W . P . E L D E R R E S E R V O I R O U T L E T C A N A L TRACT B LIND PROPERTY REC. NO. 200030150497 BEA C H C O M B E R L A N E T H O R E A U R O A D 24'x50' POND 200 EX POND 100 25 3 0 24 26 27 28 29 3 1 3 2 33 2 5 30 35 40 4 5 5 0 2 6 2 7 28 2 9 3 1 32 33 34 36 37 38 39 41 42 43 44 4 6 4 7 4 8 4 9 5 1 5 2 52 5 2 5 3 53 53 5 3 5 3 5 2 52 4 5 50 4 4 46 47 48 49 51 52 45 50 43 44 46 47 48 49 51 52 53 3 0 3 0 3 5 3 5 4 0 4 5 5 0 29 29 3 1 3 1 3 2 3 2 3 3 3 3 3 4 3 4 36 3 6 37 3 7 38 3 8 39 3 9 4 1 4 2 4 3 4 4 4 6 4 7 4 8 4 9 5 1 40 45 36 3 637 37 38 39 41 42 43 44 46 35 40 33 34 36 37 38 39 41 25 2 5 2 5 24 2 6 2 7 2 8 2 9 53 45 50 44 46 4748 51 52 53 54 4344 50 46 47 48 49 5 1 5 2 45 50 44 46 47 48 49 51 5 2 5 3 5 4 50 46 47 48 49 51 52 53 40 45 50 37 38 39 41 42 43 44 46 47 48 49 51 52 53 30 35 262728 29 31 32 33 34 36 37 50 47 48 49 51 45 50 41 42 43 44 46 47 48 49 40 45 3 7 38 39 41 4 2 43 44 46 47 48 30 3 5 4 0 31 3 2 3 3 3 4 3 6 3 7 3 8 3 9 3 5 4 0 3 2 3 3 3 4 3 6 3 7 3 8 3 9 4 1 35 40 45 36 37 38 39 41 42 43 44 46 4 0 3 6 3 7 3 8 3 9 4 1 4 2 4 3 4 4 3 0 3 5 3 1 3 2 3 3 3 4 3 6 3 7 3 8 3 9 30 35 2 6 27 28 29 31 32 33 34 36 25 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 38 39 39 41 41 42 42 43 30 30 30 35 28 2929 29 3131 31 3232 32 333333 3434 34 5 2 5 1 39 38 37 42 37 4 0 3 9 4 0 4 1 4 2 4 1 4 2 4 2 3 8 3 7 5 3 28 28 25 24 21 25 43 4 2 4 2 4 1 4 0 4 1 5 3 53 5 4 5 4 4 7 45 44 43 46 5 0 5 3 5 0 4 5 4 3 3 231 3 1 5554 53 54 54 35 3 6 3 7 3 8 3 9 40 34 34 35 33 29 30 44 25 28 2923 23 25 28 28 2726 25 29 42 41 40 39 38 37 30 31 32 33 34 32 31 34 30 28 2 9 31 32 33 34 28 2 9 31 32 33 30 35 36 37 38 IP RR RR RR RR IP IP IP IP IP RR IP IP IP IP IP IP IP IP IP IP IP IP IP GB W W W W GB GB GB GB GB GB GB GB GB GB GB GB GB GB GBGB GB GB IP EX PROPERTY BOUNDARY PROP DRAINAGE EASEMENT EX PROPERTY BOUNDARY PROP CONC WINGWALL/ RETAINING WALL PROP LIMITS OF DEVELOPMENT PROP LIMITS OF DEVELOPMENT PROP LIMITS OF DEVELOPMENT PROP MSE WALLS PROP LIMITS OF DEVELOPMENT PROP TEMPORARY CONSTRUCTION EASEMENT PROP TEMPORARY CONSTRUCTION EASEMENT PROP CONC DROP STRUCTURE PROP DRAINAGE EASEMENT PROP DRAINAGE EASEMENT EX PRESCRIPTIVE EASEMENT PROP DITCH EASEMENT PROP TOP (TOP OF BANK) OF NO. 8 DITCH PROP BOTTOM (TOE OF SLOPE) OF NO. 8 DITCH PROP LIMITS OF DEVELOPMENT PROP LIMITS OF DEVELOPMENT PROP DITCH EASEMENT PROP TOP (TOP OF BANK) OF NO. 8 DITCH PROP BOTTOM (TOE OF SLOPE) OF NO. 8 DITCH PROP LIMITS OF DEVELOPMENT EX PROPERTY BOUNDARY PROP CONC C&G W/ 2' ASPHALT PATCH EX PROPERTY BOUNDARY PROP LIMITS OF DEVELOPMENT PROP DRAINAGE EASEMENT VTC REFER TO NOTE 9 THIS SHEET REFER TO NOTE 9 THIS SHEET REFER TO NOTE 9 THIS SHEET IPIP ASPEN 0' SCALE: 1" = 100' 100'200' SHEET No: PR O J E C T / L O C A T I O N : DR A W I N G : OF CHECKED BY: DESIGNED BY: DRAWN BY: DE S C R I P T I O N O F R E V I S I O N : DA T E : RE V I S E D B Y : AP P R O V E D B Y : RE V . # 1 2 3 4 5 6 7 PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N project no: date: SO N D E R S E A S T FO R T C O L L I N S , C O L O R A D O ER O S I O N C O N T R O L P L A N ( S O U T H E A S T ) C-017 17 84 AUGUST 7, 2024 105001 JRG JRG JRG KEY MAP - 1" = 1000' 017 016 015 KEY MAP - 1" = 1000' Street Cut Note MAT C H L I N E SEE S H E E T C - 0 1 6 TOTAL ONSITE AREA DISTURBED (SF) 5,641,981 TOTAL OFFSITE AREA DISTURBED (SF) 3,744,027 1.PROJECT WILL BE CONSTRUCTED IN MULTIPLE PHASES. 2.STORAGE/STAGING AREAS SHALL BE WITHIN THE AREA OF DISTURBANCE/ LIMITS OF DEVELOPMENT. 3.NO HAUL ROADS OFFSITE ARE EXPECTED. 4.HEAVY CONSTRUCTION TRAFFIC TO BE ROUTED IN COORDINATION WITH THE SONDERS EAST PROJECT 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. DISTURBANCE AT ANY ONE TIME (%) 100 EXISTING VEGETATION DENSITY (%) VARIES 60-85% EXISTING SOIL TYPE TYPE A SOIL GROUND WATER LEVEL (FT) 16' to 29' MATERIAL CUT/FILL (CF) 38,329,443 PROJECT DETAILS SHEET No: PR O J E C T / L O C A T I O N : DR A W I N G : OF CHECKED BY: DESIGNED BY: DRAWN BY: DE S C R I P T I O N O F R E V I S I O N : DA T E : RE V I S E D B Y : AP P R O V E D B Y : RE V . # 1 2 3 4 5 6 7 PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N project no: date: SO N D E R S E A S T FO R T C O L L I N S , C O L O R A D O ER O S I O N C O N T R O L N O T E S & D E T A I L S C-018 18 84 AUGUST 7, 2024 105-001 JRG JRG JRG www.herefordnrcd.com/Straw_Wattles.pdf) AND PER DETAILS AND INSTALLATION INSTRUCTIONS CALLED FOR ON THIS SHEET. 2. IF GRAVEL INLET FILTERS ARE USED, REFER TO "CURB INLET GRAVEL FILTER" DETAIL, THIS SHEET. STRAW WATTLE/ROCK SOCK CHECK DAM www.herefordnrcd.com/Straw_Wattles.pdf WOODEN STAKE (TYP)STRAW WATTLE WOODEN STAKE (TYP) EMBED WATTLE/ROCK SOCK FILTERS 3" TO 5" INTO SOIL EMBED WATTLE/ROCK SOCK 3" TO 5" INTO SOIL General Erosion Control Requirements These 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 resolved by 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 an attempt to identify erosion, sediment, and other potential pollutant sources associated with these Construction Activities and preventing those pollutants from leaving the project site as an illicit discharge. Full City requirements and are outlined and clarified in the Manual under Chapter 4: Construction Control Measures and 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 Development Agreement, 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 stabilization of 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 to allow 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 protected from sediment and pollutants discharges off site. Please contact erosion@fcgov.com early to schedule those Initial Erosion Control Inspections well in advance so that demolition, clearing, grubbing, tree removal, and scraping may begin without delay. Failure to receive an on-site confirmation before construction activities commence 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 includes but 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, and ultimately removed in order to prevent and control erosion suspension, sediment transportation, and pollutant discharge as a result of construction activities associated 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 activities commencing. 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 state and progress of construction. The Developer shall implement whatever measures are determined necessary, and/or as directed by the City Erosion Control Inspector. The Developer shall insure that all Erosion Control Plans (Maps) or SWMP documents are updated to reflect the current site conditions, with updates being 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 not limited 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 be responsible 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 or copies 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 site conditions around the selected Control Measures by contacting the Erosion Control Inspector. The Erosion Control Inspector will not be responsible for any explanations, 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. In these 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 construction and 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 intended function. 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 their release 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 than the 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 sites have 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 and acceptance 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 engineering and hydrological practices Land disturbance, Stockpiles, and Storage of Soils 20)There shall be no earth-disturbing activity outside the limits designated on the accepted plans. Off road staging areas or stockpiles must be preapproved by the 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 to the area required for immediate construction operations, and for the shortest practical period of time. This should include sequencing and phasing construction activities 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 practical advancing the schedule on stabilization activities such that landscaping takes place shortly if not immediately after grading has occurred. Vegetation efforts shall start 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 from leaving 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 all times 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/or other 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 or abandonment of the project. All off-site stockpile storage locations in City limits shall have a stockpile permit from the City Engineering Department prior to using the 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 Control Measures must be installed at the appropriate time in the construction sequence as indicated in the approved project schedule, construction plans, and erosion control report. 26)All inlets, curb-cuts, culverts, and other storm sewer infrastructure which could be potentially impacted by construction activities shall be protected with Control Measures. Material accumulated from this Control Measure shall be promptly removed and in cases where the protection has failed, the pipes shall be thoroughly cleaned out. 27)All streams, stream corridors, buffers, woodlands, wetlands, or other sensitive areas shall be protected from impact by any construction activity through the use 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 have some 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 use of 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 or permanent 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 is temporarily halted and no immediate activity is to resume within the next thirty (30) days, unless otherwise approved by the City Erosion Control Inspector. During a season when seeding does not produce vegetative cover, another temporary erosion control shall be implemented with or until temporary seeding or permanent erosion 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 on those 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 on that down gradient side to prevent sediment from leaving the lot. See the Individual Lot Details for further clarification. Vehicle Tracking 32)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 at least one structural tracking Control Measure to prevent vehicle tracking. All areas not protected by an adequate perimeter control shall be considered a point where 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 inlets located 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 any source. City Municipal Code, §26-498, among other things, prohibits the discharge of pollutants on public or private property if there is a significant potential for migration of such pollutant. Therefore, all tracked or deposited materials (intentional or inadvertent) are not permitted to remain on the street or gutter and shall be 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 of code 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 Control Inspector. Loading and Unloading Operations 36)The Developer shall apply Control Measure to limit traffic (site worker or public) impacts and proactively locate material delivered to the site in close proximity to the work area or immediately incorporated in the construction to limit operational impacts to disturbed areas, vehicle tracking, and sediment deposition that could impact water quality. Outdoor Storage or Construction Site Materials, Building Materials, Fertilizers, and Chemicals 37)Any materials of a non-polluting nature (steel, rock, brick, lumber, etc.) shall be inspected for any residue coming off the material during routine inspection and 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 be stored inside (vehicle, trailer, connex, building, etc.) and out of contact with stormwater or stormwater runoff. Where not available, they shall be stored outside in a raised (high spots or on pallets), covered (plastic or tarped), and sealed (leak proof container) in secondary containment location. The secondary containment or other Control Measure shall be adequately sized, located, where practical, at least fifty (50) feet from any permanent or interim stormwater structures or drainage ways and shall be monitored as part of the routine inspections. Vehicle and equipment maintenance and fueling 39)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 as part of the routine inspections. All areas shall keep spill kits and supplies close. Significant Dust or Particulate generating Process 40)The property must be actively preventing the emission of fugitive dust at all times during construction and vegetation activities. All land disturbing activities that result in fugitive dust shall be in accordance with Municipal Code §12-150 to reduce the impacts to adjacent properties and community health. All required practices shall be implemented and additional ones shall be followed. These practices include watering the sites and discontinuing construction activities until the wind subsides as determined by any City Inspectors. Concrete truck / equipment washing, including the concrete truck chute and associated fixtures and equipment 41)All concrete and equipment washing shall use structural Control Measures appropriate to the volume of wash and frequency of use. These Control Measures shall 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 of the routine inspections. These areas shall be clearly identified and protected from any wash from leaving the Control Measure. If frequent FORT COLLINS STORMWATER CRITERIA MANUAL Appendix F Page 7 access from hardscape to the Control Measure is to occur, a structural tracking Control Measure shall be implemented. 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 dumping wash water on to the dirt or other uncontrolled locations. Dedicated Asphalt and concrete batch plants 43)Dedicated asphalt and concrete batch plants are not acceptable on construction sites within the City of Fort Collins without an expressed written request and plan to reduce pollutants associated with that type of activity and approval by the City of Fort Collins specifically the Erosion Control Inspector. The Developer shall inform the erosion control inspection staff of any dedicated asphalt, or concrete batch plants that is to be used on site. Concrete Saw Cutting Materials 44)Saw cutting material shall be in accordance with Municipal Code §12-150 for air emissions and all water applications to the saw cutting shall prevent material from leaving the immediate site and collected. These cutting locations, once dried, shall be swept and scraped of all material and shall have proper and legal disposal. Waste Materials Storage and Sanitary Facilities 45)Trash, debris, material salvage, and/or recycling areas shall be, where practical, at least fifty (50) feet from any permanent or interim stormwater structures or 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 to cover, locating said areas on the side of other structures to reduce exposure to winds, and follow maximum loading guidelines as marked on the container. The Developer 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 be located as far as practical from an inlet, curb cut, drainage swale or other drainage conveyances to prevent material transport from leaving the local area. This consists 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 Areas 47 )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 any stormwater conveyance, notify the FORT COLLINS STORMWATER CRITERIA MANUAL Appendix F Page 8 City of Fort Collins Utilities by email at erosion@fcgov.com or 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) has been notified and is on route, County Health Department (LCDHE) has been notified through Larimer County Sheriff Dispatch (970) 416-1985, and the State Spill Hotline 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 be cleaned 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 to cause entrapment issues. Final stabilization and project completion 49) Any stormwater facilities used as a temporary Control Measure will be restored and storm sewer lines will be cleaned upon completion of the project and before 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 days of 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 through 12-132 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 drill seeding 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 not practical 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 use of 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 to germinate on the steep slopes. During a season when seeding does FORT COLLINS STORMWATER CRITERIA MANUAL Appendix F Page 9 not produce vegetative cover, 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 cover has been established, whichever is longer and meets all the Criteria outlined in the Fort Collins Stormwater Criteria Manual Chapter 4: Construction Control Measures. 57)The Developer shall maintain, monitor, repair, and replace any and all applicable Control Measures until final stabilization has been obtained. All Control Measures must remain until such time as all upstream contributing pollutant sources have been vegetated or removed from the site. When any Control Measure is removed, 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 has been deemed stabilized and verified by City Erosion Control Inspector, all temporary Control Measures can then be fully removed. All measures shall be removed within 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 been reached 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 be considered completed and any remaining Erosion Control Escrow shall be returned to the appropriate parties. SHEET No: PR O J E C T / L O C A T I O N : DR A W I N G : OF CHECKED BY: DESIGNED BY: DRAWN BY: DE S C R I P T I O N O F R E V I S I O N : DA T E : RE V I S E D B Y : AP P R O V E D B Y : RE V . # 1 2 3 4 5 6 7 PRE L I M I N A R Y NOT F O R C O N S T R U C T I O N project no: date: SO N D E R S E A S T FO R T C O L L I N S , C O L O R A D O ER O S I O N C O N T R O L D E T A I L S C-019 19 84 AUGUST 7, 2024 105-001 JRG JRG JRG SLOPE INSTALLATION DETAIL Drawing Not To Scale 1.Prepare soil before installing rolled erosion control products (RECPs), including any necessary application of lime, fertilizer, and seed. 2.Begin at the top of the slope by anchoring the RECPs in a 6"(15cm) deep X 6"(15cm) wide trench with approximately 12" (30cm) of RECPs extended beyond the up-slope portion of the trench. Anchor the RECPs with a row of staples/stakes approximately 12" (30cm) apart in the bottom of the trench. Backfill and compact the trench after stapling. Apply seed to the compacted soil and fold the remaining 12"(30cm) portion of RECPs back over the seed and compacted soil. Secure RECPs over compacted soil with a row of staples/stakes spaced approximately 12"(30cm) apart across the width of the RECPs. 3.Roll the RECPs (A) down or (B) horizontally across the slope. RECPs will unroll with appropriate side against the soil surface. All RECPs must be securely fastened to soil surface by placing staples/stakes in appropriate locations as shown in the staple pattern guide. 4.The edges of parallel RECPs must be stapled with approximately 2" - 5" (5-12.5cm) overlap depending on the RECPs type. 5.Consecutive RECPs spliced down the slope must be end over end (Shingle style) with an approximate 3"(7.5cm) overlap. Staple through overlapped area, approximately 12"(30cm) apart across entire RECPs width. Drawn on: 5-4-17 Disclaimer: 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) 3B 4 2 5 1 3A 12"(30cm) 6" (15cm) 6" (15cm) *NOTE: In loose soil conditions, the use of staple or stake lengths greater than 6"(15cm) may be necessary to properly secure the RECP's. 3"(7.5cm) 5401 St. Wendel - Cynthiana Rd. Poseyville, IN 47633 PH: 800-772-2040 www.nagreen.com CHANNEL INSTALLATION DETAIL Drawing Not To Scale 1.Prepare soil before installing rolled erosion control products (RECPs), including any necessary application of lime, fertilizer, and seed. 2.Begin at the top of the channel by anchoring the RECPs in a 6"(15cm) deep X 6"(15cm) wide trench with approximately 12"(30cm) of RECPs extended beyond the up-slope portion of the trench. Use ShoreMax mat at the channel/culvert outlet as supplemental scour protection as needed. Anchor the RECPs with a row of staples/stakes approximately 12"(30cm) apart in the bottom of the trench. Backfill and compact the trench after stapling. Apply seed to the compacted soil and fold the remaining 12"(30cm) portion of RECPs back over the seed and compacted soil. Secure RECPs over compacted soil with a row of staples/stakes spaced approximately 12" apart across the width of the RECPs. 3.Roll center RECPs in direction of water flow in bottom of channel. RECPs will unroll with appropriate side against the soil surface. All RECPs must be securely fastened to soil surface by placing staples/stakes in appropriate locations as shown in the staple pattern guide. 4.Place consecutive RECPs end-over-end (Shingle style) with a 4"-6" overlap. Use a double row of staples staggered 4" apart and 4" on center to secure RECPs. 5.Full length edge of RECPs at top of side slopes must be anchored with a row of staples/stakes approximately 12"(30cm) apart in a 6"(15cm) deep X 6"(15cm) wide trench. Backfill and compact the trench after stapling. 6.Adjacent RECPs must be overlapped approximately 2"-5" (5-12.5cm) (Depending on RECPs type) and stapled. 7.In high flow channel applications a staple check slot is recommended at 30 to 40 foot (9 -12m) intervals. Use a double row of staples staggered 4"(10cm) apart and 4"(10cm) on center over entire width of the channel. 8.The terminal end of the RECPs must be anchored with a row of staples/stakes approximately 12" (30cm) apart in a 6"(15cm) deep X 6"(15cm) wide trench. Backfill and compact the trench after stapling. Drawn on: 5-4-17 Disclaimer: 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) 6 2 4 12"(30cm) 6" (15cm) 6" (15cm) 4"-6" (10-15cm) 8 6" (15cm) 5 7 4"(10cm) 3 1 A B C A B C NOTES: *Horizontal staple spacing should be altered if necessary to allow staples to secure the critical points along the channel surface. **In loose soil conditions, the use of staple or stake lengths greater than 6"(15cm) may be necessary to properly secure the RECP's. CRITICAL POINTS A. Overlaps and Seams B. Projected Water Line C. Channel Bottom/Side Slope Vertices 4"(10cm) 6" (15cm) 5401 St. Wendel - Cynthiana Rd. Poseyville, IN 47633 PH: 800-722-2040 www.nagreen.com OUTLET PIPE ENDS OF GRAVEL FILTER TO BE KEYED INTO FILL SLOPE. TOE OF FILL FLOW GRAVEL FILTER (3/4"Ø ± GRAVEL, WRAPPED IN CHICKEN WIRE) 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 OUTLET STRUCTURE FOR STABILITY. 3. SEDIMENT BASIN FILTER SHALL BE INSPECTED PERIODICALLY AND AFTER EACH RAIN EVENT, AND REPAIRED WHEN NECESSARY. ACCUMULATED SEDIMENT SHALL BE REMOVED. 4. SEDIMENT BASIN FILTER SHALL BE REMOVED AFTER IT HAS SERVED ITS PURPOSE. OUTLET PIPEFILTERED WATERRUNOFF 18" TALL GRAVEL FILTER. 18" 18" OUTLET STRUCTURE OUTLET STRUCTURE