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Home My WebLink AboutBLOOM FILING FOUR - PDP230003 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORT 4025 Automation Way, Ste B2 | Fort Collins, CO 80525 | 970-698-6046 | www.civilworxeng.com Preliminary Drainage and Erosion Control Report Bloom Multi Family Fort Collins, CO Prepared for: Hartford Acquisitions, LLC 4801 Goodman Road Timnath, CO 80547 January 24th, 2022 Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO i C22026 - Bloom Multi Family Drainage Report January 24th, 2023 Mr. Wes Lamarque City of Fort Collins Engineer 4750 Signal Tree Drive Timnath, CO 80547 RE: Bloom Multi Family Preliminary Design and Erosion Control Report Project Number: C22026 Dear Wes, CivilWorx, LLC. is pleased to submit this Preliminary Design and Erosion Control Report for the Bloom Multi Family Development in Fort Collins, Colorado. This report serves to document the preliminary design plans for the Bloom Development. We understand that review by the City of Fort Collins is to assure general compliance with standardized criteria contained in City of Fort Collins Storm Drainage Design Criteria and Construction Standards. This report was prepared in compliance with technical criteria set forth in both the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual and the City of Fort Collins Storm Drainage Design Criteria. If you should have any questions or comments as you review this report, please feel free to contact me at your convenience. Respectfully, Shane Boyle, PE Brian O’Donnell Senior Project Manager Project Engineer CivilWorx, LLC Civilworx, LLC Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO ii C22026 - Bloom Multi Family Drainage Report TABLE OF CONTENTS PAGE I. General Location and Description .................................................................................................................. 1 A. Location ................................................................................................................................................ 1 B. Description of Property ......................................................................................................................... 2 II. Drainage Basins and Sub-Basins ..................................................................................................................... 2 A. Major Basin Description ........................................................................................................................ 2 B. Pre-Project Drainage Patterns ............................................................................................................... 3 III. Drainage Design Criteria................................................................................................................................. 3 A. Regulations ........................................................................................................................................... 3 B. Development Criteria Reference and Constraints ................................................................................... 3 C. Hydrological Criteria .............................................................................................................................. 4 D. Hydraulic Criteria and Governing Standards ........................................................................................... 4 IV. Drainage Facility Design ................................................................................................................................. 4 A. General Developed Project Overview .................................................................................................... 4 V. Sediment/Erosion Control .............................................................................................................................. 9 A. Proposed Construction Activities and Phasing ........................................................................................ 9 B. Important Site Areas and Volumes ...................................................................................................... 10 C. Potential Pollutant Sources.................................................................................................................. 10 D. Water Quality Treatment and LID Practices ......................................................................................... 12 E. Erosion and Sediment Controls ............................................................................................................ 13 F. Erosion Control Sequencing ................................................................................................................. 15 G. Materials Handling and Spill Prevention............................................................................................... 18 H. Other Controls .................................................................................................................................... 19 I. Final Stabilization and Long-term Stormwater Quality.......................................................................... 19 J. Inspection and Maintenance Procedures ............................................................................................. 19 VI. Conclusions ................................................................................................................................................. 20 A. Compliance with Standards ................................................................................................................. 20 B. Drainage Plan ...................................................................................................................................... 20 VII. References............................................................................................................................................... 21 VIII. Certification ............................................................................................................................................. 21 Figure 1. Vicinity and Phase Map ............................................................................................................................ 1 Figure 2. Major Drainage Plan – Town of Timnath ................................................................................................... 3 APPENDICES APPENDIX A - Drainage Plan APPENDIX B - Water Quality Calculations - 100-Year SWMM Model Report Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 1 I. General Location and Description A. Location The Bloom Development (referred herein as “the site”) is located north of State Highway 14 (Mulberry Street) and just west of Interstate 25. The site is located within the southwest half of Section 9, Township 7 North, Range 68 West of the 6th Principal Meridian in the City of Fort Collins, County of Larimer, State of Colorado. The site is located on the parcel of land # 8709300004 with coordinates of 40.587086, - 105.016334. A vicinity map is shown with Figure 1. Figure 1. Vicinity and Phase Map Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 2 B. Description of Property Currently, the property is undeveloped. There are no structures or significant infrastructure located on the site. The current use of the property is agriculture and farming and thus the existing land can be characterized as a tilled field. Below is a detailed summary of the existing conditions: Ground Cover - The site is currently being used as crop land and therefore ground conditions can be characterized as tillage/field with varying seasonal crops. Grades – In general, the entire site drains to the south. These grades are generally less than 1%, with a few localized areas that slope at approximately 2%. Soil Type - According to the Natural Resources Conservation (NRCS) web soil survey and report, the site consists of Garret loam and Ascalon sandy loam soils of hydrologic soils groups Type B and C. Utilities – The site does not have an existing utilities on it its property. Domestic water, sanitary sewer, and storm water utilities have been designed and are planned to be built under roads that will abut the property. Natural gas, telephone, fiber, and electric are planned to be installed in and around the site at a future time. Storm Drainage / Irrigation Facilities – The site does not contain any storm drainage infrastructure except for surface drainage. No irrigation facilities are present on the site. II. Drainage Basins and Sub-Basins A. Major Basin Description This site is located within the Cooper Slough drainage basin as most recently described in the Mulberry Master Drainage Plan (MDP) by Galloway Engineering Firm and dated April 6th, 2021, with the last revision of the report being dated as October 13th, 2021. Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 3 Figure 2. Lower Cooper Slough Drainage Basin – As Shown on the City of Fort Collins Website B. Pre-Project Drainage Patterns The project site is located within the Cooper Slough Drainage Basin as shown Figure 2 above. The proposed site area consists of approximately 15.8 acres. 4 proposed roads that will be constructed as part of the Bloom 1st Filing Project and shown in the construction plans by Galloway engineering surround the rectangular property - Aria way on the west, Greenfields Drive on the east, International Boulevard to the north, and Donella Drive to the south. The entire site drains to the south but the site is generally flat. The site has localized areas that have grades of approximately 2%, but most grades are less than 1%. The nearest receiving waters to the site are the Cooper slough drainage and wetlands (approximately 1,200 feet from the site) that flow into the Boxelder Creek, which further transports water to the Poudre River. Below is summary of the existing runoff generated by the site as it exists pre-development. Existing Site Area (ac.) % Imperv. Q2 cfs Q100 cfs Bloom Property 15.83 2 0.91 9.30 III. Drainage Design Criteria A. Regulations The design criteria for this development are the City of Fort Collins Stormwater Drainage Criteria Manual and the Mile High Flood District Criteria Manuals Volumes 2, and 3 (referred to herein as MHFDCM). B. Development Criteria Reference and Constraints The criteria used as the basis to analyze and design stormwater features of this project were done so according to the references cited in this report. Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 4 C. Hydrological Criteria In accordance with the City of Fort Collins policy, a minor and major storm are identified as the 2-year and 100-year storms, respectively. These storms have been used as a basis for planning and design. The proposed developed drainage networks, including the stormwater detention system, are designed using SWMM software. Post development runoff for the site will be in accordance with the Mulberry and Greenfields Master Drainage Plan developed by Galloway Engineering. D. Hydraulic Criteria and Governing Standards The developed site will convey runoff to a proposed detention pond on the southeast corner of the site via a combination of channelized flow, sheet flow, and storm sewer, then release to the downstream system per the approved Mulberry and Greenfields Master Drainage Report by Galloway Engineering. EPA-SWMM modeling was used to determine the required detention pond volume for the Bloom site. Hydraulic calculations for all pipes and swales were also completed using EPA-SWMM and are included in this report. IV. Drainage Facility Design A. General Developed Project Overview The developed Bloom project site area includes the construction of multi-family homes, parking areas, landscaped areas and access roads. The Bloom multi-family subdivision project is part of the Cooper Slough basin whose ultimate outfall is the Boxelder Creek, located south of Colorado Highway 14 (Mulberry Street). Runoff from the Bloom-multifamily site will be captured using a combination of curb & gutter and storm sewer pipe and conveyed to a proposed onsite detention facility. The proposed detention pond will also include flows from adjacent property to the east, west and north as shown on the Mulberry and Greenfields Master Drainage Plan by Galloway Engineering. Information on the proposed Bloom site detention pond outlet structure and storm pipe will be provided by Galloway engineering at a later date after their analysis incorporates the drainage modeling provided in this report. Overall Drainage Plan The overall drainage plan is to convey runoff to the detention facility on the southeast corner of the site prior to discharging via a proposed outlet structure and storm pipe. Following is an analysis of the site drainage concepts and routing as well as a summary of all of the proposed on site drainage basins. All flow summaries at design points, including conveyance facilities, have been designed in detail as part of the EPA SWMM model. Basin 01: The 01 basin has an area of 2.59 acres and generally flows to the southeast. Runoff is conveyed via street flow and channelized curb/gutter/pan flow to a Type C inlet located at the southeastern corner of the basin. From here it is carried through Storm Lines C, B, A-1 and A respectively, after which it drains into the proposed-on site detention pond. Street capacities, inlet sizing, and storm sewer sizing were all completed using EPA-SWMM. Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 5 Basin 02: The 02 basin has an area of 1.05 acres and generally flows to the southeast. Runoff is conveyed via street flow and channelized curb/gutter/pan flow to a Type C inlet located at the southern side of the basin. From here it is carried through Storm Lines C, B, A-1 and A respectively, after which it drains into the proposed-on site detention pond. Street capacities, inlet sizing, and storm sewer sizing were all completed using EPA-SWMM. Basin 03: The 03 basin has an area of 0.89 acres, is located at the northeastern portion of the site and generally flows to the southwest. Runoff is conveyed via street flow and channelized curb/gutter/pan flow to a Type C inlet located at the southern portion of the basin. From here it is carried through Storm Lines C-1, C, B, A-1 and A respectively, after which it drains into the proposed-on site detention pond. Street capacities, inlet sizing, and storm sewer sizing were all completed using EPA -SWMM. Basin 04: The 04 basin has an area of 1.28 acres, is located at the northern portion of the site and generally flows to the south. Runoff is conveyed via street flow and channelized curb/gutter/pan flow to a Type R inlet located at the south side of the basin. From here it is carried through Storm Lines A-1, and A respectively, after which it drains into the proposed-on site detention pond. Street capacities, inlet sizing, and storm sewer sizing were all completed using EPA-SWMM. Basin 05: The 05 basin has an area of 1.67 acres, is in the central portion of the site and generally flows to the south. Runoff is conveyed via street flow and channelized curb/gutter/pan flow to a Type R inlet located at the southern portion of the basin. From here it is carried through Storm Lines B, A-1, and A respectively, after which it drains into the proposed-on site detention pond. Street capacities, inlet sizing, and storm sewer sizing were all completed using EPA-SWMM. Basin 06: The 06 basin has an area of 0.35 acres, is in the central portion of the site and generally flows to the south. Runoff is conveyed via street flow and channelized curb/gutter/pan flow to a sidewalk chase/curb cut where water then travels further south via a grass swale and into the proposed-on site detention pond. Street capacities, inlet sizing, and storm sewer sizing were all completed using EPA -SWMM. Basin 07: The 07 basin has an area of 1.90 acres, is located at the southwestern portion of the site and flows to the center of itself where a proposed low point and Type R inlet is located. Runoff is conveyed via street flow and channelized curb/gutter/pan flow to the Type R inlet. From here it is carried north and east through Storm Lines A-2, A-1 and A respectively, after which it drains into the proposed-on site detention pond. Street capacities, inlet sizing, and storm sewer sizing were all completed using EPA -SWMM. Basin 08: The 08 basin has an area of 2.59 acres and is located at the southwestern portion of the site. This basin is where the proposed detention pond for the site lies, and water eventually leaves the detention pond via an outlet control structure located at the southwest corner of the basin . Overall pond volume Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 6 requirements were calculated with EPA-SWMM in conjunction with the Mile High Flood District Drainage Criteria. OS Basins OS 1: Basin OS-1 is 0.82 acres, located at the Northwestern portion of the site and drains offsite to the west via sheet flow and curb and gutter flow. All of the OS-1 flows will be captured in the proposed Bloom Filing 1 storm sewer infrastructure and directed via storm pipe and inlets back to the proposed-on site detention pond. OS 2: Basin OS-2 is 0.24 acres, located at the Northwestern portion of the site and drains offsite to the west via sheet flow and curb and gutter flow. All of the OS-2 flows will be captured in the proposed Bloom Filing 1 storm sewer infrastructure and directed via storm pipe and inlets to the existing-off site detention pond located on the north side of International Boulevard. OS 3: Basin OS-3 is 1.05 acres, located at the Northern portion of the site and drains offsite to the north and east via sheet flow and curb and gutter flow. All of the OS-2 flows will be captured in the proposed Bloom Filing 1 storm sewer infrastructure and directed via storm pipe and inlets back to the proposed-on site detention pond. OS 4: Basin OS-4 is 0.73 acres, located at the western portion of the site and drains offsite to the west via sheet flow and curb and gutter flow. OS-4 flows will be captured in the proposed Bloom Filing 1 storm sewer infrastructure and directed via storm pipe and inlets to the proposed-on site detention pond. OS 5: Basin OS-5 is 0.79 acres, located at the southwestern portion of the site and drains to the west via sheet flow and curb and gutter flow. OS-5 flows will be captured in the proposed Bloom Filing 1 storm sewer infrastructure and directed via storm pipe and inlets to the proposed-on site detention pond. OS 6: Basin OS-6 is 3.01 acres. It is made up of areas that will be flowing to the proposed detention pond that are not on the Bloom-multifamily property and is included in the pond WQ calculations provided in appendix B. Basin OS-6 is the area that surrounds the site located within City of Fort Collins Right-of-Way and includes mostly asphalt and concrete surfaces. This area includes right-of-way to the West, South, and East sides of the property and extends from the site property line to the centerline of each surrounding road. Drainage Basin Summaries The following is a basin summary table: Table 2. Developed Conditions Runoff Summary Basin Area (ac.) % Imperv. C2 Q2 cfs C100 Q100 cfs 01 2.59 76 0.68 4.13 0.82 19.95 02 1.05 80 0.72 2.14 0.86 9.40 03 0.89 94 0.84 2.35 0.94 8.84 04 1.28 83 0.74 2.73 0.87 11.44 05 1.67 77 0.69 3.20 0.84 14.36 06 0.35 36 0.32 0.36 0.59 2.48 Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 7 Table 2. Developed Conditions Runoff Summary Basin Area (ac.) % Imperv. C2 Q2 cfs C100 Q100 cfs 07 1.90 90 0.807 3.90 0.92 17.32 08 2.59 16 0.14 1.18 0.41 7.84 OS-1 0.82 40 0.36 0.91 0.60 4.82 OS-2 0.24 10 0.09 0.07 0.44 1.79 OS-3 1.05 40 0.33 1.09 0.59 7.36 OS-4 0.73 42 0.38 0.87 0.62 4.88 OS-5 0.79 36 0.35 0.86 0.66 6.34 OS-6 3.01 66 0.95 7.42 1.00 22.42 Storm Sewers The proposed drainage system for the Bloom Multifamily development was modeled in EPA-SWMM to determine pipe sizing and flow routing. The SWMM models for the 100-year and 2-year storms are included in Appendix B for reference. • Storm Line A – This system drains most of the site to the proposed detention pond. It is the largest storm line and is responsible for carrying the convergence of all flows collected from all other proposed storm lines on the site (Storm lines C, C-1, B, A-1, and A-2). • Storm Line A-1 - This system drains portions of the central site via a type R inlet. Water is conveyed into storm Line A and then deposits into the proposed-on site detention pond. • Storm Line A-2 - This system drains the southern portion of the site via a type R inlet. Water is then conveyed to Storm Line A where it travels to the proposed-on site detention pond. • Storm Line B – This system collects drainage from the central and southern portions of the site via a type R inlet and receives flows from Storm Lines C, and C-1. Water is then conveyed to Storm line A-1 followed by storm line A where it is deposited into the proposed-on site detention pond. • Storm Line C – This system collects drainage from the central and northern portions of the site using 2 Type C inlets and conveys it south before the runoff continues through Storm Lines B, A-1, and A respectively and into the proposed detention pond. • Storm Line C-1 – This system collects drainage from the north and central portion of the site and conveys it to storm line C where it is further conveyed to storm lines B, A -1, and A respectively into the proposed detention pond. The table below summarizes the pipe flows for the major storm sewer systems for the project: Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 8 Table 3. Storm Sewer System Summary Link Element Q2 cfs Q100 cfs Pipe Size Description STM_C2 1.24 3.70 18” Storm Line C STM_C1 4.42 12.42 24” Storm Line C STM_C-1 1.40 3.72 18” Storm Line C-1 STM_B1 9.33 23.06 24” Storm Line B STM_A-1-1 11.25 28.88 30” Storm Line A-1 STM_A-1-2 2.26 8.49 18” Storm Line A-1 STM_A-2-1 3.87 17.32 18” Storm Line A-2 STM_A-2-2 3.90 17.32 18” Storm Line A-2 STM_A1 14.64 44.97 36” Storm Line A STM_A2 14.70 44.97 36” Storm Line A Inlets The proposed drainage system was modeled in EPA-SWMM. Inlet sizing and intercepted flows were modeled using the SWMM analysis, with corresponding flowline depths in the street also modeled in SWMM. The table below summarizes intercepted flow and flow depths in the curb & gutter at the proposed inlets for the minor and major storms: Table 4. Inlet Summary Inlet Name Link Element Q2 cfs Flowline Depth2 feet Q100 cfs Flowline Depth100 feet INLET-C2 ORIFICE-C2 1.26 0.19 3.70 0.39 INLET-C1 ORIFICE-C1 1.97 0.26 5.01 0.56 INLET-C-1-1 ORIFICE-C-1-1 1.40 0.21 3.72 0.40 INLET-B1 ORIFICE-B1 5.10 0.19 15.57 0.75 INLET-A-1-1 ORIFICE-A-1-1 2.43 0.11 9.39 0.28 INLET-A-2-1 ORIFICE-A-2-1 3.90 0.16 17.32 0.51 Street Capacity The proposed drainage system for the development was modeled in SWMM. Street flows and curb & gutter flow depths were also modeled using the SWMM analysis. Detention Pond Summary Onsite detention was modeled using EPA-SWMM for pond volume and release rate calculations. Water Quality volume was determined using Mile High Flood District methodologies. These calculations are included in appendix B. The Bloom site detention pond also includes off-site flows and therefore, final calculations will be provided at the Master level by Galloway engineering later. Required on site storage Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 9 for the Bloom site alone is 0.60 acre-feet for the 2-year storm and 2.87 acre-feet for the 100-year storm respectively. V. Sediment/Erosion Control In addition to the information provided below, A separate Storm Water Management Plan (SWMP) will be prepared for the site in accordance with the Stormwater Discharge Permit for Colorado Department of Public Health and Environment. The SWMP will include more detailed information on the sediment and erosion control items for this project. The construction plans for the Bloom multi-family development will be updated to include the SWMP administrator and contact information before construction begins. Construction phasing, sequencing and use as well as location of project control measures, can be found in the erosion control plan sheets provided in Appendix A. A. Proposed Construction Activities and Phasing Construction of the proposed Bloom site will take place over 2 phases (see Erosion Control/Phasing Map in Appendix A). For both phases, initial construction activities will begin with clearing and grubbing as well as topsoil removal and stockpiling. After the site has been cleared of existing vegetation and topsoil, grading of phase 1 will begin, which will include the installation of temporary erosion control measures. Once phase 1 has been graded, proposed utilities will be installed. Proposed utilities will include the installation of underground storm sewer systems (including pipe, manholes, inlets and water quality control features and systems), sanitary sewer mains and services and water/fire line mains and services. Following the completion of utility installation subgrade preparation will occur and installation of hardscape areas will occur. Concrete curb and gutter as well as sidewalks will be installed followed by paving of the parking areas and access roads. This process will take place in the same order for phase 2. After infrastructure improvements are complete, all remaining disturbed areas of the site will be re- seeded to minimize any erosion potential as well as to help eliminate the transport of sediment or pollutants located on the property. Listed below, are the major aspects of construction in the anticipated order for each phase of the project: 1.) Initial Erosion Control Measures Installed. 2.) Clearing and grubbing of the site. 3.) Topsoil removal and stockpile. 4.) Grading – includes grading of the proposed detention pond located on the southeast portion of the site. 5.) Install additional erosion control measures for detention pond, maintenance of existing control measures. 6.) Installation of utilities – open trenching and installation of proposed utility pipelines and structures/junctions for storm sewer, sanitary sewer and water infrastructure located on the site. 7.) Install additional erosion control measures for storm sewer facilities, maintenance of existing control measures. 8.) Subgrade preparation / final grading of the site in preparation for building pads, and hard surfaces. 9.) Installation of concrete curb and gutter, drainage pans, sidewalks, miscellaneous concrete pads and walkways, asphalt paving, and building pads. Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 10 10.) Install additional erosion control measures based on these hard surface improvements and changes in drainage paths, maintenance of existing control measures. 11.) Installation of project lighting as well as required hard surface striping. 12.) Revegetation efforts and stabilization of remaining disturbed areas on the site begins. Work will include seeding, mulching, installation of sod, and installation of other natural landscape features provided in the landscaping plan. 13.) Permanent erosion control measures installed; temporary control measures removed. 14.) Final site cleanup and punch list items addressed. B. Important Site Areas and Volumes The total area of the project is 15.83 acres which will be divided into two construction phases. Notable area for each phase and the project total can be seen in the table below. Area Staging/Stockpiling Area (Ac.) Existing Imperviousness (%) Topsoil Volume (CY) Area of Disturbance (Ac.) Net adjusted, required import of materials with 15% compaction factor (CY) Phase 1 11.78 0.50 2 6,350 11.78 105,000 Phase 2 4.05 Will be provided at final submittal 2 2,200 4.05 50,000 Total 15.83 Will be provided at final submittal 2 7,550 15.83 155,000 C. Potential Pollutant Sources Listed below are potential pollutant sources that are expected on the site as well as means and methods to contain and eliminate chances of these sources to be transported off site and to downstream receiving waters. 1.) Disturbed and Stockpiled Topsoil: Stockpiled soils generated from grading and utility excavation as well as topsoil stockpiles will be stored in designated areas for each phase of the project. These stockpile piles shall not exceed 10 feet in height and shall be located at minimum 50’ away from any proposed or existing storm inlets or from the proposed-on site detention pond. If these stockpiled soil piles are anticipated to remain for greater than 30 days, they shall be temporarily seeded. Silt fence or straw waddles shall be installed around the perimeter of the stockpiles in order to prevent rainfall events from transporting sediment away from the stockpiles. Disturbed areas of the site shall be surface roughened to prevent heavy erosion. Locations for proposed staging / stockpiling areas can be found in Appendix C as part of the interim erosion control plan. 2.) Vehicle tracking of sediments: Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 11 It is anticipated that the contractor will access the property from Lions Gate Drive. A Vehicle tracking control pad will be required at this access location onsite during construction to reduce tracking sediment onto the adjacent streets. At the end of each workday, the Contractor shall sweep or scrape Lions Gate Drive of sediment that may have accumulated during the workday. 3.) Management of contaminated soils: There are not any known contaminated soils on the site. However, if the contractor encounters contaminated soils during the construction process, they should stop construction immediately and notify the appropriate government authorities in accordance with good construction safety and practice. 4.) Loading and Unloading operations: Loading and unloading will take place on the site. Truck access should be limited to the extent possible to locations within the disturbed limits of the project. BMP’s such as silt fence in non- paved areas and rock socks in paved areas should be placed to keep sediment from exiting the disturbed area limits, primarily towards the East as this is the low side of the site. 5.) Outdoor storage activities (building materials, fertilizers, chemicals, etc.): Storage of onsite materials including building materials, fertilizers, waterline, and sanitary sewer will be covered and placed on pallets to prevent direct contact with the ground and potential surface runoff. 6.) Vehicle and equipment maintenance: Vehicle and equipment maintenance should be performed offsite or onsite within an area surrounded by silt fence or straw wattles. Vehicle and equipment maintenance shall not happen along the adjacent public streets. At a minimum, all vehicle and equipment maintenance shall be performed on the hard surface or gravel areas at least 50’ from any stormwater feature (i.e. inlet, storm sewer, concentrated runoff, swale, etc.) 7.) Significant dust or particulate generating processes: The Contractor shall comply with applicable air pollution control requirements of the Town of Winter Park. The Contractor shall take appropriate actions to minimize atmospheric pollution and take reasonable precautions which shall include, but not be limited to: 1. The use of water for control of dusts for construction processes such as demolition, grading, or the clearing of land. 2. Covering, always when in motion, open-bodied trucks transporting materials likely to give rise to airborne dusts. 3. Require lower speeds for vehicles entering, exiting, and driving within the project limits to minimize the amount of dust disturbed by moving vehicles. 8.) Routine maintenance activities involving fertilizers, pesticides, detergents, fuels, solvents, oils, etc.; Chemicals, fuels, lubricants, and paints stored on-site will be in watertight containers and covered as necessary and stored in a bermed area, a storage building, or within a vehicle to act as secondary containment. Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 12 9.) On-site waste management practices (waste piles, liquid wastes, dumpsters, etc.); 1. Waste piles should be covered or surrounded by silt fence or straw wattles. Liquid wastes should be collected and stored in covered containers and disposed of properly. 2. Solid waste materials, including disposable materials incidental to the major construction activities, will be collected in on site dumpsters. The containers will be emptied periodically and trucked away from the site. Dumpsters should have covers. 10.) Concrete truck / equipment washing, including the concrete truck chute and associated fixtures and equipment: A dedicated concrete washout area is necessary for this project. The contractor shall clean out equipment within the washout area so that runoff is not allowed to leave site and enter the public streets or neighboring properties. 11.) Dedicated asphalt and concrete batch plants: There will not be dedicated asphalt or concrete batch plants on this site. 12.) Non-industrial waste sources such as worker trash and portable toilets: Worker’s trash shall be disposed of in an onsite dumpster. The site should be free of trash at the end of each working day. Portable toilets shall be utilized by construction personnel and serviced regularly by a commercial operator. They shall be located a minimum of 5 feet from the curb or 50 feet from inlets. If sanitary facilities are located on a paved surface, toilets shall be equipped with a containment pan or a secondary containment BMP. Regardless of location all portable toilets shall be anchored per manufacturer recommendations. 13.) Saw cutting and Grinding: Cutting of pavement or concrete and milling of asphalt is expected to occur during the project for tie in locations of proposed access roads and utilities. These are are not on the project property and will be part of city ROW. Nevertheless, water suppression shall be used to reduce transport of dust during operations. Loose material shall be removed and disposed of off-site at a proper facility. 14.) Non-Storm Water Discharge: Other non-storm water components of discharge include, but are not limited to, water line flushing, irrigation to establish seeding. It is important for the contractor to manage the runoff from these items utilizing the BMP’s mentioned in this report (i.e. silt fence, straw waddles, concrete washout areas, surface roughening, etc.). D. Water Quality Treatment and LID Practices The site will incorporate a water quality volume into the proposed detention pond for the settlement and deposition of particles and contaminants. Sizing and calculations for this water quality volume and outlet release structure can be found in Appendix B. For additional Low-Impact development water quality control, an underground stormwater chamber system is proposed that will capture 80.1% of the sites impervious area and allow the water to be filtered before it enters the proposed-on site detention pond. Sizing and calculations for this water quality chamber system can also be found in Appendix B. It should be noted that the water quality volume provided in the proposed detention pond is for areas Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 13 that are not captured first by the proposed-on site water quality chamber system. Basins that do not drain to the water quality chamber system are the designated ‘OS’ basins as seen in the drainage map in appendix A. E. Erosion and Sediment Controls Once construction activity begins, Best Management Practices (BMP’s) intended to contain sediment onsite must be constructed, inspected, and repaired as necessary. Such controls must be functional before upslope land disturbance takes place. The BMP’s will be installed as shown on the SWMP Map shown in Appendix A. They must be supplemented as on-site experience proves necessary in order to control sediment, pollutant discharge, and ensure public safety. The following temporary and permanent BMP’s will be installed and maintained to control on-site erosion and prevent sediment from traveling off-site during construction. Temporary Control Measures (BMPs) • Inlet Protection is a temporary BMP that helps prevent soil and debris from the site from entering the storm drain inlets and usually consists of a sediment filter around or upstream of the storm drain inlet. Inlet protection allows storm water to flow into the drain but only after excess sediment has been filtered out. Inlet protection will be used on existing and proposed storm inlets and will be installed at such time as construction of the storm sewer system occurs. Inlet protection for this site will consist of: • Regular Meetings are a temporary and non-structural BMP. Regular meetings with on-site workers including builders, suppliers, landscape personnel, etc. should be conducted so that they are kept up to date with site standard operating procedures. • Silt Fence is a woven synthetic permeable fabric that filters runoff. Silt fence is a temporary barrier that is installed prior to earthmoving activities and is placed downstream of areas where runoff from construction activities is expected to occur, especially along the site perimeter to allow sediment to settle from runoff before water leaves the construction site. Silt fences will be installed per manufacturer’s recommendations. Silt fence encourages sheet flow and is not intended to be used in areas of concentrated flow. If concentrated flow is encountered during the placement of the fence, an alternative BMP shall be used and the SWMP should be updated to reflect this change. • Staging Areas will be provided during the construction process at least 100’ from any storm water conveyance. Staging areas include locations for vehicle fueling, concrete truck washout, material storage and transfer, equipment maintenance and cleaning, and other construction activities. These areas will be maintained as isolated locations that allow for contaminants to be concentrated and removed from the site as necessary. Concrete washout areas shall be designed such that washout water cannot leave the location, nor shall storm water runoff wash concrete from the locations. • Straw Wattles are a temporary BMP that are used for a variety of purposes. They are used for inlet protection, curbside check dams, swale protection, at the bottom of slopes, or the limits of property boundaries. They are easy to install and are increasingly being used for Small Site SWMP’s. The straw wattles, which are meshed netting “tubes,” filled with straw, excelsior, or coconut fiber. Wattles for swale protection should be installed following rough grading of channel areas. Wattles require proper installation and maintenance to ensure their performance. Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 14 • Rock Socks are a temporary BMP that are used for a variety of purposes. They are used for inlet protection, curbside check dams, or at the limits of property boundaries. Rock socks are wire meshed “tubes” filled with rocks. Rock Socks require proper installation and maintenance to ensure their performance. • Check Dams are a temporary BMP that are used as grade control structures in drainage channels to limit the erosive nature of stormwater by reducing flow velocity. Check dams are typically constructed from rock or gravel. Check dams require proper installation and maintenance to ensure their performance. • Street Sweeping and Vacuuming removes sediment that has been tracked onto roadways to reduce sediment transport into storm drain systems or a surface waterway. This practice should be used on the adjacent paved road to the construction site. Paved roads should be inspected on a daily basis and more frequently as needed. • Saw Cutting Pollution Prevention prevents dust and slurry from asphalt and concrete saw cutting activities from migrating into the existing storm drain system. Sl urry and cuttings shall be vacuumed during cutting and surface operations and shall not be allowed to remain on pavement surface overnight. Collected slurry and cuttings shall be disposed of in a manner that does not violate groundwater or surface water standards. • Surface Roughening is provided following grading activities to slow the effects of wind erosion. Roughening can be used as a temporary BMP and is a technique used for creating unevenness on bare soil through the construction of furrows (groove cuts) running across a slope or by utilization of construction equipment to track the soil surface. The primary function of surface roughening is to reduce erosion potential by decreasing runoff velocities, reducing the length of sheet flow trapping sediment, and increasing infiltration of water into the soil. • Temporary Seeding is the establishment of a temporary vegetative cover on a graded area that will be exposed for longer 30 days. Temporary seeding can be used on areas requiring temporary protection that will eventually need permanent vegetation at the completion of the construction or it can be used for areas that will be re-disturbed after a period of inactivity. The seed mix 100% smooth brome at a minimum application rate of 30 pls/lbs/acre. Fertilizer and Mulch shall be included as specified on the plans. • Temporary Erosion Control Fabric is comprised of a temporary degradable erosion control blanket designed to provide immediate erosion protection and vegetation establishment assistance on moderate slopes and low to medium-flow channels where bare-ground seeding and loose mulches often fail. Temporary erosion control blankets are being recommended moderate slopes that do not require permanent turf reinforcement matting. • Vehicle Tracking Control is a stabilized stone pad located at points of ingress and egress on a construction site and acts as a temporary BMP. The stone pad is designed to reduce the amount of mud transported onto public roads by construction traffic by removing mud and sediment from the vehicle’s wheels when it drives over the gravel pad. These areas are limited to the minimum number necessary to provide functional construction access and are installed prior to grading activities. Whenever the construction entrance exists onto a public road, the road shall be cleaned at the end of each day. Vehicle Tracking Control will also be used on this site at any stockpile area exits. • Wattle Sediment Protection is a temporary BMP that are typically used as check structures in areas of concentrated water flow such as swales, grassed waterways, and down drains. They can be installed in combination with any type of rolled erosion control blanket or channel liner and function by slowing water velocity, settling out sediment, and preventing undermining of Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 15 the channel lining material. Wattles for swale protection should be installed following rough grading of channel areas. Sizing and spacing shall be per manufacturer’s recommendation. • Wind Borne Sediment and Dust Control measures will be provided during the construction process to control wind borne sediment. During grading activities, water will be applied to the disturbed soils for the purpose of maintaining cohesion with clay type soils and also to meet moisture requirements for compaction of disturbed soils. Other measures of mitigation for wind erosion may include the timely installation of seed and mulch following the establishment of final grade, and the timely installation of pavement following completion of utility trenching operations and curb construction. Open areas should be kept in a roughened condition (see Surface Roughening above). Permanent Control Measures (BMPs) • Grass-Lined Swales (included as part of permanent seeding or other permanently stabilized swales) are permanent landscaped channels constructed generally below grade to convey runoff or channel water to a desired location. The grass-lined areas allow for infiltration to occur as well as including a flow path across a vegetated surface slowing the conveyance rate of storm water runoff. • Permanent Seeding and Planting is the establishment of a permanent perennial vegetation such as trees, shrubs, vines, grasses/sod, or legumes on exposed areas for final permanent stabilization in order to provide stabilization of the soil by holding soil particles in place. The site specific re-vegetative seed mix is listed in the table below. Sow seeds at 2-3 lbs, per 1,000 square feet. The application method is hand broadcast spreading and rake in mechanically or by hand. Slopes over 3:1 should be hayed and tackified or netted with biodegrabale erosion blankets. Soil Amendments shall be incorporated in all landscape areas to a depth of 6” at a rate of 3 cubic yards per 1000 square feet of area unless 4” of loose topsoil have been imported onto the site over 4” of loosened subgrade soils. Permanent Landscaping reduces storm water runoff velocity, maintains sheet flow, protects the soil surface from erosion, promotes infiltration of runoff, and improves wildlife habitat. • Preservation of Existing Vegetation should occur where no construction activity is expected to occur. Preservation of natural vegetation is generally a permanent BMP and is applicable to construction sites with pre-existing vegetation. Only land needed for building activities and vehicle traffic needs is to be cleared. • Storm Sewer Outlet Protection devices are structurally lined aprons or other energy dissipating devices placed at the outlets of pipes or paved channel sections. Outlet protection devices prevent scour at storm water outlets and minimize the potential of downstream erosion by reducing the velocity of storm water flows. Turf reinforcement matting will be used downstream of storm sewer outfalls as pipe outlet protection. Outlet Protection is installed with the storm sewer construction and serves as a permanent structural BMP. F. Erosion Control Sequencing This project will have three distinct erosion control phases. The initial phase will be installing erosion control items prior to any construction on the site. After the initial erosion control items Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 16 have been installed, the next phase will consist of site demolition, grading activities and construction of the infrastructure (utilities, storm sewer, and development of landscaped areas). The final stage will include the construction of the site hard surfaces including roads, parking areas, curb and gutter, concrete sidewalk and island areas and finally ending in stabilization of all remaining disturbed areas of the site. Each of the phases is described below, including necessary erosion control items. A SWMP drawing is located in the Appendix that includes the minimum required BMP’s found on the Sediment and Erosion Control Plans. It should be filled in with the appropriate BMP’s as they are constructed/placed within the project site. Sequence 1 – Initial, Prior to Construction • Silt Fence – Before construction commencement, silt fence will be placed downstream of areas where runoff from construction activities is expected to occur. • Staging Area – A concrete wash out area, fueling area, and other staging areas will be provided during the construction process at least 100’ from any storm water conveyance. A staging area is to be shown on the SWMP drawing when its location is identified. • Vehicle Tracking Control – Before commencement of construction, vehicle tracking control shall be placed at the location shown west of Overland Trail along West Elizabeth Street. Any other points of ingress and egress planned by the contractor and approved by the owner shall also receive suitable vehicle tracking control BMP's. • Construction Fence – Before commencement of construction, construction fence shall be placed at the contractor’s discretion (or as shown in the plans) to limit access by construction equipment and personal vehicles to designated areas of ingress and egress. • Stage/stockpiles – Designate stockpile/staging location per erosion control initial sequence map included in appendix A. Strip topsoil and store at this location and be sure to surround the stockpile (s) with silt fence or straw wattles. Sequence 2 – Site Demolition, Site Grading, and Infrastructure Construction The items installed in sequence 1 shall be in place, functional, and maintained during and following the site demolition and site grading operations. In addition to those items, the following BMP’s shall be installed. • Wind Borne Sediment and Dust Control – Wind borne sediment and dust control measures should be implemented during grading activities. This will be particularly important to consider prior to the establishment of seeding. • Inlet Protection – Wattles will be placed at curb inlets and area inlets located throughout the site immediately after the inlet is constructed / installed. Existing Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 17 inlets shall be protected prior to heavy equipment staging, demolition, or commencement of construction activities. • Swale Protection – Straw wattles and check dams will be placed within the swales immediately following rough grading. Wattles and check dams shall be placed across the swale for every 2’ of drop in swale elevation or every 300'. • Slope Protection – Surface roughening and contour furrows shall occur after rough grading. • Temporary Seeding – The majority of the landscaped areas will be permanently seeded or planted. However, if disturbed areas are left without permanent stabilization 30 days after grading, temporary seeding will be required. • Outlet Protection– Riprap and/or permanent turf reinforcement matting will be placed immediately downstream of storm sewer outfalls. • Concrete Washout Area – Concrete washout areas will be placed prior to, and maintained during, the completion of concrete work. • Inlet Protection – Wattles will be placed at curb inlets and area inlets located throughout the site immediately after the inlet is constructed / installed. Existing inlets shall be protected prior to heavy equipment staging, demolition, or commencement of construction activities. • Rock Socks – Rock socks will be placed to replace other inlet protection devices as required after paving operations have been completed. Sequence 3 - Building and roadway construction This sequence will likely begin before the seeding has been established throughout the site, so it is expected that majority of the BMP’s shown in Phase 1 and Phase 2 will be in place at the beginning of this phase. As roads are paved and seeding is established there will be previously placed BMP's such as vehicle tracking control devices and some sections of silt fence that may be removed. There are other items such as inlet protection, silt fence, and swale protection that may only be removed after all construction is complete and upstream areas are established. • Permanent Seeding – Permanent seeding or landscaping shall be placed immediately in areas that are final graded and where little future disturbance is expected. • Rock Socks – Rock socks will be placed to replace other inlet protection devices as required after paving operations have been completed. Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 18 G. Materials Handling and Spill Prevention The site development includes appropriate construction staging and stockpile areas identified on the SWMP Plans shown in Appendix A. Stormwater runoff generated from the staging areas will be routed to a temporary sedimentation area where runoff will be contained and filtered before being discharged downstream. The staging/stockpile area(s) may be moved to a location no closer than 100’ from a storm water conveyance. Vehicle tracking control should be placed at the stockpile area entrance/exit and silt fence should surround it. If relocated, the SWMP should be updated with the actual location of the stockpile/staging area(s). Chemicals, fuels, lubricants, and paints stored on-site will be in water tight containers and covered as necessary and stored in a bermed area, a storage building, or within a vehicle to act as secondary containment. Storage of onsite materials including building materials, fertilizers, waterline, sanitary sewer, and storm sewer will be covered and placed on pallets to prevent direct contact with the ground and potential surface runoff. Concrete and asphalt batch plants are not anticipated on this site and thus are not included in this SWMP. In the event of a spill or accident, it shall be contained and disposed of so that it will not flow from the site or soak into the soil. Once construction is completed, concrete waste and contaminated soil will be disposed of properly. The SWMP Administrator should be notified of spills. Reporting Spills: Any spill or discharge of any pollutant, including but not limited to oil, paints, fuels, hazardous liquids, sediment, or super-chlorinated water that reaches storm drains or enters “Waters of the State” must be reported to th e CDPHE Emergency Spill Reporting line at 1-877-518-5608. If a spill or leak is of a hazardous substance that exceeds 1 pint or is of an unknown substance of any amount, call 911 and notify the Colorado Department Public Health and Environment (CDPHE) 24-hour emergency spill notification hotline at 1- 877-518- 5608, immediately. If the spill is more than 25 gallons of a petroleum product from a regulated storage tank or delivery truck or any amount that causes a sheen on nearby surface water, it must be reported to the Division of Oil and Public Safety at the Colorado Department of Labor and Employment within 24 hours at (303) 318-8547 or to CDPHE Emergency Spill Reporting line at 1-877-518-5608 – if after normal business hours. If cleanup cannot be accomplished within 24 hours, the Division of Oil and Public Safety must be notified immediately. For non-emergency spills, call 970-674-2490. Spills shall also be reported to the onsite supervisor. Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 19 H. Other Controls The following includes other measures to control pollutants: • Solid waste materials, including disposable materials incidental to the major construction activities, will be collected in containers. The containers will be emptied periodically and trucked away from the site. Dumpsters shall have covers. • Water used to establish and maintain grass, for dust control, and for other purposes during the construction phase must originate from a public water supply or private well approved by the Colorado Department of Public Health and Environment unless otherwise approved. • Sanitary facilities shall be provided at the site throughout construction activities. They shall be utilized by construction personnel and serviced regularly by a commercial operator. They shall be located a minimum of 5 feet from the curb or 50 feet from inlets and must be anchored. If sanitary facilities are located on a paved surface, a secondary containment BMP will need to be constructed. • Access off paved roads should be limited. I. Final Stabilization and Long-term Stormwater Quality Final stabilization is reached when all soil disturbing activities at the site have been completed and vegetative cover has been established with a density of at least 70 percent of pre- disturbance levels or when equivalent permanent erosion reduction methods have been utilized. Upon final stabilization, temporary BMP’s may be removed, unless they are required to remain in place for future phasing. Water quality enhancements are provided in areas where grass-lined swales are provided for storm water conveyance. The soft bottom/overbank areas allow for infiltration to occur as well as including a flow path across a vegetated surface slowing the conveyance rate of storm water runoff. Temporary and Permanent seeding will be implemented on the site as well as other plantings that will be implemented based off a landscape architectural plan as required by the local jurisdiction where the site exists (Town of Winter Park). J. Inspection and Maintenance Procedures Upon completion of each phase of construction, appropriate measures shall be taken to inspect and maintain existing erosion control features, as described herein or per manufacturers specifications (whichever is more stringent) and install new erosion control elements associated with each phase of construction. Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 20 The temporary BMP’s will be inspected and documented at a minimum of once every 14 days and after each precipitation or snowmelt event. The SWMP will be kept up-to-date with inspection records, maintenance procedures, and changes. Records should include complete inspection reports for each inspection, maintenance, and/or repair. A record-keeping system is recommended in managing inspection and maintenance reports and should include all maintenance records, spill response, weather conditions, training, correspondence, etc. A blank copy the CDOT Stormwater Field Inspection Report is provided in Appendix C. Preventative maintenance also involves the regular inspection and testing of equipment, timely maintenance of the equipment, and complete records of the maintenance and inspections of the equipment. The maintenance and inspection records should be kept on site and made available upon request. Inspections must include the observation of the construction site perimeter, runoff discharge points, disturbed areas, staging areas (including concrete washout areas and fueling areas), erosion and sediment control measures identified in this SWMP, and any other structural BMP’s that may require maintenance. The inspection must determine if there is evidence of or potential for pollutants to enter the drainage system and if they should be modified, replaced, or added to. The following list includes some recommended maintenance procedures: • Erosion and sediment control measures determined, upon inspection, to be in need of repair shall be maintained before the next anticipated storm event or as necessary to maintain continued effectiveness of erosion and sediment control measures. If it is impractical to maintain erosion and sediment control measures before the next storm event, maintenance should be accomplished as soon as practical. • Locations where vehicles enter or exit the site shall be inspected for evidence of sediment being tracked off-site by construction traffic. Such sediment shall be removed before it can be conveyed to the receiving storm drains or creeks. • Seeded areas will be checked to see that grass coverage is maintained. Areas will be watered, fertilized, and reseeded as needed. VI. Conclusions A. Compliance with Standards Storm drainage calculations have followed the guidelines provided by the City of Fort Collins Stormwater Criteria manual and the Mile High Flood District Manuals Volumes 2, and 3. B. Drainage Plan The drainage system is not anticipated to have issues associated with conveyance, collection or detention based on the work to date in the subdivision planning. No negative impacts are expected due to this development as related to the existing downstream drainage networks or subdivisions. The preliminary Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 21 drainage plan for the Bloom multifamily development is submitted as being both viable and sound in terms of drainage planning in both the short- and long-term for the City of Fort Collins. VII. References 1. City of Fort Collins Stormwater Criteria Manual, As adopted by the City Council of the City of Fort Collins, as referenced in Section 26-500 of the Code of the City of Fort Collins, Revised December 2018. 2. Mile High Floor District Drainage Criteria Manuals 2 and 3, Urban Drainage and Flood Control District, Denver, Colorado, November 2010 with some sections revised January 2021. 3. Storm Water Management Model, Reference Manual Volume I, Hydrology, U.S. Environmental Protection Agency, January 2016. 4. Storm Water Management Model, Reference Manual Volume II, Hydraulics, U.S. Environmental Protection Agency, May 2017. 5. Mulberry Master Drainage Report, City of Fort Collins – Galloway, revised October 13th, 2021. VIII. Certification "I hereby attest that this report for the preliminary drainage design of the Drehle subdivision was prepared by me, or under my direct supervision, in general accordance with the provisions of the City of Fort Collins Storm Drainage Design Criteria for the responsible parties thereof. I understand that the City of Fort Collins does not and shall not assume liability for drainage facilities designed by others.” <Review Draft until notice of approval> _____________________________________ Shane Boyle Registered Professional Engineer State of Colorado No. 40185 Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 1 APPENDIX A DRAINAGE AND EROSION CONTROL PLAN MAPS EROSION CONTROL ESCROW CALCULATIONS 13.5 '9'9'13.5'6'13.5'9' R8'13.5'9' 01 2.59 76% 02 1.05 80% 03 0.89 94% 04 1.28 83% 05 1.67 77% 06 0.35 36% 07 1.90 90% 08 2.59 16% OS-1 0.82 40% OS-3 1.05 40% OS-4 0.73 42% OS-5 0.79 36% OS-6 3.01 79% OS-2 0.24 10% CLUBHOUSE A A A B BC EE B B DOUBLE TYPE R INLET DOUBLE TYPE R INLET DOUBLE TYPE R INLET TYPE C INLET TYPE C INLET TYPE C INLET STORM LINE A: 36" STORM SEWER STORM LINE A: 36" STORM SEWER STORM LINE A-1: 18" STORM SEWER STORM LINE A-1: 30" STORM SEWER STORM LINE A-2: 18" STORM SEWER STORM LINE C: 18" STORM SEWERSTORM LINE C: 24" STORM SEWER STORM LINE B: 24" STORM SEWER 48" STORM SEWER MANHOLE (TYP.) STORM LINE A: 36" STORM SEWER STORM LINE C-1: 18" STORM SEWER STORM LINE A-3: 18" STORM SEWER DRAINAGE PLAN1" = 60' 1" = 60' 12 DN01 PREPARED FOR: JOB NUMBER SHEET NUMBER SHEETSOF DATE SUBMITTED:The engineer preparing these plans will not be responsiblefor, or liable for, unauthorized changes to or uses of theseplans. All changes to the plans must be in writing andmust be approved by the preparer of these plans.NO.BYDATECAUTIONREVISIONS:VERTICAL: HORIZONTAL: SCALE 4025 Automation Way Suite B2 Fort Collins, CO 80525 (970) 698-6046 CivilWorxeng.com BLOOM MULTI-FAMILY DEVELOPMENTC22026 HARTFORD HOMES01/11/202333 PRELIMINARY NOT FOR CONSTRUCTION 13.5' 9' 13.5' 9' 13.5' 9' 9'13.5' 6' 13.5' 9' R8' 13.5' 9' 16' 13.5' 00 60'120' SCALE: 1" = 60' 30'PHASE 2KEYMAP NTS LEGEND MAPPING / SITE PROPERTY BOUNDARY RIGHT-OF-WAY LOT LINES EASEMENTS CENTER LINE CURB AND GUTTER EXISTING CONTOURS PROPOSED CONTOURS PHASING LINE PROPOSED UTILITIES STORM DRAIN PIPE FLARED END SECTION STORM DRAIN INLET STORM DRAIN OUTLET RIP RAP NOTES 1.SEE GRADING SHEETS FOR ADDITIONAL SPOT ELEVATIONS FOR THE PROJECT. 2.SEE EROSION CONTROL PLANS FOR ADDITIONAL INFORMATION. EXISTING UTILITIES STORM DRAIN PIPE FLARED END SECTION STORM DRAIN INLET STORM DRAIN OUTLET RIP RAP D-101 GRADING BASIN BOUNDARY DESIGN POINT BASIN LABEL BASIN IMPERVIOUSNESS BASIN AREA FLOW DIRECTIONPHASE 1 IP SFSFSF SF SF SF SF SFVTC TRACT ALOT 2LOT 1TRACT BTRACT B TRACT B SF SF VTC PROJECT LIMITS OF DISTURBANCE PHASE 1: 12.78 ACRES PHASE 2: 3.72 ACRES TOTAL: 16.50 ACRES CWA RS EROSION CONTROL PLAN - INITIAL1" = 60' 1" = 60' 13 EC01 PREPARED FOR: JOB NUMBER SHEET NUMBER SHEETSOF DATE SUBMITTED:The engineer preparing these plans will not be responsiblefor, or liable for, unauthorized changes to or uses of theseplans. All changes to the plans must be in writing andmust be approved by the preparer of these plans.NO.BYDATECAUTIONREVISIONS:VERTICAL: HORIZONTAL: SCALE 4025 Automation Way Suite B2 Fort Collins, CO 80525 (970) 698-6046 CivilWorxeng.com BLOOM MULTI-FAMILY DEVELOPMENTC22026 HARTFORD HOMES01/11/202333 PRELIMINARY NOT FOR CONSTRUCTION 00 60'120' SCALE: 1" = 60' 30' PHASE 2 TOTAL PROJECT DISTURBED AREA 16.50 ACRES TOTAL "ONSITE" AREA OF DISTURBANCE 15.91 ACRES TOTAL "OFFSITE" AREA OF DISTURBANCE 0.59 ACRES TOTAL STORAGE/STAGING AREA 0.5000 ACRES TOTAL HAUL ROADS AREA N/A CONSTRUCTION VEHICLE TRAFFIC AREA N/A ESTIMATED PERCENT OF PROJECT AREA EXPOSED 100% ESTIMATED PERCENT VEGETATIVE COVER ~95%DENSITY EXISTING SOIL TYPE TYPE B & C SANDY/LOAM GROUNDWATER DEPTH FEET NUMBER OF PHASES W/PROJECT 2 TOTAL VOUME OF IMPORTED (+) / EXPORTED (-) MATERIALS (+) 155,000 CUBIC YARDS TOTAL AREA OF STOCKPILING OF FILL OR BORROW AREAS OFF SITE SQUARE FEET STEEPEST SLOPE 4 H:V DISTANCE FROM A RIPARIAN AREA OF SENSITIVE AREA 1,200 FEET KEYMAP NTS LEGEND MAPPING / SITE PROPERTY BOUNDARY RIGHT-OF-WAY LOT LINES CENTER LINE CURB AND GUTTER PHASING LINE EROSION CONTROL VEHICLE TRACKING CONTROL PAD WATTLE DIKE ROCK SOCK TEMPORARY SEDIMENT INLET PROTECTION TURF REINFORCEMENT MAT SILT FENCE STOCKPILE MANAGEMENT SURFACE ROUGHENING CONCRETE WASHOUT STRUCTURE PERMANENT SEEDING NOTES 1.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE FIELD CONDITIONS ARE AS SHOWN IN THE DRAWINGS. IF THE CONTRACTOR FINDS DISCREPANCIES THE CONTRACTOR SHALL CONTACT THE ENGINEER. 2.ALL DISTURBED AREAS SHALL BE REVEGETATED. 3.EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION METHODS SHALL FOLLOW CITY REGULATIONS. 4.IN ADDITION TO THE EROSION CONTROL MEASURES SHOWN ON THIS DRAWING, THE CONTRACTOR SHALL COMPLETE, COORDINATE WITH, AND UPDATE AS REQUIRED, THE STORMWATER POLLUTION PREVENTION PLAN (SWPP) FOR THIS PROJECT. 5.CONTRACTOR TO TERRACE SLOPES USING A "TRACKED" VEHICLE, RUN PERPENDICULAR TO SLOPE TO INHIBIT RILL/GULLEY EROSION, CONTRACTOR MAY USE OTHER WINDROW-TYPE METHODS AS APPROVED BY ENGINEER. TYPICAL ALL SLOPES, REPEAT AS NECESSARY UNTIL LANDSCAPING IS INSTALLED. 6.ANY AREAS USED FOR STOCKPILING AND/OR STAGING SHOULD ALSO HAVE SEDIMENT AND EROSION CONTROL MEASURES AS NECESSARY. THESE AREAS SHOULD BE LOCATED AT LEAST 100' AWAY FROM DRAINAGE WAYS. THE SWMP SHOULD BE UPDATED TO SHOW THESE AREAS AND SEDIMENT AND EROSION CONTROL ITEMS. THE ITEMS MAY INCLUDE BUT ARE NOT LIMITED TO VEHICLE TRACKING CONTROL, SILT FENCE, CONSTRUCTION FENCE, CONCRETE WASHOUT, AND SEDIMENT TRAP. 7.TEMPORARY SEEDING OR TACKIFER PLACEMENT SHALL BE UTILIZED IN THE EVENT THAT A GRADED AREA IS EXPOSED LONGER THAN 14 DAYS WITH NO CONSTRUCTION ACTIVITY. 8.TURF REINFORCEMENT MAT SHALL BE PYRAMAT OR APPROVED EQUAL. 9.CONTRACTOR SHALL REMOVE ALL SEDIMENT, MUD, CONSTRUCTION DEBRIS, OR OTHER POTENTIAL POLLUTANTS THAT MAY HAVE BEEN DISCHARGED TO OR, ACCUMULATE IN, THE FLOW LINES AND PUBLIC RIGHTS-OF-WAY OF THE CITY, AS A RESULT OF CONSTRUCTION ACTIVITIES ASSOCIATED WITH THIS DEVELOPMENT OR CONSTRUCTION PROJECT. SAID REMOVAL SHALL BE CONDUCTED DAILY, AS MAY BE REQUIRED. SUCH MATERIALS SHALL BE PREVENTED FROM ENTERING THE STORM SEWER. 10.THE PROJECT LANDSCAPE PLAN WILL CONTAIN THE DETAILED INFORMATION REGARDING REQUIRED SEED TYPES/MIXES. 11.SEE THE GENERAL NOTES SHEETS FOR ALL OF THE CITY OF FORT COLLINS EROSION CONTROL NOTES. VTC WD RS TS IP TRM SF LIMITS OF DISTURBANCE RIP RAP FLOW DIRECTION SF SRSR CWA PSPS PHASE 1 PHASE 1 STOCKPILE IPIP IP IP IP IP SFSFSF SF SF SF SF SFVTC TS TRACT ALOT 2LOT 1TRACT BTRACT B TRACT B 4.9:1 4.1:1 3.8:14.1:18.0:14.9:15.1:14.2:14.1:14.0:1SF SF VTC SR SR SR SR SR SR PROJECT LIMITS OF DISTURBANCE PHASE 1: 12.78 ACRES PHASE 2: 3.72 ACRES TOTAL: 16.50 ACRES CWA WD WDWDWD WD WD WD WD WD WD WD WDWD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WD WDWD SR SR SR SR SRSRSR SR SR RS IP EROSION CONTROL PLAN - INTERIM1" = 60' 1" = 60' 14 EC02 PREPARED FOR: JOB NUMBER SHEET NUMBER SHEETSOF DATE SUBMITTED:The engineer preparing these plans will not be responsiblefor, or liable for, unauthorized changes to or uses of theseplans. All changes to the plans must be in writing andmust be approved by the preparer of these plans.NO.BYDATECAUTIONREVISIONS:VERTICAL: HORIZONTAL: SCALE 4025 Automation Way Suite B2 Fort Collins, CO 80525 (970) 698-6046 CivilWorxeng.com BLOOM MULTI-FAMILY DEVELOPMENTC22026 HARTFORD HOMES01/11/202333 PRELIMINARY NOT FOR CONSTRUCTION 00 60'120' SCALE: 1" = 60' 30' PHASE 2 TOTAL PROJECT DISTURBED AREA 16.50 ACRES TOTAL "ONSITE" AREA OF DISTURBANCE 15.91 ACRES TOTAL "OFFSITE" AREA OF DISTURBANCE 0.59 ACRES TOTAL STORAGE/STAGING AREA 0.5000 ACRES TOTAL HAUL ROADS AREA N/A CONSTRUCTION VEHICLE TRAFFIC AREA N/A ESTIMATED PERCENT OF PROJECT AREA EXPOSED 100% ESTIMATED PERCENT VEGETATIVE COVER ~95%DENSITY EXISTING SOIL TYPE TYPE B & C SANDY/LOAM GROUNDWATER DEPTH FEET NUMBER OF PHASES W/PROJECT 2 TOTAL VOUME OF IMPORTED (+) / EXPORTED (-) MATERIALS (+) 155,000 CUBIC YARDS TOTAL AREA OF STOCKPILING OF FILL OR BORROW AREAS OFF SITE SQUARE FEET STEEPEST SLOPE 4 H:V DISTANCE FROM A RIPARIAN AREA OF SENSITIVE AREA 1,200 FEET KEYMAP NTS LEGEND MAPPING / SITE PROPERTY BOUNDARY RIGHT-OF-WAY LOT LINES CENTER LINE CURB AND GUTTER PHASING LINE EROSION CONTROL VEHICLE TRACKING CONTROL PAD WATTLE DIKE ROCK SOCK TEMPORARY SEDIMENT INLET PROTECTION TURF REINFORCEMENT MAT SILT FENCE STOCKPILE MANAGEMENT SURFACE ROUGHENING CONCRETE WASHOUT STRUCTURE PERMANENT SEEDING NOTES 1.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE FIELD CONDITIONS ARE AS SHOWN IN THE DRAWINGS. IF THE CONTRACTOR FINDS DISCREPANCIES THE CONTRACTOR SHALL CONTACT THE ENGINEER. 2.ALL DISTURBED AREAS SHALL BE REVEGETATED. 3.EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION METHODS SHALL FOLLOW CITY REGULATIONS. 4.IN ADDITION TO THE EROSION CONTROL MEASURES SHOWN ON THIS DRAWING, THE CONTRACTOR SHALL COMPLETE, COORDINATE WITH, AND UPDATE AS REQUIRED, THE STORMWATER POLLUTION PREVENTION PLAN (SWPP) FOR THIS PROJECT. 5.CONTRACTOR TO TERRACE SLOPES USING A "TRACKED" VEHICLE, RUN PERPENDICULAR TO SLOPE TO INHIBIT RILL/GULLEY EROSION, CONTRACTOR MAY USE OTHER WINDROW-TYPE METHODS AS APPROVED BY ENGINEER. TYPICAL ALL SLOPES, REPEAT AS NECESSARY UNTIL LANDSCAPING IS INSTALLED. 6.ANY AREAS USED FOR STOCKPILING AND/OR STAGING SHOULD ALSO HAVE SEDIMENT AND EROSION CONTROL MEASURES AS NECESSARY. THESE AREAS SHOULD BE LOCATED AT LEAST 100' AWAY FROM DRAINAGE WAYS. THE SWMP SHOULD BE UPDATED TO SHOW THESE AREAS AND SEDIMENT AND EROSION CONTROL ITEMS. THE ITEMS MAY INCLUDE BUT ARE NOT LIMITED TO VEHICLE TRACKING CONTROL, SILT FENCE, CONSTRUCTION FENCE, CONCRETE WASHOUT, AND SEDIMENT TRAP. 7.TEMPORARY SEEDING OR TACKIFER PLACEMENT SHALL BE UTILIZED IN THE EVENT THAT A GRADED AREA IS EXPOSED LONGER THAN 14 DAYS WITH NO CONSTRUCTION ACTIVITY. 8.TURF REINFORCEMENT MAT SHALL BE PYRAMAT OR APPROVED EQUAL. 9.CONTRACTOR SHALL REMOVE ALL SEDIMENT, MUD, CONSTRUCTION DEBRIS, OR OTHER POTENTIAL POLLUTANTS THAT MAY HAVE BEEN DISCHARGED TO OR, ACCUMULATE IN, THE FLOW LINES AND PUBLIC RIGHTS-OF-WAY OF THE CITY, AS A RESULT OF CONSTRUCTION ACTIVITIES ASSOCIATED WITH THIS DEVELOPMENT OR CONSTRUCTION PROJECT. SAID REMOVAL SHALL BE CONDUCTED DAILY, AS MAY BE REQUIRED. SUCH MATERIALS SHALL BE PREVENTED FROM ENTERING THE STORM SEWER. 10.THE PROJECT LANDSCAPE PLAN WILL CONTAIN THE DETAILED INFORMATION REGARDING REQUIRED SEED TYPES/MIXES. 11.SEE THE GENERAL NOTES SHEETS FOR ALL OF THE CITY OF FORT COLLINS EROSION CONTROL NOTES. VTC WD RS TS IP TRM SF LIMITS OF DISTURBANCE RIP RAP FLOW DIRECTION SF SRSR CWA PSPS PHASE 1 PHASE 1 STOCKPILE IP TRACT ALOT 2LOT 1TRACT BTRACT B TRACT B 4.9:1 4.1:1 3.8:14.1:18.0:14.9:15.1:14.2:14.1:14.0:1PROJECT LIMITS OF DISTURBANCE PHASE 1: 12.78 ACRES PHASE 2: 3.72 ACRES TOTAL: 16.50 ACRES PS PS PS PS PS PS PS PS PS PS PS PSPSPS PS PS PS PS PSPS PS PS PS RS RS RS RSRS RS RS RS RS RS RS RS RS RS RS RS RS RSRS RSRS RS RS RS RS RS RS RS RS RS RSRS RS RSRS RS RS RS RS RS RS IPIP IP IP IP IP RS RS RS EROSION CONTROL PLAN - FINAL1" = 60' 1" = 60' 15 EC03 PREPARED FOR: JOB NUMBER SHEET NUMBER SHEETSOF DATE SUBMITTED:The engineer preparing these plans will not be responsiblefor, or liable for, unauthorized changes to or uses of theseplans. All changes to the plans must be in writing andmust be approved by the preparer of these plans.NO.BYDATECAUTIONREVISIONS:VERTICAL: HORIZONTAL: SCALE 4025 Automation Way Suite B2 Fort Collins, CO 80525 (970) 698-6046 CivilWorxeng.com BLOOM MULTI-FAMILY DEVELOPMENTC22026 HARTFORD HOMES01/11/202333 PRELIMINARY NOT FOR CONSTRUCTION 00 60'120' SCALE: 1" = 60' 30' PHASE 2 TOTAL PROJECT DISTURBED AREA 16.50 ACRES TOTAL "ONSITE" AREA OF DISTURBANCE 15.91 ACRES TOTAL "OFFSITE" AREA OF DISTURBANCE 0.59 ACRES TOTAL STORAGE/STAGING AREA 0.5000 ACRES TOTAL HAUL ROADS AREA N/A CONSTRUCTION VEHICLE TRAFFIC AREA N/A ESTIMATED PERCENT OF PROJECT AREA EXPOSED 100% ESTIMATED PERCENT VEGETATIVE COVER ~95%DENSITY EXISTING SOIL TYPE TYPE B & C SANDY/LOAM GROUNDWATER DEPTH FEET NUMBER OF PHASES W/PROJECT 2 TOTAL VOUME OF IMPORTED (+) / EXPORTED (-) MATERIALS (+) 155,000 CUBIC YARDS TOTAL AREA OF STOCKPILING OF FILL OR BORROW AREAS OFF SITE SQUARE FEET STEEPEST SLOPE 4 H:V DISTANCE FROM A RIPARIAN AREA OF SENSITIVE AREA 1,200 FEET KEYMAP NTS LEGEND MAPPING / SITE PROPERTY BOUNDARY RIGHT-OF-WAY LOT LINES CENTER LINE CURB AND GUTTER PHASING LINE EROSION CONTROL VEHICLE TRACKING CONTROL PAD WATTLE DIKE ROCK SOCK TEMPORARY SEDIMENT INLET PROTECTION TURF REINFORCEMENT MAT SILT FENCE STOCKPILE MANAGEMENT SURFACE ROUGHENING CONCRETE WASHOUT STRUCTURE PERMANENT SEEDING NOTES 1.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE FIELD CONDITIONS ARE AS SHOWN IN THE DRAWINGS. IF THE CONTRACTOR FINDS DISCREPANCIES THE CONTRACTOR SHALL CONTACT THE ENGINEER. 2.ALL DISTURBED AREAS SHALL BE REVEGETATED. 3.EROSION CONTROL PRACTICES, SITE PROTECTION, AND REVEGETATION METHODS SHALL FOLLOW CITY REGULATIONS. 4.IN ADDITION TO THE EROSION CONTROL MEASURES SHOWN ON THIS DRAWING, THE CONTRACTOR SHALL COMPLETE, COORDINATE WITH, AND UPDATE AS REQUIRED, THE STORMWATER POLLUTION PREVENTION PLAN (SWPP) FOR THIS PROJECT. 5.CONTRACTOR TO TERRACE SLOPES USING A "TRACKED" VEHICLE, RUN PERPENDICULAR TO SLOPE TO INHIBIT RILL/GULLEY EROSION, CONTRACTOR MAY USE OTHER WINDROW-TYPE METHODS AS APPROVED BY ENGINEER. TYPICAL ALL SLOPES, REPEAT AS NECESSARY UNTIL LANDSCAPING IS INSTALLED. 6.ANY AREAS USED FOR STOCKPILING AND/OR STAGING SHOULD ALSO HAVE SEDIMENT AND EROSION CONTROL MEASURES AS NECESSARY. THESE AREAS SHOULD BE LOCATED AT LEAST 100' AWAY FROM DRAINAGE WAYS. THE SWMP SHOULD BE UPDATED TO SHOW THESE AREAS AND SEDIMENT AND EROSION CONTROL ITEMS. THE ITEMS MAY INCLUDE BUT ARE NOT LIMITED TO VEHICLE TRACKING CONTROL, SILT FENCE, CONSTRUCTION FENCE, CONCRETE WASHOUT, AND SEDIMENT TRAP. 7.TEMPORARY SEEDING OR TACKIFER PLACEMENT SHALL BE UTILIZED IN THE EVENT THAT A GRADED AREA IS EXPOSED LONGER THAN 14 DAYS WITH NO CONSTRUCTION ACTIVITY. 8.TURF REINFORCEMENT MAT SHALL BE PYRAMAT OR APPROVED EQUAL. 9.CONTRACTOR SHALL REMOVE ALL SEDIMENT, MUD, CONSTRUCTION DEBRIS, OR OTHER POTENTIAL POLLUTANTS THAT MAY HAVE BEEN DISCHARGED TO OR, ACCUMULATE IN, THE FLOW LINES AND PUBLIC RIGHTS-OF-WAY OF THE CITY, AS A RESULT OF CONSTRUCTION ACTIVITIES ASSOCIATED WITH THIS DEVELOPMENT OR CONSTRUCTION PROJECT. SAID REMOVAL SHALL BE CONDUCTED DAILY, AS MAY BE REQUIRED. SUCH MATERIALS SHALL BE PREVENTED FROM ENTERING THE STORM SEWER. 10.THE PROJECT LANDSCAPE PLAN WILL CONTAIN THE DETAILED INFORMATION REGARDING REQUIRED SEED TYPES/MIXES. 11.SEE THE GENERAL NOTES SHEETS FOR ALL OF THE CITY OF FORT COLLINS EROSION CONTROL NOTES. VTC WD RS TS IP TRM SF LIMITS OF DISTURBANCE RIP RAP FLOW DIRECTION SF SRSR CWA PSPS PHASE 1 Project: Disturbed Acres:12.78 EROSION CONTROL BMPs Units Estimated Quantity Unit Price Total Price L.F.3450 $2.50 $8,625.00 EA 5 $750.00 $3,750.00 EA 1 $1,500.00 $1,500.00 EA 1 $5,000.00 $5,000.00 L.F.350 $10.00 $3,500.00 E.A 35 $200.00 $7,000.00 A.C 2 $6,000.00 $12,000.00 Sub-Total:$41,375.00 1.5 x Sub-Total:$62,062.50 Amount of security:$62,062.50 Total Acres x Price/acre:$115,020.00 $9,000.00 Sub-Total: $115,020.00 1.5 x Sub-Total:$172,530.00 Amount to Re-seed:$172,530.00 Minimum escrow amount:$3,000.00 Erosion Control Escrow:$172,530.00 Erosion and Sediment Control Escrow/Security Calculation for The City of Fort Collins BMP Amount Silt Fence (SF) Vehicle Tracking Control (VTC) Straw Wattle (WD) Reseeding Amount Rock Sock (rs) Miniumum Escrow Amount Bloom Multi-Family Development - Phase 1 Unit Price of Seeding per acre: “The amount of the security must be based on one and one-half times the estimate of the cost to install the approved measures, or one and one-half times the cost to re-vegetate the disturbed land to dry land grasses based upon unit cost determined by the City's Annual Revegetation and Stabilization Bid, whichever is greater. In no instance, will the amount of security be less than one thousand five hundred dollars ($1,500) for residential development or three thousand dollars ($3,000) for commercial development” Inlet Protection (IP) Concrete Washout (CW) Surface Roughening (SR) Final Escrow Amount 1/9/2023 12:06 PMD:\Civilworx\CivilWorx Dropbox\CivilWorx\Projects\2022\C22026 - Bloom Multi Family\06_Design\Reports\Drainage\Appendices\APPENDIX B - BLOOM EROSION CONTROL ESCROW.pdf Project: Disturbed Acres:3.72 EROSION CONTROL BMPs Units Estimated Quantity Unit Price Total Price L.F.850 $2.50 $2,125.00 EA 2 $750.00 $1,500.00 EA 1 $1,500.00 $1,500.00 EA 1 $5,000.00 $5,000.00 L.F.70 $10.00 $700.00 E.A 7 $200.00 $1,400.00 A.C 0.5 $6,000.00 $3,000.00 Sub-Total:$15,225.00 1.5 x Sub-Total:$22,837.50 Amount of security:$22,837.50 Total Acres x Price/acre: $33,480.00 $9,000.00 Sub-Total:$33,480.00 1.5 x Sub-Total:$50,220.00 Amount to Re-seed:$50,220.00 Minimum escrow amount:$3,000.00 Erosion Control Escrow:$50,220.00 Unit Price of Seeding per acre: Miniumum Escrow Amount Final Escrow Amount “The amount of the security must be based on one and one-half times the estimate of the cost to install the approved measures, or one and one-half times the cost to re-vegetate the disturbed land to dry land grasses based upon unit cost determined by the City's Annual Revegetation and Stabilization Bid, whichever is greater. In no instance, will the amount of security be less than one thousand five hundred dollars ($1,500) for residential development or three thousand dollars ($3,000) for commercial development” Rock Sock (rs) Vehicle Tracking Control (VTC) Straw WattLe (WD) Surface Roughening (SR) Reseeding Amount Erosion and Sediment Control Escrow/Security Calculation for The City of Fort Collins Bloom Multi-Family Development - Phase 2 BMP Amount Silt Fence (SF) Inlet Protection (IP) Concrete Washout (CW) 1/9/2023 12:06 PMD:\Civilworx\CivilWorx Dropbox\CivilWorx\Projects\2022\C22026 - Bloom Multi Family\06_Design\Reports\Drainage\Appendices\APPENDIX B - BLOOM EROSION CONTROL ESCROW.pdf Preliminary Drainage and Erosion Control Report Bloom Multi Family Development Fort Collins, CO 2 APPENDIX B WATER QUALITY AND LID CALCULATIONS 100-YEAR SWMM MODEL REPORT Runoff Coefficients and % Impervious for Chamber System Roof (1)Asphalt Walks(1)Gravel(1)Lawns(1) %I = 90% %I = 100% %I = 90% %I =40% %I=2% acres sf sf sf sf sf sf C2 C5 C10 C25 C50 C100 0.0 0 - - - - - - - 0.0 0 0 0 0 0 0 -- - - - - - Proposed Site to Chambers WQ Chambers 12.3 535853 98543 191576 63387 0 182347 63.6% C/D 0.712 0.712 0.712 0.890 0.890 0.890 0 - - - - - - - Onsite Total 12.3 535853 98543 191576 63387 0 182347 64%0.712 0.712 0.712 0.890 0.890 0.890 Notes: (1) Recommended % Imperviousness Values from USDCM Vol 1 - Ch 5 - Table RO-3. Increased Lawns from 0% to 2% Impervious. (2) Runoff C is based on %I, UDFCD Eq RO-7 and correction factors in Table RO-4. (3) Impervious area assumed to be 2500 s.f. of roof and 500 s.f. of driveway per single family and twin home lot. Proposed Basins Existing Basins Onsite Total Basin Areas Composite Imperviousness (%I) Total TotalDesign Pt.Composite Runoff Coefficients (2)NRCS Soil Type Calculations by: bao Date: 1/6/2023 D:\Civilworx\CivilWorx Dropbox\CivilWorx\Projects\2022\C22026 - Bloom Multi Family\06_Design\Reports\Drainage\C22026 - Bloom WQ Chamber Sizing TIME OF CONCENTRATION FOR CHAMBER SYSTEM FLOWS Area Length Slope ti (2)Length Slope Velocity (3)tt (4)Check tc?Total Length tc (5) acres ft % min ft % fps min min Urban? ft min min Existing Basins 0.00 0.0 - - - - - - - - 0.0 - - - - - - - - Proposed Site to Chambers WQ Chambers 12.3 Paved 0.90 115 2 3.1 1126 0.85 20 1.8 10.2 13.2 Yes 1241 17 13 Notes: (1) C5 based initial ground type and Table RO-5 (4)tt=L/(V*60 sec/min) (2)ti = [1.8(1.1-C5)L1/2]/S1/3, S= slope in %, L=length of overland flow (400' max)(5)tc check (for urban or developed areas only) = total length/180 + 10 (3)V=CvS0.5, S=watercourse slope in ft/ft, UDFCD Equation RO-4 (6)min tc = 5 min Proposed Basins Basin Design Pt. Initial Overland Flow Time (ti)Travel/Channelized Time of Flow (tt) ti+tt tc Check for Urbanized Basins Final tc (6)Initial Ground Type C5 (1)Cv 0 1/2 OF THE 2-YEAR STORM TO CHAMBER SYSTEM Final Runoff Coefficients Rainfall Intensity Peak Discharge tc (6)I Q acre min in/hr cfs Proposed Site to Chambers WQ Chambers 12.3 13 0.712 1.04 9.12 9.12Totals Proposed Basins Design Pt.AreaBasin C Calculations by: BAO Date: 1/6/2023 D:\Civilworx\CivilWorx Dropbox\CivilWorx\Projects\2022\C22026 - Bloom Multi Family\06_Design\Reports\Drainage\C22026 - Bloom WQ Chamber Sizing Water Quality Required for Chamber System Area (acres)(acres)Watershed WQCV* (cf) (sf) (acres) (inches) (Extended Detention) Proposed Site 535,853 12.301 64%0.25 13,340 --- 13,340Total * based on 40 hr storage and additional 20% for extended detention Basin %I Required Onsite Water Quality Capture Volume Calculations by: bao Date: 1/6/2023 D:\Civilworx\CivilWorx Dropbox\CivilWorx\Projects\2022\C22026 - Bloom Multi Family\06_Design\Reports\Drainage\C22026 - Bloom WQ Chamber Sizing VAULT ID TOTAL REQUIRED WQ VOLUME (CF) WQ FLOW (CFS) CHAMBER TYPE CHAMBER RELEASE RATE (CFS) CHAMBER VOLUME (CF) INSTALLED CHAMBER W/AGGREGATE (CF) MIN. # OF CHAMBERS TOTAL RELEASE RATE (CFS) REQUIRED STORAGE VOLUME BY FAA METHOD (CF) MIN # OF CHAMBERS STORAGE PROVIDED WITHIN THE CHAMBERS (CF) TOTAL INSTALLED SYSTEM VOLUME (CF) S1 13,340 9.12 SC-160 0.011 6.85 15 890 9.79 2,963 433 6096.5 13350 S2 13,340 9.12 SC-740 0.024 45.9 74.9 179 4.296 6,430 141 8216.1 13407.1 0 0 S5 13,340 9.12 SC-310 0.016 14.7 29.3 456 7.296 4,085 278 6703.2 13360.8 SC-160 0.011 6.85 15 0 0 0 0 0 CHAMBER DIMENSIONS SC-160 SC-310 SC-740 WIDTH [IN]25 34 51 LENGTH [IN]84.4 85.4 85.4 HEIGHT [IN]12 16 30 FLOOR AREA [SF]14.7 20.2 30.2 CHAMBER VOLUME [CF]6.9 14.7 45.9 CHAMBER/AGGREGATE VOLUME [CF]15 29.3 74.9 Chamber Configuration Summary STORM TECH CHAMBER DATA Volume to Chambers (FAA Method) 100 year storm into detention facility Area (sf) Area (acres)C2 535853 12.301 0.71 Release rate out of chamber system Qout (cfs)cfs/acre Tc (min) 9.790 Rainfall Intensity Inflow Volume Adjustment Factor Average Outflow Rate Outflow Volume Required Storage Volume I Vi=(Qin*T*60)m= 0.5(1 + Tc/T)Qav = m*Qout Vo=Qav*T *60 Vs=Vi-Vo min in/hr cfs ft 3 cfs ft 3 ft 3 5 1.43 12.5 3,743 0.50 4.90 1,469 2,275 10 1.11 9.7 5,805 0.50 4.90 2,937 2,868 15 0.94 8.2 7,368 0.50 4.90 4,406 2,963 20 0.81 7.0 8,458 0.50 4.90 5,874 2,584 25 0.72 6.3 9,391 0.50 4.90 7,343 2,048 30 0.65 5.7 10,245 0.50 4.90 8,811 1,434 35 0.60 5.2 10,941 0.50 4.90 10,280 661 40 0.54 4.7 11,243 0.50 4.90 11,748 -505 45 0.50 4.3 11,703 0.50 4.90 13,217 -1,514 50 0.46 4.0 12,083 0.50 4.90 14,685 -2,602 55 0.44 3.8 12,569 0.50 4.90 16,154 -3,584 60 0.41 3.6 12,924 0.50 4.90 17,622 -4,698 70 0.37 3.2 13,423 0.50 4.90 20,559 -7,136 80 0.33 2.9 13,870 0.50 4.90 23,496 -9,626 90 0.31 2.7 14,421 0.50 4.90 26,433 -12,012 100 0.28 2.5 14,710 0.50 4.90 29,370 -14,660 110 0.26 2.3 15,026 0.50 4.90 32,307 -17,281 120 0.25 2.1 15,446 0.50 4.90 35,244 -19,798 Max Volume, ft 3 =2,963 = 0.068 acre-ft Comments Required Detention Volume Rainfall Duration (T) Qin= ∑C100*Area*I Comments RELEASE RATE OUT OF CHAMBER Calculations by: ARS Date: 10/3/2019 D:\Civilworx\CivilWorx Dropbox\CivilWorx\Projects\2022\C22026 - Bloom Multi Family\06_Design\Reports\Drainage\C22026 - Bloom WQ Chamber Sizing Runoff Coefficients and % Impervious - NON CHAMBER SYSTEM FLOWS Roof (1)Asphalt Walks(1)Gravel(1)Lawns(1) %I = 90% %I = 100% %I = 90% %I =40% %I=2% acres sf sf sf sf sf sf C2 C10 C100 0.0 0 - - - - 0.0 0 0 0 0 0 0 -- - - OS-1 OS-1 0.82 35567 8022 4250 2450 0 20845 39.6% C/D 0.540 0.540 0.675 OS-2 OS-2 0.24 10528 0 600 250 0 9678 9.7% C/D 0.307 0.307 0.383 OS-3 OS-3 1.05 45738 17850 0 2000 0 25888 40.2% C/D 0.554 0.554 0.692 OS-4 OS-4 0.73 31668 8022 4400 1550 0 17696 42.2% C/D 0.559 0.559 0.699 OS-5 OS-5 0.79 34412 11580 150 1700 0 20982 36.4% C/D 0.523 0.523 0.654 OS-6 (OFFSITE ROADS) OS-6 (OFFSITE ROADS)3.01 131030 0 79622 25808 0 25600 78.9% C/D 0.813 0.813 1.000 OFFSITE BASINS TO PROPOSED POND TOTAL 6.63 288943 45474 89022 33758 0 303036 58%C/D 0.815 0.815 0.890 Notes: (1) Recommended % Imperviousness Values from USDCM Vol 1 - Ch 5 - Table RO-3. Increased Lawns from 0% to 2% Impervious. (2) Runoff C is based on %I, UDFCD Eq RO-7 and correction factors in Table RO-4. (3) Impervious area assumed to be 2500 s.f. of roof and 500 s.f. of driveway per single family and twin home lot. Proposed Basins Existing Basins Onsite Total Basin Areas Composite Imperviousness (%I) Total TotalDesign Pt.Composite Runoff Coefficients (2)NRCS Soil Type D:\Civilworx\CivilWorx Dropbox\CivilWorx\Projects\2022\C22026 - Bloom Multi Family\06_Design\Reports\Drainage\C22026 - Bloom Hydrology Calculations by: Date: 10/3/2019 Water Quality - Areas that drain to the proposed on site detention pond that are not treated by the proposed chamber system Area Area Watershed WQCV* (cf) (sf) (acres) (inches) (Extended Detention) ALL POND WQ BASINS 278,415 6.392 58%0.23 6,357 6,357 WQCV Provided (cf) WQCV Depth (ft) Area Required per WQ Plate Row (in2) Diamter of WQ Hole (in)No. of Columns Space between rows (in.) No. of Rows 6,357 1.03 1.039 1 1/16 1 4 4 Basin %I Required Onsite Water Quality Capture Volume Designed Water Quality Plate Parameters Basin Bloom Multi-Family Site Total * based on 40 hr storage and additional 20% for extended detention Calculations by: bao Date: 1/6/2023 D:\Civilworx\CivilWorx Dropbox\CivilWorx\Projects\2022\C22026 - Bloom Multi Family\06_Design\Reports\Drainage\C22026 - Bloom Hydrology EPA STORM WATER MANAGEMENT MODEL - VERSION 5.2 (Build 5.2.0) ------------------------------------------------------------ BLOOM MULTI-FAMILY DEVELOPMENT 1/11/2023 ************* Element Count ************* Number of rain gages ...... 1 Number of subcatchments ... 14 Number of nodes ........... 30 Number of links ........... 30 Number of pollutants ...... 0 Number of land uses ....... 0 **************** Raingage Summary **************** Data Recording Name Data Source Type Interval ------------------------------------------------------------------------ Gauge1 100year INTENSITY 5 min. ******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet ----------------------------------------------------------------------------------------------------------- 01 2.59 170.00 76.00 2.0000 Gauge1 6 02 1.05 150.00 80.00 2.0000 Gauge1 49 03 0.89 270.00 94.00 4.0000 Gauge1 50 05 1.67 205.00 77.00 2.0000 Gauge1 20 04 1.28 200.00 83.00 2.0000 Gauge1 51 07 1.90 190.00 90.00 2.0000 Gauge1 21 08 2.59 170.00 16.00 5.0000 Gauge1 BLOOM_POND 06 0.35 100.00 36.00 4.0000 Gauge1 17 OS-1 0.82 75.00 40.00 6.0000 Gauge1 4 OS-3 1.05 170.00 36.30 11.0000 Gauge1 5 OS-4 0.73 100.00 42.20 6.0000 Gauge1 8 OS-5 0.79 100.00 36.40 6.0000 Gauge1 9 EX_SITE 15.83 550.00 2.00 1.0000 Gauge1 10 OS-2 0.24 170.00 10.00 5.0000 Gauge1 5 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow ------------------------------------------------------------------------------- 6 JUNCTION 4942.09 5.00 0.0 7 JUNCTION 4938.53 10.00 0.0 13 JUNCTION 4940.50 5.00 0.0 17 JUNCTION 4937.71 0.17 0.0 20 JUNCTION 4937.81 10.00 0.0 21 JUNCTION 4937.33 10.00 0.0 24 JUNCTION 4933.71 10.00 0.0 Page 1 25 JUNCTION 4932.79 10.00 0.0 26 JUNCTION 4932.65 10.00 0.0 27 JUNCTION 4933.50 10.00 0.0 28 JUNCTION 4931.51 10.00 0.0 35 JUNCTION 4940.68 5.00 0.0 36 JUNCTION 4941.00 10.00 0.0 39 JUNCTION 4939.50 10.00 0.0 43 JUNCTION 4935.00 10.00 0.0 44 JUNCTION 4935.50 10.00 0.0 45 JUNCTION 4941.54 5.00 0.0 46 JUNCTION 4933.59 10.00 0.0 47 JUNCTION 4942.72 5.00 0.0 48 JUNCTION 4936.25 10.00 0.0 49 JUNCTION 4942.92 0.76 0.0 50 JUNCTION 4941.20 0.76 0.0 51 JUNCTION 4941.75 0.76 0.0 1 OUTFALL 4927.00 1.50 0.0 4 OUTFALL 4940.00 0.00 0.0 5 OUTFALL 4939.00 0.00 0.0 8 OUTFALL 4938.00 0.00 0.0 9 OUTFALL 4937.50 0.00 0.0 10 OUTFALL 0.00 0.00 0.0 BLOOM_POND STORAGE 4928.40 10.00 0.0 ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness --------------------------------------------------------------------------------------------- GT-3 6 35 CONDUIT 250.0 0.5620 0.0160 GT-11 7 20 CONDUIT 120.0 0.5958 0.0160 STM_B1 24 25 CONDUIT 185.0 0.4973 0.0120 STM_A-1-1 25 26 CONDUIT 10.0 1.4001 0.0120 STM_A-2-1 27 26 CONDUIT 120.0 0.7084 0.0120 STM_A2 26 28 CONDUIT 185.0 0.6157 0.0120 STM_A1 28 BLOOM_POND CONDUIT 65.0 0.6323 0.0120 GT-7 13 7 CONDUIT 185.0 1.0660 0.0160 GT-4 35 7 CONDUIT 150.0 1.4355 0.0160 GT-9 36 39 CONDUIT 150.0 1.0001 0.0160 GT-10 39 7 CONDUIT 125.0 0.7768 0.0160 STM_C-1 44 43 CONDUIT 40.0 1.2501 0.0120 STM_C1 43 24 CONDUIT 260.0 0.4962 0.0120 STM_A-1-2 46 25 CONDUIT 160.0 0.5000 0.0120 GT-6 45 13 CONDUIT 54.0 1.9281 0.0160 34 17 BLOOM_POND CONDUIT 50.0 18.9599 0.0120 GT-2 47 6 CONDUIT 50.0 1.2601 0.0160 STM_C2 48 43 CONDUIT 260.0 0.4808 0.0120 GT-1 49 47 CONDUIT 20.0 1.0151 0.0160 38 BLOOM_POND 1 CONDUIT 40.0 13.6247 0.0120 GT-8 50 36 CONDUIT 20.0 1.0001 0.0160 GT-5 51 45 CONDUIT 20.0 1.0401 0.0160 INLET_B1 20 24 ORIFICE INLET_A-2-1 21 27 ORIFICE INLET_C1 35 43 ORIFICE INLET_C-1-1 36 44 ORIFICE INLET_A-1-1 45 46 ORIFICE INLET_C2 47 48 ORIFICE 1 20 BLOOM_POND WEIR 3 21 20 WEIR Page 2 ********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow --------------------------------------------------------------------------------------- GT-3 street_1 0.76 9.61 0.40 27.00 1 36.35 GT-11 street_1 0.76 9.61 0.40 27.00 1 37.43 STM_B1 CIRCULAR 2.00 3.14 0.50 2.00 1 17.28 STM_A-1-1 CIRCULAR 2.50 4.91 0.62 2.50 1 52.58 STM_A-2-1 CIRCULAR 2.00 3.14 0.50 2.00 1 20.63 STM_A2 CIRCULAR 3.00 7.07 0.75 3.00 1 56.70 STM_A1 CIRCULAR 3.00 7.07 0.75 3.00 1 57.46 GT-7 street_1 0.76 9.61 0.40 27.00 1 50.06 GT-4 street_1 0.76 9.61 0.40 27.00 1 58.10 GT-9 street_1 0.76 9.61 0.40 27.00 1 48.49 GT-10 street_1 0.76 9.61 0.40 27.00 1 42.74 STM_C-1 CIRCULAR 1.50 1.77 0.38 1.50 1 12.72 STM_C1 CIRCULAR 2.00 3.14 0.50 2.00 1 17.26 STM_A-1-2 CIRCULAR 1.50 1.77 0.38 1.50 1 8.05 GT-6 street_1 0.76 9.61 0.40 27.00 1 67.33 34 TRIANGULAR 0.17 0.33 0.08 4.00 1 3.43 GT-2 street_1 0.76 9.61 0.40 27.00 1 54.43 STM_C2 CIRCULAR 1.50 1.77 0.38 1.50 1 7.89 GT-1 street_1 0.76 9.61 0.40 27.00 1 48.85 38 CIRCULAR 1.50 1.77 0.38 1.50 1 42.00 GT-8 street_1 0.76 9.61 0.40 27.00 1 48.49 GT-5 street_1 0.76 9.61 0.40 27.00 1 49.45 ************** Street Summary ************** Street street_1 Area: 0.0002 0.0006 0.0014 0.0024 0.0038 0.0054 0.0074 0.0096 0.0122 0.0150 0.0183 0.0226 0.0282 0.0349 0.0428 0.0520 0.0623 0.0739 0.0866 0.1006 0.1157 0.1321 0.1496 0.1684 0.1883 0.2095 0.2319 0.2554 0.2802 0.3062 0.3334 0.3617 0.3913 0.4221 0.4541 0.4873 0.5216 0.5564 0.5912 0.6260 0.6608 0.6956 0.7304 0.7654 0.8015 0.8388 0.8773 0.9170 0.9579 1.0000 Hrad: 0.0175 0.0349 0.0524 0.0698 0.0873 0.1047 0.1222 0.1396 0.1571 0.1745 0.1725 0.1634 0.1647 0.1716 0.1817 0.1938 0.2073 0.2218 0.2370 0.2527 0.2689 0.2853 0.3021 0.3191 0.3362 0.3535 0.3710 0.3885 0.4062 0.4239 0.4416 0.4595 0.4774 0.4953 0.5133 0.5314 0.5523 0.5888 0.6252 0.6615 0.6978 0.7341 0.7703 0.8065 0.8414 0.8751 0.9076 0.9392 0.9699 1.0000 Width: 0.0070 0.0141 0.0211 0.0281 0.0352 0.0422 0.0493 0.0563 0.0633 0.0704 Page 3 0.0874 0.1156 0.1437 0.1719 0.2000 0.2281 0.2563 0.2844 0.3126 0.3407 0.3689 0.3970 0.4252 0.4533 0.4815 0.5096 0.5378 0.5659 0.5941 0.6222 0.6504 0.6785 0.7067 0.7348 0.7630 0.7911 0.8148 0.8148 0.8148 0.8148 0.8148 0.8148 0.8148 0.8311 0.8593 0.8874 0.9156 0.9437 0.9719 1.0000 **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... GREEN_AMPT Flow Routing Method ...... DYNWAVE Surcharge Method ......... EXTRAN Starting Date ............ 12/16/2022 00:00:00 Ending Date .............. 12/16/2022 23:59:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:01:00 Wet Time Step ............ 00:01:00 Dry Time Step ............ 00:05:00 Routing Time Step ........ 1.00 sec Variable Time Step ....... YES Maximum Trials ........... 20 Number of Threads ........ 1 Head Tolerance ........... 0.005000 ft ********************* Control Actions Taken ********************* ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 10.401 3.927 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 5.607 2.117 Surface Runoff ........... 4.717 1.781 Final Storage ............ 0.081 0.031 Continuity Error (%) ..... -0.030 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 4.717 1.537 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 Page 4 External Inflow .......... 0.000 0.000 External Outflow ......... 3.083 1.005 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 1.627 0.530 Continuity Error (%) ..... 0.139 ************************* Highest Continuity Errors ************************* Node 13 (-1.82%) *************************** Time-Step Critical Elements *************************** None ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ********************************* Most Frequent Nonconverging Nodes ********************************* Node 1 (0.14%) Node 4 (0.14%) Node 5 (0.14%) Node 8 (0.14%) Node 9 (0.14%) ************************* Routing Time Step Summary ************************* Minimum Time Step : 0.19 sec Average Time Step : 1.00 sec Maximum Time Step : 1.00 sec % of Time in Steady State : 0.00 Average Iterations per Step : 2.03 % of Steps Not Converging : 0.14 Time Step Frequencies : 1.000 - 0.871 sec : 99.92 % 0.871 - 0.758 sec : 0.02 % 0.758 - 0.660 sec : 0.01 % 0.660 - 0.574 sec : 0.01 % 0.574 - 0.500 sec : 0.03 % *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Page 5 Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------------ 01 3.93 0.00 0.00 0.61 2.91 0.33 3.24 0.23 19.95 0.824 02 3.93 0.00 0.00 0.49 3.06 0.29 3.36 0.10 9.40 0.855 03 3.93 0.00 0.00 0.14 3.60 0.09 3.69 0.09 8.84 0.941 05 3.93 0.00 0.00 0.57 2.95 0.33 3.28 0.15 14.36 0.836 04 3.93 0.00 0.00 0.41 3.43 0.25 3.43 0.12 11.44 0.874 07 3.93 0.00 0.00 0.24 3.45 0.15 3.60 0.19 17.32 0.916 08 3.93 0.00 0.00 2.30 0.61 1.00 1.61 0.11 7.84 0.411 06 3.93 0.00 0.00 1.58 1.38 0.94 2.32 0.02 2.48 0.590 OS-1 3.93 0.00 0.00 1.54 1.53 0.82 2.35 0.05 4.82 0.598 OS-3 3.93 0.00 0.00 1.57 1.39 0.93 2.32 0.07 7.36 0.591 OS-4 3.93 0.00 0.00 1.45 1.62 0.82 2.44 0.05 4.88 0.621 OS-5 3.93 0.00 0.00 1.32 1.42 1.18 2.60 0.06 6.34 0.661 EX_SITE 3.93 0.00 0.00 3.23 0.08 0.62 0.70 0.30 9.30 0.178 OS-2 3.93 0.00 0.00 2.18 0.38 1.36 1.74 0.01 1.79 0.443 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- 6 JUNCTION 0.06 0.69 4942.78 0 00:40 0.69 7 JUNCTION 0.04 0.67 4939.20 0 00:41 0.67 13 JUNCTION 0.01 0.30 4940.80 0 00:40 0.29 17 JUNCTION 0.01 0.16 4937.87 0 00:40 0.16 20 JUNCTION 0.02 0.75 4938.56 0 00:40 0.75 21 JUNCTION 0.01 0.51 4937.84 0 00:40 0.51 24 JUNCTION 0.14 4.60 4938.31 0 00:40 4.60 25 JUNCTION 0.42 3.98 4936.77 0 00:40 3.96 26 JUNCTION 0.48 3.58 4936.23 0 00:40 3.57 27 JUNCTION 0.10 3.81 4937.31 0 00:40 3.81 28 JUNCTION 1.52 3.37 4934.88 0 00:40 3.36 35 JUNCTION 0.03 0.56 4941.24 0 00:40 0.55 36 JUNCTION 0.01 0.40 4941.40 0 00:40 0.40 39 JUNCTION 0.02 0.41 4939.91 0 00:40 0.41 43 JUNCTION 0.10 5.69 4940.69 0 00:35 4.22 44 JUNCTION 0.06 5.44 4940.94 0 00:35 3.83 45 JUNCTION 0.01 0.28 4941.82 0 00:40 0.28 46 JUNCTION 0.10 4.71 4938.30 0 00:40 4.68 47 JUNCTION 0.01 0.39 4943.11 0 00:40 0.39 48 JUNCTION 0.06 6.58 4942.83 0 00:35 3.35 49 JUNCTION 0.04 0.47 4943.39 0 00:40 0.47 50 JUNCTION 0.03 0.46 4941.66 0 00:40 0.46 51 JUNCTION 0.04 0.50 4942.25 0 00:40 0.50 1 OUTFALL 0.13 0.16 4927.16 0 00:49 0.16 4 OUTFALL 0.00 0.00 4940.00 0 00:00 0.00 5 OUTFALL 0.00 0.00 4939.00 0 00:00 0.00 8 OUTFALL 0.00 0.00 4938.00 0 00:00 0.00 9 OUTFALL 0.00 0.00 4937.50 0 00:00 0.00 10 OUTFALL 0.00 0.00 0.00 0 00:00 0.00 BLOOM_POND STORAGE 4.52 5.46 4933.86 0 02:21 5.46 ******************* Page 6 Node Inflow Summary ******************* ------------------------------------------------------------------------------------------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------------------- 6 JUNCTION 19.95 25.58 0 00:40 0.228 0.263 -0.063 7 JUNCTION 0.00 26.38 0 00:40 0 0.186 0.504 13 JUNCTION 0.00 2.01 0 00:40 0 0.00942 -1.792 17 JUNCTION 2.48 2.48 0 00:40 0.022 0.022 -0.032 20 JUNCTION 14.36 37.34 0 00:40 0.149 0.334 -0.058 21 JUNCTION 17.32 17.32 0 00:40 0.186 0.186 -0.000 24 JUNCTION 0.00 23.25 0 00:46 0 0.481 -0.089 25 JUNCTION 0.00 28.92 0 00:36 0 0.592 0.024 26 JUNCTION 0.00 44.95 0 00:40 0 0.777 -0.031 27 JUNCTION 0.00 17.32 0 00:40 0 0.186 -0.081 28 JUNCTION 0.00 44.94 0 00:40 0 0.777 0.413 35 JUNCTION 0.00 25.22 0 00:40 0 0.263 0.010 36 JUNCTION 0.00 8.84 0 00:40 0 0.0893 -0.140 39 JUNCTION 0.00 5.10 0 00:40 0 0.0308 -0.773 43 JUNCTION 0.00 12.42 0 00:40 0 0.237 -0.042 44 JUNCTION 0.00 3.72 0 00:40 0 0.0586 -0.097 45 JUNCTION 0.00 11.43 0 00:40 0 0.119 -0.016 46 JUNCTION 0.00 9.39 0 00:40 0 0.11 -0.189 47 JUNCTION 0.00 9.39 0 00:40 0 0.0958 -0.059 48 JUNCTION 0.00 3.70 0 00:40 0 0.0606 -0.128 49 JUNCTION 9.40 9.40 0 00:40 0.0958 0.0958 -0.000 50 JUNCTION 8.84 8.84 0 00:40 0.0893 0.0893 -0.001 51 JUNCTION 11.44 11.44 0 00:40 0.119 0.119 0.001 1 OUTFALL 0.00 1.00 0 00:49 0 0.47 0.000 4 OUTFALL 4.82 4.82 0 00:40 0.0523 0.0523 0.000 5 OUTFALL 9.14 9.14 0 00:40 0.0775 0.0775 0.000 8 OUTFALL 4.88 4.88 0 00:40 0.0484 0.0484 0.000 9 OUTFALL 6.34 6.34 0 00:40 0.0557 0.0557 0.000 10 OUTFALL 9.30 9.30 0 00:50 0.301 0.301 0.000 BLOOM_POND STORAGE 7.84 86.27 0 00:40 0.114 1 0.262 ********************** Node Surcharge Summary ********************** Surcharging occurs when water rises above the top of the highest conduit. --------------------------------------------------------------------- Max. Height Min. Depth Hours Above Crown Below Rim Node Type Surcharged Feet Feet --------------------------------------------------------------------- 24 JUNCTION 0.39 2.605 5.395 25 JUNCTION 0.26 1.476 6.024 26 JUNCTION 0.08 0.579 6.421 27 JUNCTION 0.16 1.809 6.191 28 JUNCTION 0.10 0.371 6.629 43 JUNCTION 0.29 3.694 4.306 44 JUNCTION 0.29 3.937 4.563 46 JUNCTION 0.34 3.214 5.286 48 JUNCTION 0.25 5.076 3.424 Page 7 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** -------------------------------------------------------------------------------------------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS -------------------------------------------------------------------------------------------------- BLOOM_POND 89.943 24 0 0 125.091 34 0 02:21 1.00 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- 1 96.68 0.75 1.00 0.470 4 11.95 0.68 4.82 0.052 5 10.40 1.17 9.14 0.078 8 11.12 0.68 4.88 0.048 9 10.57 0.82 6.34 0.056 10 11.79 3.97 9.30 0.301 ----------------------------------------------------------- System 25.42 8.08 34.30 1.005 ******************* Street Flow Summary ******************* ---------------------------------------------------------------------------------------------------------------------- Peak Maximum Maximum Peak Flow Average Bypass BackFlow Flow Spread Depth Inlet Inlet Capture Capture Frequency Frequency Street Conduit CFS ft ft Design Location % % % % ---------------------------------------------------------------------------------------------------------------------- GT-3 25.223 22.000 0.622 GT-11 25.212 22.000 0.707 GT-7 1.817 18.063 0.481 GT-4 19.666 22.000 0.613 GT-9 5.102 14.084 0.402 GT-10 5.012 20.820 0.536 GT-6 2.014 8.375 0.288 GT-2 5.651 21.141 0.543 GT-1 9.390 15.611 0.432 GT-8 8.839 15.469 0.429 GT-5 11.427 13.433 0.389 Page 8 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- GT-3 CONDUIT 25.22 0 00:40 3.98 0.69 0.82 GT-11 CONDUIT 25.21 0 00:41 3.43 0.67 0.93 STM_B1 CONDUIT 23.06 0 00:48 7.34 1.33 1.00 STM_A-1-1 CONDUIT 28.88 0 00:36 5.88 0.55 1.00 STM_A-2-1 CONDUIT 17.31 0 00:40 5.51 0.84 1.00 STM_A2 CONDUIT 44.94 0 00:40 6.36 0.79 1.00 STM_A1 CONDUIT 44.97 0 00:40 7.15 0.78 0.85 GT-7 CONDUIT 1.82 0 00:40 0.78 0.04 0.63 GT-4 CONDUIT 19.67 0 00:40 3.23 0.34 0.81 GT-9 CONDUIT 5.10 0 00:40 2.52 0.11 0.53 GT-10 CONDUIT 5.01 0 00:40 1.98 0.12 0.71 STM_C-1 CONDUIT 3.72 0 00:40 3.76 0.29 1.00 STM_C1 CONDUIT 12.42 0 00:40 3.95 0.72 1.00 STM_A-1-2 CONDUIT 9.46 0 00:40 5.35 1.18 1.00 GT-6 CONDUIT 2.01 0 00:40 2.54 0.03 0.38 34 CONDUIT 2.48 0 00:40 7.85 0.72 0.97 GT-2 CONDUIT 5.65 0 00:40 1.23 0.10 0.71 STM_C2 CONDUIT 3.70 0 00:40 2.49 0.47 1.00 GT-1 CONDUIT 9.39 0 00:40 3.67 0.19 0.57 38 CONDUIT 1.00 0 00:49 9.90 0.02 0.54 GT-8 CONDUIT 8.84 0 00:40 3.64 0.18 0.56 GT-5 CONDUIT 11.43 0 00:40 6.10 0.23 0.51 INLET_B1 ORIFICE 15.57 0 00:49 INLET_A-2-1 ORIFICE 17.32 0 00:40 INLET_C1 ORIFICE 5.01 0 00:40 INLET_C-1-1 ORIFICE 3.72 0 00:40 INLET_A-1-1 ORIFICE 9.39 0 00:40 INLET_C2 ORIFICE 3.70 0 00:40 1 WEIR 31.30 0 00:40 0.13 3 WEIR 0.00 0 00:00 0.00 *************************** Flow Classification Summary *************************** ------------------------------------------------------------------------------------- Adjusted ---------- Fraction of Time in Flow Class ---------- /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl ------------------------------------------------------------------------------------- GT-3 1.00 0.01 0.00 0.00 0.00 0.99 0.00 0.00 0.00 0.00 GT-11 1.00 0.01 0.00 0.00 0.74 0.26 0.00 0.00 0.01 0.00 STM_B1 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.50 0.00 STM_A-1-1 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.39 0.00 STM_A-2-1 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.76 0.00 STM_A2 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.34 0.00 STM_A1 1.00 0.01 0.00 0.00 0.96 0.00 0.00 0.03 0.00 0.00 GT-7 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.99 0.00 GT-4 1.00 0.01 0.00 0.00 0.98 0.01 0.00 0.00 0.99 0.00 GT-9 1.00 0.01 0.42 0.00 0.56 0.01 0.00 0.00 0.98 0.00 GT-10 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.99 0.00 Page 9 STM_C-1 1.00 0.01 0.10 0.00 0.89 0.00 0.00 0.00 0.96 0.00 STM_C1 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.97 0.00 STM_A-1-2 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.62 0.00 GT-6 1.00 0.01 0.39 0.00 0.56 0.04 0.00 0.00 0.98 0.00 34 1.00 0.01 0.00 0.00 0.95 0.04 0.00 0.00 0.98 0.00 GT-2 1.00 0.01 0.18 0.00 0.82 0.00 0.00 0.00 0.99 0.00 STM_C2 1.00 0.01 0.00 0.00 0.99 0.00 0.00 0.00 0.97 0.00 GT-1 1.00 0.01 0.00 0.00 0.40 0.59 0.00 0.00 0.01 0.00 38 1.00 0.03 0.00 0.00 0.48 0.48 0.00 0.00 0.00 0.00 GT-8 1.00 0.01 0.00 0.00 0.65 0.35 0.00 0.00 0.01 0.00 GT-5 1.00 0.01 0.00 0.00 0.43 0.56 0.00 0.00 0.00 0.00 ************************* Conduit Surcharge Summary ************************* ---------------------------------------------------------------------------- Hours Hours --------- Hours Full -------- Above Full Capacity Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------------------------------------------------------------- STM_B1 0.37 0.39 0.37 0.33 0.37 STM_A-1-1 0.16 0.26 0.16 0.01 0.16 STM_A-2-1 0.16 0.16 0.28 0.01 0.05 STM_A2 0.08 0.08 0.10 0.01 0.07 STM_A1 0.01 0.10 0.01 0.01 0.01 STM_C-1 0.29 0.29 0.34 0.01 0.01 STM_C1 0.29 0.29 0.39 0.01 0.01 STM_A-1-2 0.34 0.34 0.65 0.07 0.10 34 0.01 0.01 23.72 0.01 0.01 STM_C2 0.25 0.25 0.34 0.01 0.01 Analysis begun on: Tue Jan 17 11:37:05 2023 Analysis ended on: Tue Jan 17 11:37:06 2023 Total elapsed time: 00:00:01 Page 10 Subcatchment Runoff Summary Total Total Total Total Imperv Perv Total Total Peak Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Runoff Subcatchment in in in in in in in 10^6 gal CFS Coeff 01 3.93 0.00 0.00 0.61 2.91 0.33 3.24 0.23 19.95 0.824 02 3.93 0.00 0.00 0.49 3.06 0.29 3.36 0.10 9.40 0.855 03 3.93 0.00 0.00 0.14 3.60 0.09 3.69 0.09 8.84 0.941 05 3.93 0.00 0.00 0.57 2.95 0.33 3.28 0.15 14.36 0.836 04 3.93 0.00 0.00 0.41 3.43 0.25 3.43 0.12 11.44 0.874 07 3.93 0.00 0.00 0.24 3.45 0.15 3.60 0.19 17.32 0.916 08 3.93 0.00 0.00 2.30 0.61 1.00 1.61 0.11 7.84 0.411 06 3.93 0.00 0.00 1.58 1.38 0.94 2.32 0.02 2.48 0.590 OS-1 3.93 0.00 0.00 1.54 1.53 0.82 2.35 0.05 4.82 0.598 OS-3 3.93 0.00 0.00 1.57 1.39 0.93 2.32 0.07 7.36 0.591 OS-4 3.93 0.00 0.00 1.45 1.62 0.82 2.44 0.05 4.88 0.621 OS-5 3.93 0.00 0.00 1.32 1.42 1.18 2.60 0.06 6.34 0.661 EX_SITE 3.93 0.00 0.00 3.23 0.08 0.62 0.70 0.30 9.30 0.178 OS-2 3.93 0.00 0.00 2.18 0.38 1.36 1.74 0.01 1.79 0.443 Page 1 Link Flow Summary Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth GT-3 CONDUIT 25.22 0 00:40 3.98 0.69 0.82 GT-11 CONDUIT 25.21 0 00:41 3.43 0.67 0.93 STM_B1 CONDUIT 23.06 0 00:48 7.34 1.33 1.00 STM_A-1-1 CONDUIT 28.88 0 00:36 5.88 0.55 1.00 STM_A-2-1 CONDUIT 17.31 0 00:40 5.51 0.84 1.00 STM_A2 CONDUIT 44.94 0 00:40 6.36 0.79 1.00 STM_A1 CONDUIT 44.97 0 00:40 7.15 0.78 0.85 GT-7 CONDUIT 1.82 0 00:40 0.78 0.04 0.63 GT-4 CONDUIT 19.67 0 00:40 3.23 0.34 0.81 GT-9 CONDUIT 5.10 0 00:40 2.52 0.11 0.53 GT-10 CONDUIT 5.01 0 00:40 1.98 0.12 0.71 STM_C-1 CONDUIT 3.72 0 00:40 3.76 0.29 1.00 STM_C1 CONDUIT 12.42 0 00:40 3.95 0.72 1.00 STM_A-1-2 CONDUIT 9.46 0 00:40 5.35 1.18 1.00 GT-6 CONDUIT 2.01 0 00:40 2.54 0.03 0.38 34 CONDUIT 2.48 0 00:40 7.85 0.72 0.97 GT-2 CONDUIT 5.65 0 00:40 1.23 0.10 0.71 Page 1 Maximum Day of Hour of Maximum Max / Max / |Flow| Maximum Maximum |Velocity| Full Full Link Type CFS Flow Flow ft/sec Flow Depth STM_C2 CONDUIT 3.70 0 00:40 2.49 0.47 1.00 GT-1 CONDUIT 9.39 0 00:40 3.67 0.19 0.57 38 CONDUIT 1.00 0 00:49 9.90 0.02 0.54 GT-8 CONDUIT 8.84 0 00:40 3.64 0.18 0.56 GT-5 CONDUIT 11.43 0 00:40 6.10 0.23 0.51 INLET_B1 ORIFICE 15.57 0 00:49 INLET_A-2-1 ORIFICE 17.32 0 00:40 INLET_C1 ORIFICE 5.01 0 00:40 INLET_C-1-1 ORIFICE 3.72 0 00:40 INLET_A-1-1 ORIFICE 9.39 0 00:40 INLET_C2 ORIFICE 3.70 0 00:40 1 WEIR 31.30 0 00:40 0.13 3 WEIR 0.00 0 00:00 0.00 Page 2