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Home My WebLink AboutBLOOM FILING THREE MULTI-FAMILY DWELLINGS - PDP220011 - SUBMITTAL DOCUMENTS - ROUND 4 - DRAINAGE REPORT Preliminary Drainage and Erosion Control Report for Bloom Filing Three Fort Collins, Colorado June 14, 2023 June 14, 2023 Mr. Wes Lamarque City of Fort Collins Water Utilities--Storm water 700 Wood Street Fort Collins, Colorado 80521 RE: Preliminary Drainage and Erosion Control Report Bloom Filing Three Dear Wes: We are pleased to submit to you, for your review and approval, this Preliminary Drainage and Erosion Control Report for Bloom Filing Three. 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 7 A. REGULATIONS 7 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 7 C. HYDROLOGIC CRITERIA 8 D. HYDRAULIC CRITERIA 8 E. VARIANCES 8 IV. DRAINAGE FACILITY DESIGN 8 A. GENERAL CONCEPT 8 B. SPECIFIC DETAILS 9 C. RAIN GARDEN 16 D. STREET CAPACITIES 16 V. STORM WATER QUALITY 16 A. GENERAL CONCEPT & SPECIFIC DETAILS 16 VI. EROSION CONTROL 17 A. GENERAL CONCEPT 17 VII. CONCLUSIONS 18 A. COMPLIANCE WITH STANDARDS & STORMWATER 18 OPERATIONS/ MAINTENANCE PROCEDURE B. DRAINAGE CONCEPT 19 C. STORM WATER QUALITY 19 D. EROSION CONTROL CONCEPT 19 E. EROSION CONTROL ESCROW ESTIMATE 20 REFERENCES 21 APPENDIX PAGE VICINITY MAP, SOILS MAP A RATIONAL METHOD HYDROLOGY B LID CALCULATIONS & STORM SEWER PIPE SIZING C INLET & CONCRETE SIDEWALK CULVERT SIZING D SWALE SIZING E EROSION CONTROL & RIPRAP SIZING F PROPOSED AND EXISTING DRAINAGE BASIN EXHIBITS G 5 PRELIMINARY DRAINAGE AND EROSION CONTROL REPORT FOR BLOOM FILING THREE FORT COLLINS, COLORADO I. GENERAL LOCATION AND DESCRIPTION A. Location The Bloom Filing Three project is located within the Bloom Masterplan Development (Bloom Filing 1) and will be bounded by International Boulevard to the north, Aria Way to the east, Donella Drive to the south, and Delozier Road to the west, once the adjacent Bloom Masterplan Development roadway infrastructure is completed. The project site can also be described as situated in the southwest quarter of Section 9, Township 7 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 16.36 acres (see vicinity map Appendix A). B. Description of Property The project site is currently an existing 16.36-acre agricultural field. With the Bloom Masterplan Development (Bloom Filing 1), the Bloom Filing Three site will be overlot graded, along with adjacent roadway and utility infrastructure also constructed. The existing site has topography which generally slopes from the northwest to the south-southeast at approximately 0.8%, with varying slopes from 0.4% to 2.1%. The proposed development consists of 360 apartment units housed in 15 buildings, a Community Building with pool, and associated street, 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 Bloom Filing Three project is located within the City of Fort Collins Lower Cooper Slough Drainage Basin. The Lower Cooper Slough Drainage Basin generally flows from the northwest to southeast and ultimately outlets into the Poudre River. B. Existing Sub-Basin Description The Bloom Filing Three project site is located within proposed Drainage Basin FUT- G, of the Bloom Filing 1 Final Drainage Report. For the purposes of this report, basin FUT-G is considered the “Existing Drainage Basin” for the Bloom Filing Three site. The rational calculations in the Bloom Filing 1 Final Drainage Report provide for the Bloom Filing Three site being approximately 17.03 acres, with a 100-year allowable release rate of 145.9 cfs, or approximately 8.57 cfs/acre. The C2 and C100 values for basin FUT-G are shown to be 0.90 and 1.00, respectively for the 2-year and 100-year imperviousness ratios in the Bloom Filing 1 report. Runoff from the attributable portions of the Bloom Filing Three site, within existing basin FUT-G, will be conveyed to Ponds E, G, and G1 as shown in the Bloom Filing 1 Final Drainage Report. Please refer to the Bloom Filing 1 Final Drainage Report for masterplan drainage details. Please also see the excerpts from the Bloom Filing 1 Final Drainage Report for the Existing Drainage Basin Exhibit, which can be found in Appendix G. C. Proposed Sub-Basin Description The proposed development consists of approximately 16.36 acres, and will include 360 apartment units housed in 15 buildings, a Community Building with pool, and associated street, water, sanitary sewer, storm sewer, and private infrastructure improvements, as well as intermittent green spaces and outdoor spaces. Runoff from the proposed 16.36-acre site will be ultimately conveyed to the offsite regional water quality and detention Ponds E, G and G1 within the Masterplan Development. Pond E is located northeast of the Bloom Filing Three site, while Pond G is located east, from the southeast corner of the Bloom Filing Three site. Pond G1 is located south, from the southwest corner of the site. Approximately 12.98 acres of the 16.36-acre site area will also have flow pass through the large on-site rain garden, located in the south end of the Bloom Filing 7 Three site, prior to attributing flow being directed to the offsite regional water quality and detention Pond G1. The proposed design provides LID treatment for approximately 84% of the new impervious area of the proposed site and applicable attributing basins to the LID basin (rain garden). It is important to note that a small portion of the site (approximately 0.2 acres) along the northeast portion of the north boundary of the site will flow to the adjacent public streets and storm inlet system, as provided by the Bloom Masterplan Development. Please refer to the Bloom Filing 1 Final Drainage Report for details on these areas, as well as the routing of storm flow from the Bloom Filing Three Development and associated Bloom Masterplan Development to the ultimate downstream receiving waters. The proposed private drives and adjacent parking areas will be constructed of concrete or asphalt, while interior sidewalks will be constructed of concrete to serve pedestrians and provide access throughout the site. Lawn areas and landscaping will be provided throughout the site, as shown in the site and landscape plans. III. DRAINAGE BASIN CRITERIA A. Regulations The Bloom Filing Three project is being constructed, and drainage design completed in accordance with the Bloom Filing 1 Final Drainage Report for the overall Bloom Masterplan. It’s important to note that proposed offsite, regional Ponds E, G, and G1 are designed to detain and provide water quality for the attributable 16.36-acre Bloom Filing Three site; however, LID requirements will be fully provided on-site by the Bloom Filing Three development. B. Development Criteria Reference and Constraints The criteria and constraints from the City of Fort Collins, as well as those required in the Bloom Filing 1 Final Drainage Report for the Bloom Filing Three site, will be met. Water quality and detention requirements for the site are being provided for via the proposed offsite regional Ponds E, G, and G1, which are being designed and constructed by others. LID requirements for the Bloom Filing Three site are being met by a large on-site rain garden, which treats approximately 84% of new, applicable LID impervious area within the Bloom Filing Three Development, thus exceeding the 75% treatment area requirement, per City criteria. 8 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 storm specified. 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. Final sizing of storm sewer pipes, inlets, culverts, curb cuts, swales, and riprap and erosion control calculations will be completed during final design. LID calculations have been provided in this report, and can be found in Appendix C. E. Variances No variances are being requested at this time. IV. DRAINAGE FACILITY DESIGN A. General Concept Forty proposed onsite drainage basins have been created to analyze the drainage for the proposed development. Basins 1-23 (12.98 acres) will drain ultimately to the proposed rain garden, located in the south end of the site, via overland flow, curb and gutter, and proposed storm sewer systems. The majority of flow from the site will pass through the rain garden, before being routed to the offsite regional Pond G1, located south of the Bloom Filing Three site. Basins 24-38 (2.94 ac) will drain to the adjacent public streets, where runoff will be directed to the inlets within the public street system, then conveyed to the offsite regional Ponds G, G1, and E, of the Bloom Filing 1 Development. Storm flows from Basin 24 (0.20 ac) flow overland onto International Blvd. to a Type R inlet, and then ultimately to Regional Pond E. Storm flows from Basins 25-33 (1.7 ac) flow overland and through chases onto Aria Way, where runoff is directed to Type R Inlets, and the ultimately to Regional Pond G1. 9 Storm flows from Basins 34-38 (1.02 ac) flow overland and through chases onto International Blvd. and Delozier Road to a Type R inlet near the south end of Delozier Road, and then ultimately to Regional Pond G1. Basins 39 and 40 (0.45 ac) drainage flows to an area inlet and then through a concrete pipe to the Bloom Filing 1 stormwater system and into Pond G1. The 100-year peak flow (approximate, cumulative added flows) from the 40 basins within the Bloom Filing Three site is approximately 134 cfs, in which approximately 123 cfs of the total flow will be routed directly to offsite regional Pond G1, with approximately 10 cfs being routed to Pond G1, and approximately 1 cfs being routed directly to Pond E. Ponds E, G, and G1 will provide water quality and detention for the 16.36-acre Bloom Filing 3 site, per the Bloom Filing 1 Final Drainage Report. Please refer to the rational calculations in Appendix B and the Proposed and Existing Drainage Basin Exhibits in Appendix G for additional information. The inlets and storm sewer system for the Bloom Filing Three site will be sized in final design. B. Specific Details Drainage to the onsite Rain Garden: Runoff from basins 1-23 (12.97 acres) will be conveyed to the proposed rain garden, located near the south-central portion of the site, before flows are then routed east via storm sewer piping to the offsite, regional water quality and detention Pond G1, of the Bloom Masterplan Report. Basin 1 Runoff in Basin 1 will be conveyed via roof drains, overland flow, curb and gutter, curb cuts and chases, and a grass-lined swale with trickle pan to an area inlet, which discharges into the proposed storm sewer system at design point 1. Storm flows from design point 1 flow via a concrete pipe to a manhole to combine with flows from Basins 2 and 3. Basin 2 Runoff in Basin 2 will be conveyed via roof drains, overland flow, curb and gutter, and curb cuts and chases before flow is captured by a proposed 10’ Type R inlet, which discharges to the proposed storm sewer system at design point 2. Storm flows from design point 2 flow via and HDPE pipe to the 10’ Type R inlet at design point 3. 10 Basin 3 Runoff in Basin 3 will be conveyed via roof drains and overland flow to a proposed 10’ Type R inlet, which discharges to the proposed storm sewer system at design point 3. Storm flows from Basins 2 and 3 then flow via concrete pipe to join with flows from Basin 1. Basin 4 Runoff in Basin 4 will be conveyed via roof drains, overland flow, curb and gutter, and curb cuts and chases before flow is captured by a proposed 10’ Type R inlet, which discharges to the proposed storm sewer system at design point 4. Storm flow from design point 4 flows via a concrete pipe to a manhole joining flows from Basins 1,2 and 3. Basin 5 Runoff in Basin 5 will be conveyed via roof drains, overland flow, curb and gutter, and curb cuts, grass swale with a trickle pan and chases before flow is captured by an area inlet and 10’ Type R Inlet. Storm flow leaves the 10’ Type R inlet via an HDPE pipe, which discharges to the proposed storm sewer system at design point 5. Storm flows from design point 5 then conveyed via a concrete pipe to a manhole where the join the flows from Basins 1,2,3 and 4. Basin 6 Runoff in Basin 6 will be conveyed via roof drains, overland flow, curb and gutter, and curb cuts and chases before flow is captured by a proposed 10’ Type R inlet, which discharges to the proposed storm sewer system at design point 6. Storm flows from Basin 6 flow are conveyed by an HDPE pipe to an area inlet at design point 7. Basin 7 Runoff in Basin 7 will be conveyed via roof drains and overland flow to a proposed Nyloplast drain basin/area inlet at design point 7. Storm flows from Basins 6 and 7 are conveyed by an HDPE pipe to an area inlet at design point 8. Basin 8 Runoff in Basin 8 will be conveyed via roof drains, overland flow, and a grass lined swale to a Nyloplast drain basin/area inlet, which discharges into the proposed storm sewer system at design point 8. Storm flows from Basins 6, 7, and 8 are conveyed by an HDPE pipe to a Nyloplast drain basin/area inlet at design point 9. Basin 9 Runoff in Basin 9 will be conveyed via roof drains and overland flow to a Nyloplast drain basin/area inlet, which discharges into the proposed storm 11 sewer system at design point 9. Storm flows from Basins 6-9 are conveyed by an HDPE pipe to a manhole, where the flows are combined with storm flows from Basins 1-5. Basin 10 Runoff in Basin 10 will be conveyed via roof drains, overland flow, curb and gutter, and curb cuts and chases before flow is captured by a proposed 10’ Type R inlet and area inlet, which dischargs to the proposed storm sewer system at design point 10. Storm flows from Basins 1-10 are conveyed in a concrete pipe to the proposed rain garden in Basin 23. Basin 11 Runoff in Basin 11 will be conveyed via roof drains, overland flow, curb and gutter, and curb cuts and chases before flow is captured by a proposed 10’ Type R inlet, which discharges to the proposed storm sewer system at design point 11. Storm flows are conveyed through an HDPE pipe to a manhole. Basin 12 Runoff in Basin 12 will be conveyed via roof drains, overland flow, curb and gutter, curb cuts and chases to a 10’ Type R inlet, which discharges into the proposed storm sewer system at design point 12. Storm flows are conveyed through a concrete pipe to a manhole joining storm flows from Basin 11. Basin 13 Runoff in Basin 13 will be conveyed via roof drains, overland flow, curb and gutter, curb cuts and chases to a 10’ Type R inlet, which discharges into the proposed storm sewer system at design point 13. Storm flows are conveyed to a manhole through a concrete pipe to a manhole joining flows from Basins 11 and 12. Basin 14 Runoff in Basin 14 will be conveyed via roof drains and overland flow to a proposed Nyloplast drain basin/area inlet at design point 14. Storm flows are then conveyed through an HDPE pipe to a manhole joining flows from Basins 11, 12, 13, and 15. Basin 15 Runoff in Basin 15 will be conveyed via roof drains, overland flow, curb and gutter to a 10’ Type R inlet, which discharges into the proposed storm sewer system at design point 15. Storm flows are conveyed to a manhole through a concrete pipe to a manhole joining flows from Basins 11-14. 12 Basin 16 Runoff in Basin 16 will be conveyed via roof drains and grass swale and chase to a proposed Type C inlet at design point 16. Storm flows are then conveyed through an HDPE pipe to a manhole joining flows from Basins 11- 15. Basin 17 Runoff in Basin 17 will be conveyed via roof drains, overland flow, curb and gutter to a 10’ Type R inlet, which discharges into the proposed storm sewer system at design point 17. Storm flows are conveyed to a manhole through a concrete pipe to a manhole joining flows from Basins 11-16. The combined storm flows are then conveyed in a concrete pipe to the proposed rain garden in Basin 23. Basin 18 Runoff in Basin 18 will be conveyed via roof drains, overland flow, curb and gutter, and curb cuts and chases before flow discharges to the rain garden through a curb cut at design point 18. Basin 19 Runoff in Basin 19 will be conveyed via roof drains, overland flow, curb and gutter, and curb cuts and chases before flow discharges to the rain garden through a curb cut at design point 19. Basin 20 Runoff in Basin 20 will be conveyed via roof drains, overland flow, curb and gutter, and curb cuts and chases before flow discharges to the rain garden through a curb cut at design point 20. Basin 21 Runoff in Basin 21 will be conveyed via roof drains, overland flow, curb and gutter, and curb cuts and chases before flow discharges through a 7’ wide curb chase at design point 21. Storm flows from the curb chase then flow via a grass swale with a trickle pan east and into the rain garden. Basin 22 Runoff in Basin 22 will be conveyed via roof drains, overland flow, curb and gutter, and curb cuts and chases before flow discharges to the rain garden through a curb cut at design point 22. Basin 23 Runoff in Basin 23 will be conveyed via roof drains to a grass lined swale with a trickle pan and overland to a rain garden. The rain garden receives and treats flows from 84% of the site. Storm flows are treated in the rain garden and then flow out through a Type D inlet and into the storm system 13 provided by Bloom Filing1, that ultimately delivers runoff to Regional Pond G1, located south of the Bloom Filing Three site. Basin 39 Runoff in Basin 39 will be conveyed via roof drains and grass swale with a trickle pan and chases to a continuation of the grass swale with a trickle pan, with flows continuing into Basin 40. Basin 40 Runoff in Basin 40 will be conveyed via roof drains and grass swale with a trickle pan and chases to an area inlet, with secondary Type C inlet. Storm flows are conveyed to the Filing 1 storm drain system in Donella Drive, and eventually into Regional Pond G1, located south of the Bloom Filing Three site. Drainage to the Public Street Systems/ Offsite Regional Ponds E, G, and G1: The runoff from basins 24-33, and 34-38 (total of 2.94 acres) will be directed to the adjacent public streets and associated storm sewer systems along the north, west, and east sides of the Bloom Filing 3 site, where the masterplan storm sewer system (constructed with Bloom Filing 1) will capture and convey runoff from Basins 24-33, and 34-38 into Ponds E, G, and G1 of the Bloom Filing 1 Development. Basins 24 Basin 24 will convey their runoff overland to the north and ultimately into the curb and gutter in International Blvd. Runoff will sheet flow on to International Blvd. and then flow to an existing Type R Inlet, provided by Bloom Filing 1. Basins 25-33 Basins 24-28 will convey their runoff overland to the east and ultimately into the curb and gutter in Aria Way. Runoff will sheet flow on to Aria Way and then flow south to an existing Type R Inlet, provided by Bloom Filing 1. Drainage to the Public Street Systems and then offsite to the west: The runoff from basins 34-38 (1.02 acres) will be directed to the adjacent public street systems along the north and west sides of the Bloom Filing 3 site, with runoff from Basins 34-38 ultimately conveyed south to an existing Type R Inlet, constructed by the Bloom Filing 1 Development. Basin 34 Basin 34 will convey its runoff to a swale with trickle channel to a curb cut and chase discharging into the curb and gutter in International Blvd. Runoff will flow west the south, then south down Delozier Road and to an existing Type R Inlet near the south end of Delozier Road. 14 Basins 35-38 Basins 35-38 will convey their runoff from the predominantly green/ land- scaped areas overland to the west and into the curb and gutter in Delozier Road. Runoff will flow towards the respective design points 35-38, with flow from basins 34-38 combining and continuing south in the east curb and gutter in Delozier Road to an existing Type R Inlet, constructed with the Bloom Filing 1 Development. Overflow Conditions Basins 1-5: Should the inlets at the low points in Basins 1-4 become obstructed and fail to collect the required drainage, the runoff will overflow into the next downstream basin, in which the runoff will be ultimately conveyed in the storm sewer piping to the rain garden in basin 23. Basin 6: Should the inlet at the low point in Basin 6 become obstructed and fail to collect the required drainage, the runoff will overflow into Basin 7 to an area inlet, with flow entering the inlet and storm sewer piping that conveys flow to the rain garden in basin 23 Basin 7: Should the inlet at the low point in basin 7 become obstructed and fail to collect the required drainage, the runoff will overflow into basin 8 and be captured by the inlet in basin 8, with flow entering the inlet and storm sewer piping that conveys flow to the rain garden in basin 23. Basin 8: Should the inlet at design point 8 become obstructed and fail to collect the required drainage, runoff will overflow south and southeast into basin 9, where the runoff will be captured in the area inlet at design point 9, with flow entering the inlet and storm sewer piping that conveys flow to the rain garden in basin 23 Basin 9: Should the inlet at design point 9 become obstructed and fail to collect the required drainage, runoff will overflow south and east into basins 10 and 16, with flow entering the inlet and storm sewer piping that conveys flow to the rain garden in basin 23. Basin 10: Should the inlet at design point 10 become obstructed and fail to collect the required drainage, runoff will flow to Basins 18 and 17, with flow entering the inlets and storm sewer piping that conveys flows to the rain garden in basin 23. Basin 11: Should the inlet at design point 11 become obstructed and fail to collect the required drainage, runoff will overflow to east and west to Basins 2 and 12, with flow entering the inlets and storm sewer piping that conveys flows to the rain garden in basin 23. 15 Basin 12: Should the inlet at design point 12 become obstructed and fail to collect the required drainage, runoff will overflow south into basin 13, with flow entering the inlets and storm sewer piping that conveys flows to the rain garden in basin 23. Basin 13: Should the inlet at design point 13 become obstructed and fail to collect the required drainage, runoff will overflow south into basin 15, with flow entering the inlets and storm sewer piping that conveys flows to the rain garden in basin 23. Basin 14: Should the inlet at design point 14 become obstructed and fail to collect the required drainage, runoff will overflow east into basin 15, with flow entering the inlets and storm sewer piping that conveys flows to the rain garden in basin 23. Basin 15: Should the inlet at design point 15 become obstructed and fail to collect the required drainage, runoff will overflow south into basins 20 and 29, with flows to basin 20 flowing into the rain garden in basin 23, and flows to basin 29 spilling onto Aria Way. Basin 16: Should the inlet at design point 16 become obstructed and fail to collect the required drainage, runoff will overflow south into basin 17, with flow entering the inlets and storm sewer piping that conveys flows to the rain garden in basin 23. Basin 17: Should the inlet at design point 17 become obstructed and fail to collect the required drainage, runoff will overflow east into basin 20, with flows being conveyed into a curb cut at design point 20 to the rain garden in basin 23. Basins 18-22: Should the curb cuts with sidewalk culverts at the low points in these basins become obstructed and fail to collect the required drainage, the runoff will overtop the curb and gutter and will flow overland into the rain garden in basin 23. Basin 23: Should the inlet at design point 23 become obstructed and fail to collect the required drainage, runoff will overflow south onto Donella Drive then east to inlets discharging to Regional Pond G. Basins 24-33: Flows from these basins either flow overland or pass through curb cuts and chases to International Blvd. and Aria Way to a existing Type R Inlets in International Blvd. and Area Way. Should these inlets become obstructed and fail to collect the required drainage, the flows will spill south on to Donella Drive and then flow east and into the existing Type R Inlet and into regional Pond G. Basins 34-38: Basins 34-38 all sheet flow overland to the north (basin 34) and west (basin 32-35) and out to Delozier Road. Flows will continue south down Delozier, then will be conveyed west in Donella Drive. 16 Basin 39: Should the curb cuts with sidewalk culverts in basin 39 become obstructed and fail to collect and pass through the required drainage, runoff will overflow south into basin 40. Basin 40: Should the curb cuts with sidewalk culverts in basin 40 become obstructed and fail to collect and pass through the required drainage, runoff will overflow west onto Delozier Road. If the inlet at design point 40 becomes obstructed and fail to collect and pas through the required drainage, runoff will overflow to the south onto Donella drive and conveyed west in Donnella Drive to the existing Type R Inlet and eventually into Regional Pond G1. C. Rain Garden The proposed development contains one large LID rain garden basin, located in basin 23. The proposed rain garden will treat approximately 84% of the newly added impervious areas from the attributing basins, thus exceeding the City’s 75% treatment requirement. Flow from basins 1-23 will be conveyed to the rain garden, with an underground 6” perforated PVC underdrain pipe conveying infiltrated flow to the outlet/overflow structure at design point 23. The top of bank elevation for the rain garden is 34.50, while the flat bottom will be set at 33.50. The overflow structure at design point 19 will be a CDOT Type D Inlet with grates set at elevation 34.50. Flows from major events that exceed the 34.50 elevation, will spill through the grates and enter the proposed storm sewer outfall pipe that connects to the existing storm sewer system in Donella Drive. The existing storm sewer pipe will convey flows west and then south and into offsite, regional Pond G1. Please refer to Appendix C for LID calculations and rain garden sizing. D. Street Capacities Street capacity calculations are not required for the project as there are no public street improvements. V. STORM WATER QUALITY A. General Concept & Specific Details The water quality aspect of stormwater runoff must be addressed on all final utility plans. Therefore, the existing offsite, regional water quality/ detention ponds (Ponds E, G, and G1) will 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 downstream. 17 It’s important to note that Bloom Filing Three site (16.36 acres) has a calculated, combined imperviousness of 64%, and an overall site ‘c’ value of 0.69, versus the allowable ‘c’ value of 0.90, as provided in the Bloom Filing 1 Final Drainage Report. Furthermore, the Bloom Filing Three site has a calculated 100-year release rate of approximately 134 cfs for 16.36 acres (8.19 cfs/acre), versus the allowable 100-year release rate of approximately 8.57 cfs/acre, allowed in the Bloom Filing 1 Final Drainage Report. Therefore, the Bloom Filing Three site is in accordance with the Bloom Filing 1 Final Drainage Report. Best Management Practices (BMP’s) for the treatment of stormwater will be provided in the Bloom Filing Three site through the utilization of a single rain garden, constructed near the south end of the site, to treat the first flush runoff from pavement and other impervious areas of the developed site. The proposed rain garden has been designed to provide LID treatment for approximately 84% of the newly added impervious areas for attributing basins within the Bloom Filing Three site. Upon the rain garden filling up, overflow will be captured by a proposed CDOT Type D Inlet, placed at the 1’ depth mark on the southeast side of the rain garden, with the inlet and storm sewer outfall pipe conveying runoff west and south and into offsite, regional Pond G1. Flow from the rain garden and other areas of the Bloom Filing Three site will be conveyed to offsite grass-lined detention ponds (Ponds E, G, and G1 of the Bloom Masterplan Development). Ponds E, G, and G1 will be equipped with a 40-hour extended detention structures with water quality control orifice plates, to restrict outflow, as designed by others. These water quality features/structures will provide a mechanism for pollutants to settle out of the stormwater runoff before flows are directed downstream, and ultimately into the Poudre River. VI. EROSION CONTROL A. General Concept The subject site soils are classified as Hydrologic Group B, with an erosion K factor ranging from 0.17 to 0.32. The Wind Erodibility Group is rated 4L and 5, according to the USDA Soil Properties. The potential exists for erosion problems during construction, but should be minimal after completion of proposed development. 18 Silt fence has been installed along the north, west, south, and east portions of the site to prevent sediment from leaving the site. Vehicle tracking pads will also be placed at entrances/exits to the site, with the exact location(s) provided during final design. Straw Wattles and gravel inlet filters will be placed at proposed inlet locations to mitigate the build-up of sediment in the proposed inlet 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. Erosion Control Calculations and the Erosion Control Escrow Amount will be provided during final design. Please refer to Appendix G 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 private 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 water quality/ outlet control structures, as may be applicable, shall be cleaned through the removal of debris and sediment from the associated items to allow for adequate drainage through the site to the interim facilities. 2) Sedimentation/ silting shall be removed to allow for adequate drainage infiltration along the bottom of the rain garden. 3) Re-vegetation through the use of Natural Seeding/ Sod shall be provided for disturbed areas and other permanent erosion controls shall be provided for areas where erosion has taken place and requires remediation back to the proposed condition shown in the plans. 19 The Stormwater Operating/ Maintenance Procedures listed above are guidelines to the minimum procedures that shall be implemented for the Bloom Filing Three project, with these and additional measures being utilized on an as-needed basis. B. Drainage Concept The proposed drainage concepts presented in this study and shown on the utility plans adequately provide for the transmission of developed on-site runoff to the proposed on-site rain garden, as well as the offsite, regional water quality and detention ponds (Ponds E, G, and G1) within the Bloom Filing 1 Development. The proposed storm sewers and surface conveyances will provide for the 100-year developed flows from the on-site basins to reach the proposed rain garden and offsite, regional water quality/detention Ponds E, G, and G1, prior to being released downstream, as designed and provided by others in the Bloom Filing 1 Final Drainage Report. 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 for the Bloom Filing Three project has addressed the water quality aspect of stormwater runoff. The proposed rain garden and offsite, regional water quality/detention ponds with extended detention and water quality, will provide an opportunity for stormwater pollutants to filter out of the stormwater runoff before flows are directed downstream, and ultimately into the Poudre River. Furthermore, the proposed on-site grass/sod-lined swales, riprap pads and/or erosion control fabric at culvert outlets and curb cuts, concrete forebays at input points to the rain garden, and other erosion control measures which may be used for slope stabilization, will provide additional mechanisms for pollutants to settle out of the stormwater runoff before flows are directed offsite and ultimately into the Poudre River. D. Erosion Control Concept Proposed erosion control concepts have been provided for and adequately provide for the control of wind and rainfall erosion from the Bloom Filing Three development. Through the construction of the proposed erosion control concepts, the City of Fort Collins standards will be met. The proposed erosion control concepts presented in this report and shown on the erosion control plan are in compliance with the City of Fort Collins Erosion Control Criteria. 20 E. Erosion Control Escrow Estimate The Erosion Control Escrow Estimate for the subject property will be provided at final design. 21 REFERENCES 1. Storm Drainage Design Criteria and Construction Standards by the City of Fort Collins, Colorado, May 1984, Revised January 1997, & Associated UDFCD Updates and New City of Fort Collins Stormwater Criteria manual, adopted January 2012. 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. 4. Urban Storm Drainage Criteria Manual Volume 2; Urban Drainage and Flood Control District, Denver, Colorado, June 2001. 5. Urban Storm Drainage Criteria Manual Volume 3, Best Management Practices; Urban Drainage and Flood Control District, Denver, Colorado, August 2011. 6. Final Drainage Report, Bloom Filing 1, by Galloway & Company, Inc., July 13, 2022. 22 APPENDIX 23 APPENDIX A 24 VICINITY MAP & SOILS MAP Soil Map—Larimer County Area, Colorado (Bloom Filing Three) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/14/2022 Page 1 of 3 44 9 2 5 6 0 44 9 2 6 5 0 44 9 2 7 4 0 44 9 2 8 3 0 44 9 2 9 2 0 44 9 3 0 1 0 44 9 3 1 0 0 44 9 3 1 9 0 44 9 2 5 6 0 44 9 2 6 5 0 44 9 2 7 4 0 44 9 2 8 3 0 44 9 2 9 2 0 44 9 3 0 1 0 44 9 3 1 0 0 44 9 3 1 9 0 498280 498370 498460 498550 498640 498730 498280 498370 498460 498550 498640 498730 40° 35' 23'' N 10 5 ° 1 ' 1 5 ' ' W 40° 35' 23'' N 10 5 ° 0 ' 5 2 ' ' W 40° 35' 0'' N 10 5 ° 1 ' 1 5 ' ' W 40° 35' 0'' N 10 5 ° 0 ' 5 2 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,500 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: Jun 8, 2021—Jun 12, 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. Soil Map—Larimer County Area, Colorado (Bloom Filing Three) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/14/2022 Page 2 of 3 K Factor, Whole Soil—Larimer County Area, Colorado (Bloom Filing Three) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/14/2022 Page 1 of 3 44 9 2 5 6 0 44 9 2 6 5 0 44 9 2 7 4 0 44 9 2 8 3 0 44 9 2 9 2 0 44 9 3 0 1 0 44 9 3 1 0 0 44 9 3 1 9 0 44 9 2 5 6 0 44 9 2 6 5 0 44 9 2 7 4 0 44 9 2 8 3 0 44 9 2 9 2 0 44 9 3 0 1 0 44 9 3 1 0 0 44 9 3 1 9 0 498280 498370 498460 498550 498640 498730 498280 498370 498460 498550 498640 498730 40° 35' 23'' N 10 5 ° 1 ' 1 5 ' ' W 40° 35' 23'' N 10 5 ° 0 ' 5 2 ' ' W 40° 35' 0'' N 10 5 ° 1 ' 1 5 ' ' W 40° 35' 0'' N 10 5 ° 0 ' 5 2 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:3,500 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 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: Jun 8, 2021—Jun 12, 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 (Bloom Filing Three) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/14/2022 Page 2 of 3 K Factor, Whole Soil Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 7 Ascalon sandy loam, 0 to 3 percent slopes .17 19.8 37.4% 35 Fort Collins loam, 0 to 3 percent slopes .43 0.0 0.1% 40 Garrett loam, 0 to 1 percent slopes .32 33.0 62.2% 42 Gravel pits .02 0.1 0.2% Totals for Area of Interest 53.0 100.0% 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 Bloom Filing Three Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/14/2022 Page 3 of 3 Wind Erodibility Group—Larimer County Area, Colorado (Bloom Filing Three) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/14/2022 Page 1 of 3 44 9 2 6 0 0 44 9 2 6 7 0 44 9 2 7 4 0 44 9 2 8 1 0 44 9 2 8 8 0 44 9 2 9 5 0 44 9 3 0 2 0 44 9 3 0 9 0 44 9 3 1 6 0 44 9 2 6 0 0 44 9 2 6 7 0 44 9 2 7 4 0 44 9 2 8 1 0 44 9 2 8 8 0 44 9 2 9 5 0 44 9 3 0 2 0 44 9 3 0 9 0 44 9 3 1 6 0 498250 498320 498390 498460 498530 498600 498670 498250 498320 498390 498460 498530 498600 498670 40° 35' 21'' N 10 5 ° 1 ' 1 4 ' ' W 40° 35' 21'' N 10 5 ° 0 ' 5 6 ' ' W 40° 35' 2'' N 10 5 ° 1 ' 1 4 ' ' W 40° 35' 2'' N 10 5 ° 0 ' 5 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,850 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: Jun 8, 2021—Jun 12, 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. Wind Erodibility Group—Larimer County Area, Colorado (Bloom Filing Three) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/14/2022 Page 2 of 3 Wind Erodibility Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 7 Ascalon sandy loam, 0 to 3 percent slopes 4L 18.8 44.0% 35 Fort Collins loam, 0 to 3 percent slopes 5 0.1 0.1% 40 Garrett loam, 0 to 1 percent slopes 5 23.8 55.7% 42 Gravel pits 8 0.1 0.3% Totals for Area of Interest 42.7 100.0% 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 Bloom Filing Three Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/14/2022 Page 3 of 3 25 APPENDIX B 26 RATIONAL METHOD HYDROLOGY 27 APPENDIX C 28 LID CALCULATIONS & STORM SEWER PIPE SIZING (STORM SEWER PIPE SIZING TO BE PROVIDED AT FINAL DESIGN) Ne w I m p e r v i o u s A r e a ( R o o f , P a v e m e n t a n d W a l k s ) 46 3 , 5 0 3 sf Re q u i r e d M i n i m u m I m p e r v i o u s A r e a t o b e T r e a t e d ( 7 5 % o f I m p . A r e a ) R G O n l y 34 7 , 6 2 7 sf Im p e r v i o u s A r e a T r e a t e d b y L I D T r e a t m e n t M e t h o d # 1 ( L I D B a s i n D P 2 3 ) ( B a s i n s 1 - 2 3 ) 38 7 , 1 5 8 sf To t a l I m p e r v i o u s A r e a T r e a t e d 38 7 , 1 5 8 sf Pe r c e n t L I D T r e a t m e n t P r o v i d e d f o r E n t i r e S i t e A r e a 84 % *T o t a l B a s i n A r e a ( p e r v i o u s a n d i m p e r v i o u s ) f o r b a s i n s 1 - 2 3 t o L I D = 5 6 5 , 3 4 2 s f ** O v e r a l l % I m p e r v i o u s f o r B a s i n s 1 - 2 3 ( f o r p e r v i o u s a n d i m p e r v i o u s a r e a s ) = 6 8 % ** * S e e L I D c a l c u l a t i o n , n e x t s h e e t , f o r t r e a t m e n t V o l u m e r e q u i r e m e n t s b e i n g m e t . LI D T A B L E Sheet 1 of 2 Designer: Company: Date: Project: Location: 1.Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =68.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.680 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.21 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =565,342 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =10,036 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 =7689 sq ft D) Actual Flat Surface Area AActual =12394 sq ft E) Area at Design Depth (Top Surface Area)ATop =14731 sq ft F) Rain Garden Total Volume VT=13,563 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 October 5, 2023 Pedcor Mulberry Apartments Primary LID South Central Basins 1-23 UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO SouthCenterPDP LID_ 9-27-2023 UD-BMP_v3.07.xlsm, RG 10/5/2023, 2:57 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5.Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6.Inlet / Outlet Control A) Inlet Control 7.Vegetation 8.Irrigation NO SPRINKLER HEADS ON FLAT SURFACE A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) J.Gooch Aspen Engineering October 5, 2023 Pedcor Mulberry Apartments Primary LID South Central Basins 1-23 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 SouthCenterPDP LID_ 9-27-2023 UD-BMP_v3.07.xlsm, RG 10/5/2023, 2:57 PM 29 APPENDIX D 30 INLET, CONCRETE SIDEWALK CULVERT SIZING (TO BE PROVIDED AT FINAL DESIGN) 31 APPENDIX E 32 SWALE SIZING (TO BE PROVIDED AT FINAL DESIGN) 33 APPENDIX F 34 EROSION CONTROL & RIPRAP SIZING & EROSION CONTROL ESCROW ESTIMATE (TO BE PROVIDED AT FINAL DESIGN) 35 APPENDIX G 36 PROPOSED & EXISTING DRAINAGE BASIN EXHIBITS, EROSION CONTROL PLAN, & EROSION CONTROL NOTES AND DETAILS SHEET STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET Design Point Basin ID Area (Ac) Runoff Coeff. | C 100 Tc | 100-Year (min) C*A (Ac) I (in/hr) Q (cfs) Tc (min) C*A (Ac) I (in/hr) Q (cfs) Slope (%) Street Flow (cfs) Design Flow (cfs) Slope (%) Pipe Size (inches) Length (ft) Velocity (fps) Tt (min) REMARKS 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 6/2/21 PIPE G1 G1 1.15 0.99 17.1 1.14 6.14 7.0 G2 G2 1.15 0.99 17.1 1.14 6.14 7.0 G3 G3 1.18 1.00 16.8 1.18 6.19 7.3 G4 G4 1.16 1.00 16.8 1.16 6.19 7.2 G5 G5 0.34 0.96 7.6 0.33 8.78 2.9 G6 G6 0.37 0.96 7.6 0.35 8.78 3.1 G6.1 G6.1 0.45 0.96 7.6 0.43 8.79 3.8 G7.1 G7.1 0.42 1.00 7.3 0.42 330.28 137.9 G7 G7 0.46 0.98 5.4 0.45 9.78 4.4 G8 G8 0.48 0.97 5.5 0.47 9.74 4.5 FUT-G FUT-G 17.03 1.00 8.1 17.03 8.57 145.9 H1 H1 0.44 0.97 5.9 0.43 9.56 4.1 H2 H2 0.53 0.96 5.9 0.51 9.55 4.9 H3 H3 0.92 1.00 5.8 0.92 9.58 8.8 H4 H4 1.02 0.99 5.9 1.02 9.56 9.7 Page 17 of 17 7/12/2022 *EXISTING BASIN RATIONAL CALCULATIONS FROM BLOOM FILING 1 FINAL DRAINAGE REPORT G DE L O Z I E R R O A D LOT 10 LOT 7 LOT 9 LOT 8 LOT 7 LOT 10 LOT 9 LOT 8 BLOCK 28 BLOCK 30 E27 E6 E11 E24 E10 E7 E5 E22 E23 E9 E16 E14 E12 E12.1 E11.1 E24.1 E25.1 E15 E17 acres 0.68 0.85 0.63 acres E5 0.72 0.90 1.07 acres OS4 0.46 0.57 0.29 acres E7 0.74 0.92 1.03 acres E9 0.72 0.90 1.07 acres E10 0.74 0.93 1.03 acres E11 0.55 0.68 0.40 acres E12 0.79 0.99 0.44 acres E14 0.65 0.81 0.30 acres OS3 0.33 0.41 0.85 acres E15 0.82 1.00 0.57 acres OS6 0.60 0.75 0.43 acres E17 0.65 0.81 0.59 acres OS7 0.60 0.75 0.41 acres E22 0.76 0.96 0.99 acres E23 0.77 0.96 0.99 acres E24 0.54 0.67 0.73 acres E24.1 0.67 0.84 0.36 acres E27 0.69 0.86 0.33 acres FUT-G 0.90 1.00 40.3 acres OS5 0.79 0.99 0.15 acres E15.1 0.80 1.0 1.15 acres E26.1 0.80 1.00 0.72 acres E14.1 0.80 1.00 1.3 acres E12.1 0.94 1.00 0.21 acres E25.1 0.62 0.78 0.19 - - - - - - - - - - - - - - STAMP H: \ H a r t f o r d H o m e s \ C O F o r t C o l l i n s H F H 2 2 - M u l b e r r y \ 0 C I V \ 3 - C D \ F D P _ F 1 \ h f h 0 2 2 _ c 1 0 . 0 _ d r a i n a g e . d w g - Ma t t h e w P e p i n - 7/ 1 2 / 2 0 2 2 Init.#Issue / DescriptionDate FI N A L D E V E L O P M E N T P L A N S BL O O M F I L I N G O N E FO R T C O L L I N S , C O THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PR E L I M I N A R Y NO T F O R B I D D I N G NO T F O R C O N S T R U C T I O N Date: Drawn By: Project No: Checked By: 06.01.2022 HFH000022 MA T C H L I N E - S E E S H E E T C1 0 . 4 MATCHLINE-SEE SHEET C10.1 MATCHLINE-SEE SHEET C10.8 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.2 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. E17 acres E17 0.65 0.81 0.59 acres 0.60 0.75 0.41 acres FUT-G 0.90 1.00 40.3 acres G1 0.79 0.99 1.15 acres G2 0.79 0.99 1.15 - - - - - - - - - - - - - - STAMP H: \ H a r t f o r d H o m e s \ C O F o r t C o l l i n s H F H 2 2 - M u l b e r r y \ 0 C I V \ 3 - C D \ F D P _ F 1 \ h f h 0 2 2 _ c 1 0 . 0 _ d r a i n a g e . d w g - Ma t t h e w P e p i n - 7/ 1 2 / 2 0 2 2 Init.#Issue / DescriptionDate FI N A L D E V E L O P M E N T P L A N S BL O O M F I L I N G O N E FO R T C O L L I N S , C O THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PR E L I M I N A R Y NO T F O R B I D D I N G NO T F O R C O N S T R U C T I O N Date: Drawn By: Project No: Checked By: 06.01.2022 HFH000022 MA T C H L I N E - S E E S H E E T C1 0 . 9 MATCHLINE-SEE SHEET C10.2 MATCHLINE-SEE SHEET C10.10 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.8 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. G3 G4 G1 G2 acres FUT-H 0.80 1.00 33.3 acres G4 0.81 1.00 1.16 acres G3 0.81 1.00 1.18 acres FUT-G 0.90 1.00 40.3 - - - - - - - - - - - - - - STAMP H: \ H a r t f o r d H o m e s \ C O F o r t C o l l i n s H F H 2 2 - M u l b e r r y \ 0 C I V \ 3 - C D \ F D P _ F 1 \ h f h 0 2 2 _ c 1 0 . 0 _ d r a i n a g e . d w g - Ma t t h e w P e p i n - 7/ 1 2 / 2 0 2 2 Init.#Issue / DescriptionDate FI N A L D E V E L O P M E N T P L A N S BL O O M F I L I N G O N E FO R T C O L L I N S , C O THESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PR E L I M I N A R Y NO T F O R B I D D I N G NO T F O R C O N S T R U C T I O N Date: Drawn By: Project No: Checked By: 06.01.2022 HFH000022 MA T C H L I N E - S E E S H E E T C1 0 . 1 1 MATCHLINE-SEE SHEET C10.8 MATCHLINE-SEE SHEET C10.12 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig. SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.10 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. CITY OF GREELEY 4 1 42 39 3 5 3 6 3 7 38 39 40 40 40 40 3 7 3 8 3 8 39 39 39 39 41 41 42 42 40 40 39 40 39 39 39 40 40 40 41 40 4 0 41 41 42 42 4 1 41 42 40 40 39 3 9 4 1 4 1 41 41 40 37 3 8 39 39 40 37 38 39 41 38 3 9 39 3 9 38 3 8 39 3935 3 5 40 34 3 4 36 36 37 3 7 38 38 3 9 39 3 4 40 38 39 41 41 40 4 0 41 41 4 1 4 1 40 40 39 35 34 36 37 38 39 4 0 373839 3839 36373839 373839 38 39 3938 37 40 4 0 4 1 4 1 41 40 4 1 40 38 39 40 40 40 41 41 4 1 41 40 40 40 4 0 41 41 42 41 42 42 40 40 40 41 4 1 41 42 42 42 42 4142 4 2 41 42 42 4 2 40 4 0 4 0 41 40 39 41 42 43 44 41 41 41 414 2 42 41 41 40 40 41 41 42 42 42 42 40 41 42 43 44 42 42 42 43 43 44 44 42 42 42 41 4 2 41 4 1 4 2 43 45 45 42 43 43 44 44 42 43 44 44 44 4 4 44 45 4242 4243 4 3 43 43 44 46 45 45 43 44 46 4 6 46 46 45 46 46 46 4 3 45 45 45 45 43 4 4 46 46 46 46 47 47 47 4 6 43 43 43 41 42 44 44 45 44 46 47 45 44 46 47 47 47 42 41 41 41 42 43 40 41 41 41 4 1 42 42 43 43 4 1 41 41 41 41 4 1 44 44 42 42 42 42 41 46 40 40 37 37 38 38 39 39 41 42 43 44 45 35 32 33 34 3 6 30 35 29 31 32 33 34 36 30 29 31 36 36 40 44 37 38 39 41 42 43 45 40 36 37 38 39 373839 38 35 40 38 3 7 37 38 39 40 41 42 43 36 44 46 44 45 46 46 45 45 46 37 47 CO CO CO CO POOL UP UP UP UP UP UP UP UP UP UP UP UP UP UP UP UP UP UP UP UP LOT 1/ PHASE 1 LOT 2/ PHASE 2 21 0.43 0.72 2 0.85 0.77 3 3 0.41 0.80 11 11 0.77 0.76 12 12 0.52 0.76 6 6 0.93 0.73 4 4 1.02 0.89 8 7 0.55 0.44 9 16 17 17 0.39 0.76 5 0.38 0.59 10 10 0.72 0.75 18 18 0.70 0.84 19 19 0.37 0.84 20 20 0.55 0.83 21 21 0.67 0.84 22 22 0.47 0.88 23 23 1.39 0.39 24 24 0.20 0.51 25 25 0.34 0.66 26 26 0.13 0.61 28 28 0.19 0.66 27 27 0.24 0.61 29 29 0.18 0.58 30 30 0.03 0.67 31 31 0.21 0.58 32 32 0.11 0.87 33 33 0.29 0.57 34 34 0.40 0.61 35 35 0.17 0.55 36 36 0.16 0.54 37 37 0.11 0.30 38 38 0.18 0.48 39 39 0.29 0.63 40 40 0.16 0.61 EX PROPERTY BOUNDARY/ ROW EX PROPERTY BOUNDARY/ ROW EX PROPERTY BOUNDARY/ ROW EX PROPERTY BOUNDARY/ ROW EX PROPERTY BOUNDARY/ ROW E.H.BARKER ET.AL. (PARCEL NO. 8708400002) BUILDING 1 BUILDING 2 BUILDING 3 BUILDING 4 BUILDING 5 BUILDING 6 BUILDING 7BUILDING 8 POOL BUILDING 9 COMMUNITY BUILDING BUILDING 10 BUILDING 11 BUILDING 12 BUILDING 13 BUILDING 14 BUILDING 15 PRIVATE DRIVE BARK PARK PROPOSED RAIN GARDEN BODE BOULEVARD ANGELA AVENUE INTERNATIONAL BLVD. DONELLA DRIVE AR I A W A Y AR I A W A Y DE L O Z I E R R D . DE L O Z I E R R D . EX PROPERTY BOUNDARY/ ROW EXISTING REGIONAL POND G (BY OTHERS) EXISTING REGIONAL POND E (BY OTHERS)(TO THE NORTH OF THIS MAP) 1 5 8 0.20 0.60 7 13 0.50 0.81 13 14 0.21 0.47 14 15 0.54 0.83 15 EXISTING REGIONAL POND G1 (BY OTHERS)(TO THE SOUTH OF THIS MAP) 16 0.17 0.59 9 0.24 0.34 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: BL O O M F I L I N G T H R E E FO R T C O L L I N S , C O L O R A D O DR A I N A G E E X H I B I T C-013 13 20 JULY 27, 2022 801-004 JRG JRG JRG ASPEN 0' SCALE: 1" = 60' 60'120' LEGEND EXISTING CONTOURS NEW INTERMEDIATE CONTOURS39 40 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 1.PROPOSED ELEVATIONS SHOWN ARE RELATIVE TO A DATUM OF 4900 FEET, AND ARE BASED ON THE BENCHMARKS DESCRIBED ON SHEET C-001. 2.THE DRAINAGE BASINS SHOWN ON THIS EXHIBIT WILL BE ULTIMATELY CONVEYED TO OFFSITE REGIONAL DETENTION PONDS, LOCATED NORTHEAST AND SOUTH OF THE BLOOM SITE, AND WITHIN THE MASTERPLAN DEVELOPMENT AREA. THE MASTERPLAN PONDS WILL PROVIDE WATER QUALITY AND DETENTION FOR THE DEVELOPED CONDITION OF THE BLOOM SITE. THE MAJORITY OF THE DEVELOPED SITE RUNOFF FROM THE ATTRIBUTING BASINS IS CONVEYED TO THE PROPOSED RAIN GARDEN, LOCATED NEAR THE SOUTHERN PROPERTY BOUNDARY, WHILE THE REMAINING SITE AREA RUNOFF IS CONVEYED TO STORM SYSTEMS, WHICH CONVEY RUNOFF DIRECTLY TO THE OFFSITE REGIONAL PONDS. 3.DRAINAGE DESIGN FOR THE PROPOSED SITE IS IN ACCORDANCE WITH THE MATERPLAN DEVELOPMENT, BY OTHERS. 4.PLEASE REFER TO THE RATIONAL METHOD CALCULATIONS FOR PRELIMINARY BASIN FLOW CALCULATIONS. ROUTED FLOWS WILL BE PROVIDED IN FINAL DESIGN. 5.12" OF CDOT CLASS 'A' BEDDING MATERIAL SHALL BE PLACED UNDER ALL RIPRAP SHOWN. 6.ROOF DRAINS FROM THE PROPOSED BUILDINGS ARE ANTICIPATED TO DISCHARGE OVERLAND TO NEARBY SWALES, INLETS, OR CURB AND GUTTER. 7.RUNOFF FROM THE SITE WILL DRAIN TO LOW POINTS AND PASS THROUGH CURB CUTS, SIDEWALK CHASES, SWALES, AND STORM SEWER PIPES, WHICH ULTIMATELY DISCHARGE TO THE PROPOSED ONSITE RAIN GARDEN, AND OFFSITE REGIONAL DETENTION PONDS. PERMANENT GEOTEXTILE FABRIC AND GRASS LINED DRAINAGE CHANNELS WILL ENHANCE EROSION CONTROL WITHIN THE SITE LIMITS. SITE BMP'S WILL BE IMPLEMENTED TO REDUCE SEDIMENT TRANSPORT OFFSITE, AND WILL BE SHOWN IN THE FINAL EROSION CONTROL PLAN/EXHIBIT. 8.ALL PROPOSED STORM DRAINAGE PIPES AND STRUCTURES (OUTSIDE OF PLATTED ROW) WILL BE PRIVATELY OWNED AND MAINTAINED BY THE OWNER. ALL EXISTING STORM SEWER WITHIN PUBLIC ROW, WILL BE OWNED AND MAINTAINED BY THE CITY OF FORT COLLINS. NOTES: PROPOSED DRAINAGE BASIN SUMMARY TABLE: PROPOSED DRAINAGE BASIN ID ACRES / 'C' VALUE PROPOSED DRAINAGE DESIGN POINT DRAINAGE FLOW DIRECTION DRAINAGE SWALE 0.720.43 1 PROPOSED LID SUMMARY TABLE: 4 1 42 39 3 5 3 6 3 7 38 39 40 40 40 40 3 7 3 8 3 8 39 39 39 39 41 41 42 42 40 40 39 40 39 39 39 40 40 40 41 40 4 0 41 41 42 42 4 1 41 42 40 40 39 3 9 4 1 4 1 41 41 40 3 7 3 8 39 39 40 37 38 39 41 38 3 9 39 3 9 38 3 8 39 3935 3 5 40 34 3 4 36 36 37 3 7 38 38 3 9 39 3 4 40 38 39 41 41 40 4 0 41 41 4 1 4 1 40 40 39 35 34 36 37 38 39 4 0 373839 3839 36373839 373839 38 39 3938 37 40 4 0 4 1 4 1 41 40 4 1 40 38 39 40 40 40 41 41 4 1 41 40 40 40 4 0 41 41 42 41 42 42 40 40 40 41 4 1 41 42 42 42 42 4142 4 2 41 42 42 4 2 40 4 0 4 0 41 40 39 41 42 43 44 41 41 41 414 2 42 41 41 40 40 41 41 42 42 42 42 40 41 42 43 44 42 42 42 43 43 44 44 42 42 42 41 4 2 41 4 1 4 2 43 45 45 42 43 43 44 44 42 43 44 44 44 4 4 44 45 4242 4243 4 3 43 43 44 46 45 45 43 44 46 4 6 46 46 45 46 46 46 4 3 45 45 45 45 43 4 4 46 46 46 46 47 47 47 4 6 43 43 43 41 42 44 44 45 44 46 47 45 44 46 47 47 47 42 41 41 41 42 43 40 41 41 41 4 1 42 42 43 43 4 1 41 41 41 41 4 1 4 4 44 42 42 42 42 41 46 40 40 37 37 38 38 39 39 41 42 43 44 45 36 36 40 44 37 38 39 41 42 43 45 4 6 40 36 37 38 39 3839 35 3 7 37 38 39 40 41 42 43 36 44 46 44 45 46 46 45 45 46 47 CO CO CO CO POOL UP UP UP UP UP UP UP UP UP UP UP UP UP UP UP UP UP UP UP UP LOT 1/ PHASE 1 LOT 2/ PHASE 2 LIMITS OF DISTURBANCE BUILDING 1 BUILDING 2 BUILDING 3 BUILDING 4 BUILDING 5 BUILDING 6 BUILDING 7 BUILDING 8 BUILDING 9 COMMUNITY BUILDING BUILDING 10 BUILDING 11 BUILDING 12 BUILDING 13 BUILDING 14BUILDING 15 BODE BOULEVARD ANGELA AVENUE INTERNATIONAL BLVD. DONELLA DRIVE AR I A W A Y AR I A W A Y E.H.BARKER ET.AL. (PARCEL NO. 8708400002) EX PROPERTY BOUNDARY/ROW EX PROPERTY BOUNDARY/ ROW EX PROPERTY BOUNDARY/ROW EX PROPERTY BOUNDARY/ ROW EX PROPERTY BOUNDARY/ ROW EX PROPERTY BOUNDARY/ROW EX PROPERTY BOUNDARY/ROW EX PROPERTY BOUNDARY/ROW POOL PROPOSED RAIN GARDEN PLAYGROUND TOT LOT BARK PARK LIMITS OF DISTURBANCE LIMITS OF DISTURBANCELIMITS OF DISTURBANCE LIMITS OF DISTURBANCE LIMITS OF DISTURBANCE LIMITS OF DISTURBANCE LIMITS OF DISTURBANCE LIMITS OF DISTURBANCE LIMITS OF DISTURBANCE LIMITS OF DISTURBANCE SF SF SF SF SFSF SF SF SF SF SF SF GF GF GF VTC VTCVTC VTC IP IP IP IP IP IP IP IP IP IP IP IP IP IP INSTALL OUTLET GRAVEL FILTER RS RS RS RS RS GB RS RS RS RS RS GB GB RS RS RS RS IP IP IP 5 DE L O Z I E R R O A D IPIP IP IP IP IP EX TOPO CONTOUR (TYP) MASTERPLAN PROP CONTOUR (TYP) EX TOPO CONTOUR (TYP) MASTERPLAN PROP CONTOUR (TYP) EX TOPO CONTOUR (TYP) MASTERPLAN PROP CONTOUR (TYP) EX TOPO CONTOUR (TYP) MASTERPLAN PROP CONTOUR (TYP) GB VTC VTC SF RS IP RS IP IP LOT 1/ PHASE 1 LOT 2/ PHASE 2 PROP 10' TYPE R INLETPROP 10' TYPE R INLET PROP 10' TYPE R INLET PROP 10' TYPE R INLET PROP CDOT TYPE D INLET PROP CDOT TYPE C INLET 4 5 4 5 4 3 PROP CDOT TYPE C INLET INSTALL OUTLET GRAVEL FILTER 1 PROP 10' TYPE R INLET PROP 10' TYPE R INLET PROP 10' TYPE R INLET PROP 10' TYPE R INLET EX PROPERTY BOUNDARY/ROW CWO PROP 10' TYPE R INLET IP 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: BL O O M F I L I N G T H R E E 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 C-008 8 20 JUNE 14, 2023 801-004 JRG JRG JRG ASPEN 0' SCALE: 1" = 60' 60'120' NOTES: . 1.PERIMETER SILT FENCE SHALL BE INSTALLED ALONG PROPERTY BOUNDARY, AND IS SHOWN OFFSET FROM PROPERTY BOUNDARY ON THIS PLAN FOR CLARITY. ·PERIMETER SILT FENCE AROUND SITE = 3,709 LF . WHERE ACCESS DRIVES OCCUR AND TRACKING PADS ARE INSTALLED, SILT FENCE WILL NOT OCCUR AND WILL STOP AT EDGE OF TRACKING PADS. 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-009 & C-010 FOR EROSION CONTROL NOTES AND DETAILS. 7.NORTH AMERICAN GREEN C350 FABRIC WILL BE UTILIZED AT MINOR OUTFALL LOCATIONS SHOWN, WITH CONCRETE FOREBAYS UTILIZED WHERE LARGER STORM FLOWS WILL DISCHARGE TO THE LARGE PROPOSED LID BASIN IN THE SOUTHERN END OF THE SITE. 8.PERMANENT STORMWATER CONTROL MEASURES SUCH AS LID BASINS, RAINGARDENS, STORM TECH SYSTEMS, BIOSWALES OR BIORETENTION PONDS SHALL BE CONSTRUCTED IN THE LAST PHASE OF CONSTRUCTION ON THE SITE TO MINIMIZE THE POTENTIAL FOR SEDIMENTATION. ONCE THE RAIN GARDEN IS INSTALLED, SILT FENCE SHALL BE PLACED AROUND THE RAIN GARDEN FOR PROTECTION AND TO MITIGATE SEDIMENTATION. 9.NO DEBRIS OR MUD SHALL BE TRACKED ONTO ADJACENT STREETS AND ANY TRACKING THAT DOES OCCUR, WILL BE CLEANED IMMEDIATELY BY THE CONTRACTOR. 10.PER CITY EROSION CONTROL REQUEST, CONTRACTOR TO NOTE THAT SYMBOLS SHOWN ON THIS PLAN ARE NOT TO SCALE. 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 VTC SF W IP IP GB MU CWO RS GF EXISTING DIRECTION OF SURFACE FLOW INSTALL RIPRAP PROTECTION (TYPE M D =12")RR 50 35 36 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. KEY NOTE LEGEND . 1 PROPOSED 30" DRAIN BASIN 2 PROPOSED 12" DRAIN BASIN 3 PROPOSED 15" DRAIN BASIN 4 PROPOSED 18" DRAIN BASIN 5 PROPOSED AREA INLET W/ MH BASE 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: BL O O M F I L I N G T H R E E 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-009 9 20 JUNE 14, 2023 801-004 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 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: BL O O M F I L I N G T H R E E 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-010 10 20 JUNE 14, 2023 801-004 JRG JRG JRG