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Home My WebLink AboutDrainage Reports - 01/30/2024 (2)Bloom Filing 2 Final Drainage Report PREPARED FOR: Hartford Homes, LLC 4801 Goodman St. Timnath, CO 80547 PREPARED BY: Galloway & Company, Inc. 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 Contact: Matthew Pepin, PE DATE: January 20, 2023 Revised April 25, 2023 Revised June 30, 2023 Revised August 8, 2023 - Record City of Fort Collins Approved Plans Approved by: Wes Lamarque Date: 1 /30/2024 Galloway & Company, Inc. Page 1 of 25 Bloom Filing 2 Final Drainage Report ENGINEER'S STATEMENT "1 hereby attest that this report for the final drainage design for the Bloom Filing 2 was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. 1 understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others." �, . � • .�`II 1 � • 1 : � . ' . � .� •: � • I /.,il,��i _,., Matthew Pepin, PE #60198 �s�''• •' � C�� Date For and on behalf of Galloway & Company, S��NALE� 01 /02/2024 Galloway & Company, Inc. Page 2 of 25 Bloom Filing 2 Final Drainage Report I . I ntrod uction ................................. General Location ............... Existing Site Info ............... II. Master Drainage Basin .............. Overall Basin Description .. Existing Drainage Facilities Floodplain ......................... III. Project Description .................... Existing Conditions............ Proposed Conditions......... IV. Proposed Drainage Facilities.... General Concept ............... Proposed Drainage Basins Detention Pond ................. Water Quality .................... LID .................................... V. Drainage Design Criteria ................................................................................................................ Directly Connected Impervious Area (DCIA) ........................................................................... Development Criteria Reference and Constraints ................................................................... HydrologicalCriteria ............................................................................................................... HydraulicCriteria ................................................................................................................... VI. EROSION AND SEDIMENT CONTROL MEASURES ............................................................... Construction Material & Equipment ........................................................................................ Maintenance.......................................................................................................................... VII. Conclusions ................................................................................................................................. Compliancewith Standards .................................................................................................... Variances............................................................................................................................... Summaryof Concepts ............................................................................................................ VIII. References .................................................................................................................................. Appendices: A. Exhibits and Figures B. Master Plan and Peakview Excerpts C. Hydrologic Computations D. SWMM Model E. Drainage Maps .4 .4 .4 .5 .5 .5 .6 .7 .7 .7 .8 .8 .8 .9 10 11 12 12 13 14 15 15 16 16 17 17 17 17 18 Galloway & Company, Inc. Page 3 of 25 Bloom Filing 2 Final Drainage Report I. Introduction General Location The proposed Bloom Filing 2 subdivision is located directly south of East Vine Drive and north of East Mulberry Street, just west of I-25, to the east of the Mosaic Subdivision in Fort Collins, Colorado. The overall Mulberry development is bordered to the north by East Vine Drive; to the east by the Imu-Tek Animal Health Clinic and undeveloped land; to the south by East Mulberry Street; and to the west by East Ridge Second Filing, also referred to as the Mosaic Subdivision. The project site is located in the Northwest Quarter of Section 9, Township 7 N., Range 66 W. of the 6th P.M., City of Fort Collins, County of Larimer, State of Colorado. A vicinity map is included in Appendix A for reference. Existing Site Info The project site consists of approximately 260 acres. It is currently a vacant and undeveloped tract of land that is being used for farming. Existing grades across the site vary from 0.5 to 3 percent. The site generally drains from north to south. There are existing train tracks across the northern portion of the site that run diagonal from the northwest to the southeast. The project site is located within the Cooper Slough/Boxelder Basin and the Cooper Slough channel is located just to the east of the project site. The Lake Canal also cuts across the southwest corner of the site. According to the Natural Resources Conservation (NRCS) Web Soil Survey, the project site consists of a mix of soil types and Hydrologic Soil Groups (HSG) including: - Ascalon Sandy Loam (33%), HSG `B' - Fort Collins Loam (27%), HSG `C' - Garrett Loam (23%), HSG `B' And smaller percentages of various other soil types as shown on the soil map included in Appendix A. Galloway & Company, Inc. Page 4 of 25 Bloom Filing 2 Final Drainage Report II. Master Drainage Basin Overall Basin Description The project site is located in the lower portion of the Cooper Slough Watershed. The master plan for this drainage basin is currently being updated but we were able to review a copy of the plan dated February 2021. This report is titled "City of Fort Collins Upper Cooper Slough Basin Selected Plan of Improvements" prepared by Icon Engineering, Inc. (Master Plan). The Cooper Slough drainage basin resides in northeast Fort Collins and unincorporated Larimer County, Colorado. The Master Plan describes it as a long and slender watershed, flowing from north to south, comprising 28 square miles which are tributary to Box Elder Creek and the Cache la Poudre River. The watershed begins at the confluence with Box Elder Creek (about one-half mile south of Mulberry Street and slightly west of I-25) and proceeds north for 20-miles to Larimer County Road 80 at a location northwest of the Town of Wellington. The basin has a maximum width of 3.9-miles at a location just south of Wellington. Predominant land uses are characterized by farmland and open space, with development occurring mainly in the southern portion of the watershed, near northeast Fort Collins. The Cooper Slough watershed has been divided into upper and lower portions by the Larimer & Weld Canal. The project site is located in the lower portion of the watershed. The Master Plan discusses improvements to the Cooper Slough and Lake Canals including culverts installed in Vine and Mulberry, but these improvements lie outside of the boundaries of this project and therefore are not a part of this project. There will be no changes to the Cooper Slough or Lake Canals as part of this project. The proposed development to the southwest of the project site, Peakview, has included a portion of a box culvert that will eventually divert water from the Lake Canal to the Cooper Slough. The box culvert will be designed, constructed, plugged, and buried until future master plan culvert improvements are constructed. Relevant excerpts from the Master Plan have been included in Appendix B. Existing Drainage Facilities A historic/existing basin map was developed with this drainage report, reference Appendix D, in order to calculate the historic runoff from the site. A SWMM model was used to determine the existing runoff in Filing 1 Final Drainage Report and the 2-year and 100-year runoff values from the models are included in the basin descriptions below. According to the Master Plan, future development with the area of the site is Galloway & Company, Inc. Page 5 of 25 Bloom Filing 2 Final Drainage Report to "Limit the release (both peak discharge and volume) associated with future development within the Upper Cooper Slough Basin to the 100-year existing condition release rates into the lower Cooper Slough area." Basin H-1 (±72 acres, Q2 = 4.0 cfs, Q100 = 26.0 cfs) is associated with the northeastern portion of the site to the north of the Burlington Northern Railroad tracks. Runoff generally runs south toward the railroad tracks and then is conveyed east into the Cooper Slough. Basin H-2 (±22 acres, Q2 = 1.3 cfs, Q100 = 15.5 cfs) is associated with the northeastern portion of the site on the south side of the Burlington Northern Railroad tracks. Runoff generally runs south into undeveloped land. Basin H-3 (±162 acres, Q2 = 8.7 cfs, Q100 = 52.0 cfs) is associated with the western portion of the site. Runoff currently sheet flows south into the Lake Canal. Basin H-4 (±6.5 acres, Q2 = 0.4 cfs, Q100 = 8.7 cfs) is associated with the southwest portion of the site. Runoff currently sheet east into the adjacent property and then to the Lake Canal. Floodplain According to the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map Panels 982 (FIRM Number 08069C0982F) effective date December 19, 2006 and Panel 984 (FIRM Number 08069C0984H) effective date May 2, 2012, a portion of the site lies within Zone AE, area subject to inundation by the 1% annual chance flood. In Zone AE, the base flood elevations (BFEs) have been determined. However, a LOMR became effective February 21, 2019, the Boxelder 6 LOMR (Case No. 17-08-1354P) A separate floodplain study to revise the floodplain in these parcels is proposed as part of this development, but not as part of this Filing (2). The development shall comply with Chapter 10 of City Municipal Code. Galloway & Company, Inc. Page 6 of 25 Bloom Filing 2 Final Drainage Report III. Project Description The Mulberry development encompasses approximately 260 acres and will include the development of both single and multi-family homes, commercial use, and associated streets, utilities, and open space. The project site is bordered to the west for East Ridge Second Filing, also referred to as the Mosaic Subdivision, which is a single and multi-family development; to the north by the Trail Head Subdivision, another single family development; to the southeast by the proposed Peakview development; and to the south (south of Mulberry) and southwest by various commercial developments. This report summarizes the concepts for Filing 2 including any storm sewer infrastructure and LID features. Filing 2 is located within Filing 1 site constraints. Existing Conditions Filing 2 is 9.4 acres of vacant undeveloped farming land. Existing grades of the Site generally slope from 0.5 to 3 percent. Proposed Conditions Filing 2 of Mulberry encompasses ±9.4 acres within the boundary limits of Filing 1. It will include the development of town homes and multi-family buildings, associated alleys, utilities, and open space. All of Filing 2 drains to two detention/irrigation ponds at grades of 0.5 to 4.0 percent. These ponds will outfall into another offsite pond downstream where it will eventually outfall into the Cooper Slough. Galloway & Company, Inc. Page 7 of 25 Bloom Filing 2 Final Drainage Report IV. Proposed Drainage Facilities General Concept Runoff from the developed site will be conveyed via overland flow, bioretention, underground storage and curb and gutter to a proposed storm drain system that will convey the major and minor event stormwater runoff to an offsite detention pond. These ponds have been sized in Filing 1 Final Drainage Report. The ODP has divided the project site into eight large basins, one for each detention pond. Filing 2 will outfall into Pond D and Pond E located in Filing 1. Pond D and Pond E will release flows into Pond C as described in the Filing 1 Final Drainage Report. Water Quality will be provided onsite through Low Impact Development (LID) practices throughout Filing 2. City of Fort Collins requires at least 75% of newly added impervious areas are treated with LID's practices for this specific development. There are no offsite basins that impact the project site. There are no proposed improvements to the Cooper Slough associated with the development of Filing 2. Proposed Drainage Basins Basin E14 Basin E14 comprises of approximately 3.1 acres. This area includes town homes and alley ways. A portion of the developed runoff within these basins will drain into separate LID features throughout the basin until eventually outfalling into the water quality detention pond within Pond E. In the Filing 1 report, it was anticipated that the imperviousness to be 80%.The imperviousness within Filing 2 is 64%, which less than in Filing 1. Basin E19 Basin E comprises of approximately 2.8 acres. This area includes town homes and multi-family development. The developed runoff within these basins will drain into separate LID features throughout the basin until eventually outfalling into the water quality detention pond. In the Filing 1 report, it was anticipated that the imperviousness to be 80%. The imperviousness within Filing 2 is 69%, which less than in Filing 1. Galloway & Company, Inc. Page 8 of 25 Bloom Filing 2 Final Drainage Report Basin E26 Basin E26 comprises of approximately 2.4 acres. This area includes town homes and multifamily development. The developed runoff within these basins will drain into separate LID features throughout the site until eventually outfalling into the water quality detention pond. In the Filing 1 report, it was anticipated that the imperviousness to be 80%. The imperviousness within Filing 2 is 74%, which less than in Filing 1. Basin E27 Basin E27 comprises of approximately 0.8 acres. This area includes town homes and multi-family development. A portion of the developed runoff within these basins will drain into separate LID features throughout the basin until eventually outfalling into the water quality detention pond located in Filing 1. In the Filing 1 report, it was anticipated that the imperviousness to be 80%. The imperviousness within Filing 2 is 55%, which less than in Filing 1. Basin OS Basin OS comprises of approximately 0.17 acres. This area includes landscaping and sidewalks. The developed runoff within these basins will drain into inlets located in Filing 1, eventually outfalling into the water quality detention pond. Detention Pond All flows directed to the LID features will eventually flow into Pond D and E. The final sizing was completed as apart of the Filing 1 Final Drainage Report. See below for a table of the anticipated volume and release rates for the ponds within Filing 1. Sizing of spillway, water quality orifice plates, water surface elevations, etc. were determined in the Final Design for Filing 1. Galloway & Company, Inc. Page 9 of 25 Bloom Filing 2 Final Drainage Report 100-year Volume Site Proposed Release Detention Required (From SWMM Allowable Rate (From SWMM Pond Model Release Rate Model A 10.5 ac-ft / 460,000 cf 12.3 cfs B 6.6 ac-ft / 290,000 cf 25.8 cfs* 8.7 cfs 21.6 cfs** C 4.6 ac-ft / 200,000 cf 13.6 cfs D 6.4 ac-ft / 280,000 cf 0.3 cfs E 5.1 ac-ft / 220,000 cf 12.5 cfs G 9.5 ac-ft / 412,000 cf 18.6 cfs'` 20.7 cfs 21.7 cfs** H 1.7 ac-ft / 74,000 cf 1.0 cfs * 0.2 cfs/acre (Pond C Release = 129 acres * 0.2 & South Release = 93 acres * 0.2 ) **Total allowable release into Cooper Slough = 44.4 cfs **Total Anticipated release into Cooper Slough = 44.3 cfs Water Quality The ODP has determined that water quality and detention will be required for the development of the Site. Required "Water Quality Capture Volume ("WQCV") was calculated using equation 7-1 and Equation 7-2 from FCSCM. WQCV = a(0.9113- 1.191�+ 0.781) Where: WQCV = Water Quality Capture Volume, watershed inches a= Coefficient corresponding io WQCV drain time (Table 5.4-1) I = Imperviousness (%/100) Table 5.4-1. Drain Time Coefficients for WQCV Calculations Equation 7-1 Drain Time (hrs) Coefficient (a) 12 0.8 40 1.0 V = (WQ� �) Ax1. 2 Where: V= required volume, acre-ft A= tributary catchment area upstream, acres Equation 7-2 WQCV = Water Quality Capture Volume, watershed inches 1.2 = to account for the additional 20% of required storage for sedimentation accumulation Galloway & Company, Inc. Page 10 of 25 Bloom Filing 2 Final Drainage Report The final design for the water quality detention pond has a 40-hr drain time to allow for sedimentation to occur and can be found within the Filing 1 Final Drainage Report. LID Permanent BMP's have been designed to allow for runoff reduction throughout the site. The usage of bioretention and underground storage are the primary BMPs. Bioretention is to be placed in landscape areas to provide both infiltration and filtration for the minor storm events and flows greater than the water quality event will overtop into the outlet structure and be conveyed into the existing storm drain system. Calculations for required head to pass the 100-Year storm event through the Type-C Outlet "Bypass" has been included in Appendix C. Underground storage is to be placed in landscape areas to provide water storage and treatment. When storms greater than the water quality event occur, flows will overtop a weir located within the outlet manhole structure. Flows would exit and eventually flow to the existing EDB. The implementation of LID BMPs throughout the site has met the treatment of at least 75% of added impervious area, refer to Appendix C. Galloway & Company, Inc. Page 11 of 25 Bloom Filing 2 Final Drainage Report V. Drainage Design Criteria Directly Connected Impervious Area (DCIA) At this Final stage of the design process, we've developed a strategy for implementing `The Four-Step Process' for stormwater quality management. Each step is listed below and includes a brief narrative describing the implementation strategy. Step 1- Employ runoff reduction practices Developed runoff from the series of basins E14, E19, E26, and E27 will drain through multiple bio- retention drainage facilities and underground storage providing water quality prior to entering the off- site detention facilities. The proposed bio-retention facilities are to provide enough depth to capture WQCV volume of their respective basins. Both underground storage and bioretention are designed to allow infiltration of the 2-year storm event and will provide bypass in larger storm events. The design encourages settling of sediments, filtering, and infiltration. The UDFCD defines bio-retention is an "engineered, depressed landscape area designed to capture and filter or infiltrate the water quality capture volume (WQCV)." UDFCD defines underground BMP's as a means to "...capture and slow release of the WQCV and provide a level of treatment for targeted pollutants that is comparable to that of the surface-based BMPs..." The following table is a final calculation of the newly added impervious area and a breakdown of the total area treated by an EDB or an LID feature. Final Proposed Newly added Impervious Description Area, acres Imperviousness, % Area, acres Total F2 Site Area: 9.29 Basin E14+OS Basins: 3.2 —64% 2.1 Basin E19: 2.95 —70% 2.1 Basin E26+OS Basin: 2.4 �74% 1.8 Basin E27: 0.8 —55% 0.4 Treated Total: 9.29 Total: 6.32 acres 22% to EDB 1.5 acres 78% to LID 4.92 acres Galloway & Company, Inc. Page 12 of 25 Bloom Filing 2 Final Drainage Report Step 2- Implement BMPs that provide a Water Quality Capture Volume (WQCV) The developed runoff from the E14, E19, E26, and E27 basins will drain into an Extended Detention Basin (EDB). The UDFCD defines an Extended Detention Basin as "An engineered basin with an outlet structure designed to slowly release urban runoff over an extended time period to provide water quality benefits and control peak flows for frequently occurring storm events. The basins are sometimes called "dry ponds" because they are designed not to have a significant permanent pool of water remaining between storm runoff events. Outlet structures for extended detention basins are sized to control more frequently occurring storm events." Step 3 - Stabilize drainageways Measures have been implemented to protect the Cooper Slough receiving outflow from the off-site detention ponds from the Filing 1 development. Step 4- Implement site specific and other source control BMPS Site specific considerations such as material storage and other site operations are addressed in the Stormwater Management Plan (SWMP). The City Rainfall Intensity-Duration-Frequency Curves as depicted in the FCSCM are utilized as the source for all hydrologic computations associated with the development of the Site. The Rational Method has been utilized to calculate stormwater runoff for the proposed condition sub- basins within the Site. The coefficients tables along with frequency adjustment factors from FCSCM have been utilized in support of these calculations. Development Criteria Reference and Constraints The project must release at historic rates for each drainage basin, however due to the site being located on flat, farmland it has been determined that 0.2 cfs/acre would be a more appropriate release into the Cooper Slough. The 2 year historic release rate from the proposed basin delineation which includes Basin A, B, C, D, and E is 9.69 cfs. Instead of using the calculated 2 year historic, 0.2 cfs/acre is the methodology in determining maximum allowable release rate. This was calculated to be 25.8 cfs for the northern portion of the site and 44.4 cfs for total site. Pond D(Filing 1) and Future Pond A and Future Pond B will connect into Pond C which will release at a controlled rate of 21.6 cfs. Pond E(Filing 1) will flow south into the Peakview storm infrastructure that flows into the Cooper Slough at a rate of 11.4 cfs. Galloway & Company, Inc. Page 13 of 25 Bloom Filing 2 Final Drainage Report Hydrological Criteria For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable that the design storm runoff be analyzed using the Rational Method. The Rational Method is often used when only the peak flow rate or total volume of runoff is needed (e.g., storm sewer sizing or simple detention basin sizing). The Rational Method was used to estimate the peak flow at each design point. Routed calculations that aggregate the basins drainage to a specific design point are included in the Rational Method calculations in Appendix B. The Rational Method is based on the Rational Formula: Q = CiA Where: Q= the maximum rate of runoff, cfs C= a runoff coefficient that is the ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area i= average intensity of rainfall in inches per hour for a duration equal to the Time of Concentration (T�) A = area, acres The one-hour rainfall Intensity-Duration-Frequency tables for use with the Rational Method of runoff analysis are provided in Table 3.4-1 and Figure 3.4-1 (refer to Appendix B). The 2-year and 100-year storm events are the basis for the final drainage system design. The 2-year storm is considered the minor storm event. It has a fifty percent probability of exceedance during any given year. The 100-year storm is considered the major storm event. It has a one percent probability of exceedance during any given year. The 2-year drainage system, at a minimum, must be designed to transport runoff from the 2-year recurrence interval storm event with minimal disruption to the urban environment. The 100-year drainage system, as a Galloway & Company, Inc. Page 14 of 25 Bloom Filing 2 Final Drainage Report minimum, must be designed to convey runoff from the 100-year recurrence interval flood to minimize life hazards and health, damage to structures, and interruption to traffic and services. The final detention storage was determined in Filing 1 Final Drainage Report with EPA SWMM 5.1. Various input parameters were provided by Table 4.1-1 and Table 4.1.4. The total detention discharge is 31.8 cfs. Hydraulic Criteria Storm Drain Capacity Analysis The storm drain system hydraulic analysis was completed using Bentley StormCAD V8i. The overall analysis was originally completed apart of the Filing One final drainage report. This software routes flows through each system by looking at the longest upstream t� at the manhole, calculating the intensity and multiplying it by the upstream CA. The Filing One storm drain system was updated with Filing 2 flows to confirm that HGL's will remain below grade. Detailed output for each storm drain system analysis is included in Appendix D. Alley Capacity Analysis Each of the alley's were analyzed for conveyance of both the minor and major event. In the major event, flows must be contained within the alley extents and not extend outside the right-of-way. Calculations were completed using Bentley Flowmaster V8i. Detailed output for each alley is included in Appendix D. VI. EROSION AND SEDIMENT CONTROL MEASURES A General Permit for Stormwater Discharge Associated with Construction Activities issued by the Colorado Department of Public Health and Environment (CDPHE), Water Quality Control Division (WQCD), will be acquired for the site. A Stormwater Management Plan (SWMP) should be prepared to identity the Best Management Practices (BMPs) which, when implemented, will meet the requirements of said General Permit. Below is a summary of SWMP requirements which may be implemented on-site. The following temporary BMPs may be installed and maintained to control on-site erosion and prevent sediment from traveling off-site during construction: • Silt Fence — a woven synthetic fabric that filters runoff. The silt fence is a temporary barrier that is placed at the base of a disturbed area. Galloway & Company, Inc. Page 15 of 25 Bloom Filing 2 Final Drainage Report • Vehicle Tracking Control — a stabilized stone pad located at points of ingress and egress on a construction site. The stone pad is designed to reduce the amount of mud transported onto public roads by construction traffic. • Straw Wattles — wattles act as a sediment filter. They are a temporary BMP and require proper installation and maintenance to ensure their performance. • Inlet protection — Inlet protection will be used on all existing and proposed storm inlets to help prevent debris from entering the storm sewer system. Inlet protection generally consists of straw wattles or block and gravel filters. Construction Material 8� Equipment The contractor shall store all construction materials and equipment and shall provide maintenance and fueling of equipment in confined areas on-site from which runoff will be contained and filtered. Maintenance The temporary BMPs will be inspected by the contractor at a minimum of once every two weeks and after each significant storm event. The property owner will be responsible for routine and non-routine maintenance of the temporary BMPs. Routine maintenance includes: • Lawn mowing-maintain height of grass depending on aesthetic requirements. • Debris and litter removal-remove debris and litter to minimize outlet clogging and improve aesthetics as necessary. • Inspection of the facility-inspect the facility annually to ensure that it functions as initially intended. • Cleaning and repair of BMP's is required when sediment has built up or the BMP is not working properly. Galloway & Company, Inc. Page 16 of 25 Bloom Filing 2 Final Drainage Report VII. Conclusions Compliance with Standards The design presented in this drainage report for the Mulberry development has been prepared in accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria Manual. Variances No Variances are anticipated with Filing 2 development. Summary of Concepts The proposed storm drainage improvements should provide adequate protection for the developed site. The proposed drainage system for the site should not negatively impact the existing downstream storm drainage system. Galloway & Company, Inc. Page 17 of 25 Bloom Filing 2 Final Drainage Report VIII. References 1. Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, January 2016 (with current revisions). 2. Fort Collins Stormwater Criteria Manual (Addendum to the Urban Drainage Storm Drainage Criteria Manuals Volumes 1, 2, and 3), prepared by City of Fort Collins, Revised December 2018 3. Soil Map — Larimer County Area, Colorado as available through the Natural Resources Conservation Service National Cooperative Soil Survey web site via Web Soil Survey 2.0. Flood Insurance Rate Map — Larimer County, Colorado and Incorporated Areas Community Panel No. 08069C0982F, Effective December 19, 2006 and 08069C0984H, Effective May 2, 2012. 5. City of Fort Collins Upper Cooper Slough Basin Selected Plan of Improvements, Icon Engineering, Inc., February 2021. 6. Final Drainage Report for Peakview, United Civil Design Group, December 21, 2020. 7. Master Drainage Report for Mulberry, Galloway & Company, Inc., August 8, 2021 8. Final Drainage Report for Mulberry, Galloway & Company, Inc., January 14, 2022 Galloway & Company, Inc. Page 18 of 25 Bloom Filing 2 Final Drainage Report APPENDIX A Exhibits and Figures Galloway & Company, Inc. 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U U O Z = i� O� � � � � a Q � � c N � � � � ❑ !0 W � 1 Y� � 3 � m 0 a N N N � C � w_ a o � � � � a a � O v Q � � � ; � 0 C N O C O a p1 N y� >+ �p d a° o 0 0 � a� ¢ a m 'm c� v o z a� ¢ � � .� .� y 'p ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ '0 l �o � � N � � � ; � 0 C O � N N � � 0 0 ❑ o a° o 0 '¢ m'm c� c3 o z o� a a m m � i t) . � � ` � 0 0 ■ ■ l \ � t l � � O y �v N .� O O N N � � M N a. a m 2 � � � O > � � � � .�-� = m o � (� Q ,p O � U C 0 .� Z d � y � N 3� O C d O � � � y 7 N f�6 O Z U �II Hydrologic Soil Group—Larimer County Area, Colorado Hydrologic Soil Group Map unit symbol Map unit name 7 Ascalon sandy loam, 0 B to 3 percent slopes 8 Ascalon sandy loam, 3 B to 5 percent slopes 22 Caruso clay loam, 0 to 1 D percent slope 35 Fort Collins loam, 0 to 3 C percent slopes 36 Fort Collins loam, 3 to 5 C percent slopes 37 Fort Collins loam, 5 to 9 C percent slopes 40 Garrett loam, 0 to 1 B percent slopes 42 Gravel pits A 53 Kim loam, 1 to 3 percent B slopes 76 Nunn clay loam, wet, 1 C to 3 percent slopes 77 Otero sandy loam, 0 to 3 A percent slopes 81 Paoli fine sandy loam, 0 A to 1 percent slopes 94 Satanta loam, 0 to 1 C percent slopes 103 Stoneham loam, 5 to 9 B percent slopes Totals for Area of Interest Rating Acres in AOI 79.5 6.1 0.5 66.7 7.4 2.9 56.2 0.0 11.7 0.4 9.7 1.0 0.1 1.3 243.5 Percent of AOI 32.7% 2.5% 0.2% 27.4% 3.0% 1.2% 23.1 % 0.0% 4.8% 0.1 % 4.0% 0.4% 0.1 % 0.5% 100.0% USDn Natural Resources Web Soil Survey 3/18/2021 � Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Larimer County Area, Colorado Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. 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OIHER GflEAS AteaoftlndeterminedFloodHazartl_.�� . GENEPAL .11 Channel,CUlveRo�S�u�mSewe� SiAUCiURES �� Lwee,�iNe,orFlootlwall �� Cro555eatlonswlthl°hAnnualChdnae - ware.sumaceeie�auon a--�aa=�a�„a�se� —��—�� CaastalTransectBaseline —�—� ProtileBaseliiie NytlrngraPh�c Feriure �+�— BaseFlootlElevationLine(BF� OiHER M �� imilotSWdy FFAiUHES lurisdlction Bountlary NOTES TO USERS SCALE N11 ch=500fee[ P eJm �V W 1a8,000 o soo i,ono z,000 feel o izs zso sooe�e�s PANELLOCATOR � � I� � 0 W a w � U (��,- � � C � 0 � L.L fC c O N c9 z NATIONAL fL000 MSURANCE PROGRAM LNRIMERCOUNTY COLOPADO Pa�+c�984o�1420 ��e': COMMIINIIY NUMBEF PANEL 5 PRlil.l�111.ARY 1/26/2021 v[k5iorv2 6RE6 08069C0989J MqP PEVISEo Bloom Filing 2 Final Drainage Report APPENDIX B Master Plan and Peakview Excerpts COUNTRY CLUB � Exisnng 24-in CUNen N. Poutlrz Reservoir Na. 6 1 RESERVE Capalty = 2'Icfs Add 8-inch Iron Sill Plate fi DEVELOPMENT �� Splllway a � = 547 cis .�.��r .�„ ..._��a., >-�� COOPERSLOUGHWATERSHED 5=679AF j ' "' - � "-� - ' � MaxWSE=5t632' P�� Praposed Sod Farm Pond 5= �64AF : MavWSE=5033.2ft "' �,-'� Benn along southem end at 5037.0 ft WATER'S EDGE m '- - — - DEVELOPMENT Sod Farm olverslon \ � diverted = 752 c(s P�\\ �SO� Sod Farm Pond Outlet Plpe Inta No. B Outlet �itch . 3b" RCP wlth a 33.6" Orif�ce � �=SJcfs u I — I�r"i � \ MONTAVA � � DEVELOPMENT � �Mountaln Vista Olve � rsion y Fram No9 Outl2t DRch �- ' tt _ w �� '. 0„ Mauntain Vista Dlversian z �; �� 9�fs �AayBeC�onveyedln � j,� : Open Gh nnel or Pipe thraugh � o --'�� ; � Monfava Development u cv ., � u \ o \ . G,RG{NIRY CLL�O RD � '� ' � ' �"' '^�"��—�� Montava Swale 0 \�\. Q = 778 cfs 1 � ; 1 ,Q . ' � _ � U, � � - 2 �"� = � Assume Full �evelopment � ��_��_,��_�� W� ofABLandswith900yr-> —U, ` � F�--. 2yr Detention (On-Site) � � O GulvertCrassing - j3) �0'x3' RCBc i 1 O�. I �= 886cfs � `,.�s��r�.�w��rt�awNtruau4�4��dS�:ra.:++.. _ , MTVISTAANDTIMBERLWEROAD ProposedC&S/Cmm6 MIXED-USED DEVELOPMENT Detention Pond (426) 0 �II S=t93AF , � WSE = 4987.0 ft i p �in = 903 cfs , � Proposetl C&S/ Crumb Outfal�s'. � ��\Q\ 42"RCPtoABPond=�02cf5 I� 3ft x 13.Sft RCBC to AB Pond 229 (3fi above Pontl inv) = 33� cfs �� Q �� °s Spill to Overflaw Pand = 112cfs ` � � Overflow Pond _ 5=20.3AF ' WSE = 49802 ft - � p� C]in = �12 cfs � `! DRYCREEKWATERSHED CanaiSpiilto�ryCreek q=0cfs E VINE DR :�'. . FC/n._ ". .,' w ♦ " �.; = .�. Cooper Slough Selected Plan (2021) CiCi'::!V"E �: ��:C��Ci °.�-4�91 f-'i"CllP��S Legend Q swale 4�� Montava Dev Boundary � Overtlow_Pond Waters Edge Dev Boundary � Pond_A Q Cooper Slough Basin Boundary �e�� C&S_Pond �e�'MtVista � AB_Pond ��_� Anheuser Busch Property �� CRUMB OUTLET ��(C�O�l\ � Sod Farm Pond --- Proposed_Channel ErGInEERInG 0 �i Proposed Culvert � 11 s` NewAO Pontl Outtall � OverflowFlume � Discharges'mto Cooper5laugh \ � = 304 cfs � I Overflow Pond Outtali � Into L&W Canal y j 40' RCP With a 44 4" Orifice Cam6lned Outiow From "'�—"' I Qaut = 103 cfs C&S/ Crumb and L&W Canal Spill � I � = 639 cfs 'If•,.' �.i � � ////�J�'*I Proposed E. Vlne Dr. CuNerts �,� !/ (3)9'x4'RCBC // Q=678cfs i� BIACK HOLLOW OUTFALL CHANNEL IMPftOVEMENTSFROM 2006 MASTER i�LAN NOT INCLUDED IN 2021 UPDATE I Pond A 5=82AF Max WSE = 5019.6 ft Qout = 778 cfs 'I �I I I ANHEUSER BUSCH (AB) • PLANT i � Remove Existing Flow SpillAt CSRR ._ . _ Provitle Open Ghannelta Convey -- --_ Flows on West Sitle of ftR o � �l ; ` I Q 1 / � �i 1 � i 1 � i � �� .��„e. �� Ex�istin9ABPond425 �li 5-4�AF Ma� WSE = 4983.5 i . Clin = 732 cfs • O � �� O � K w a O O U COUNTYROAD Channel and Bank Improvements along Cooper Slough � Proposed Channel _ Propored Ghannel � �`� _ �l �� P oposetl E. Mulberry St. Culverts FormaizeSpiliPram '� ' � (2)8'xi1'ftCBC lake Canal � ' ' o �050 cfs .: -• ----,\ �' a ■ ■ . __� '�. . � i s�■ SH 14 � ■ \� N . � '• Proposetl ailverts __ , , foriocal drainage � Propased(2)6'xtt'RCBC - w to Lake Canal � � - - � � � Proposed Channel . Proposed (3) 3'x15' RCBC /� -� __ -- to Box Elder Creek � under Lake Canal i �, � , . ' 0.5 ■ Miles % I � Existing AB 425 Pond Outiet Remains Cannected to L8W Canai � = 385 cfs CanalSpill � 0=421 cfs - OZOZ/L2I2L -�3lliW9f1531V� �ll4tA3llV� -NOj43NVd3ild � a _ �i 1 w� ��, , izu� 3ll�Obd'8 NF/ld W?JOlS �bti�b)d w U ,�$; � o a�d M�I/��ib'�d �,��a ` 5 4 S w Wo 6 � } z e d , s w i 3� � 3� � � „ w �.� 5 3 3 � � y € 8 8; � � � .. � � : 3 � a - s �I ! � i I �I�- �ol� a�m� .�7.z�� al�� Ti �' �� I� � _ � --- �� ' ��. �r � �' � � � \ \� n . / s` . � \ c�i a '� _ a .. ., % ob a a � � � d .;' " \ . - __ _ _ ' - _ � o � m : y '_.._ � �'q . � � �i.___... 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I I i.,. r � �. � � j. � `-�II� � �i � t° � / r - � � i� /-� �/ i� ; � �" j � � �i i 'I i ( ° �I i i i i � e€ j II �II i �� I � a i i , � ' i j j �� i �I� � � �� I � i� ��i / � � �i ! ia�. � � IIII �j � � I � �i I�r/ �l � � � � �i�� i �I� � i,� � I �� i � i I� i �,II�' I I i ii /'�, i i i , I i� I u�i .. ��i �d � i �Il�i �� I �I � � i u I i ri�,, � ;II �i11j I';IiI II ;� ;� _ � �� ,iu� ��i �� s� �, � ,� I = � � � � � � �� I W!� �i = ',I � _ , �� , � , — I ',�" �, 1_I ; u �� — 1__ µ . - , � � _� � , � _- . _ --�— � � � � , � _ � - -4�� ; _ _ -��;: �� -_ �y � _-_ _ FIELDS�RIVE ---"ly �. I /� �G;EEN � - il I.�i i I _ ___- /` '_ �-i � 1 \G» w � -,___ — ___ —._7.' lyl I V:' �/ �// �2 I, I iil � � .I,I,'� � 2 ��. � � L� � I li. I� I /�\ ao �a z oN a� �}r�iaoN F o � o� ; 3� §� _ _ � _ �� GSu h �_' w � � _ - - � �� - ; � — �... ,i� ....�..—r-�,�1,R Bloom Filing 2 Final Drainage Report APPENDIX C Hydrologic Calculations BASIN SUMMARY TABLE Tributary Area CZ C�oo tc � 2-Year tc � 100-Year Qz Q�oo Sub-basin (acres) (min) (min) (cfs) (cfs) E14.1 0.23 0.74 0.93 5.7 5.0 0.5 2.1 E14.2 0.23 0.67 0.84 5.0 5.0 0.4 1.9 E 14.3 0.59 0.83 1.00 5.0 5.0 1.4 5.9 E 14.4 0.09 0.47 0.59 5.1 5.0 0.1 0.5 E 14.5 0.12 0.62 0.77 5.0 5.0 0.2 0.9 E 14.6 0.75 0.66 0.83 6.0 5.0 1.4 6.2 E 14.7 0.30 0.76 0.95 8.0 6.5 0.6 2.7 E 14. 8 0.64 0. 64 0.80 5. 0 5.0 1.2 5.1 E14.9 0.14 0.15 0.19 5.0 5.0 0.1 0.3 E 19.1 0.30 0.84 1.00 5.0 5.0 0.7 3.0 E 19.2 0.50 0.69 0.86 5.4 5.0 1.0 4.3 E19.3 0.28 0.48 0.59 6.1 5.2 0.4 1.6 E 19.4 0.95 0.86 1.00 6.7 5.0 2.1 9.4 E 19.5 0.34 0.36 0.45 6.7 5.9 0.3 0.4 E19.6 0.32 0.65 0.81 5.9 5.0 0.6 2.6 E 19.7 0.26 0.83 1.00 5.0 5.0 0.6 2.6 E26.1 0.08 0.45 0.56 5.7 5.0 0.6 1.7 E26.2 0.20 0.71 0.89 7.0 5.6 0.6 11.4 E26.3 1.49 0.80 1.00 12.7 10.2 0.0 2.2 E26.4 0.27 0.68 0.85 7.2 5.5 0.1 2.6 E26.5 0.28 0.75 0.94 5.0 5.0 0.4 0.0 E27.1 0.28 0.52 0.65 6.5 5.4 0.0 2.2 E27.2 0.50 0.61 0.77 5.0 5.0 0.1 2.6 OS2 0.03 0.42 0.52 5.0 5.0 2.4 1.8 OS3 0.08 0.45 0.56 5.1 5.0 0.5 3.8 OS4 0.04 0.35 0.44 5.7 5.2 0.6 0.0 SITE TOTAL 9.29 D BASINS (TO DETENTION 0.28 - - 0.4 1.6 E BASINS (TO DETENTION 8.78 - - 14.8 68.6 TO LID 20 1.28 - - TO LID 21 1.81 - - TO LID 23 0.80 - - TO LID 24 0.28 - - TO LID 26 1.87 - - TO LID 27 0.20 - - TO LID 28 0.08 - - TO LID 29 0.28 - - TO LID 30 0.28 TO LID 31 0.50 - - H:\Hartford Homes\HFHLV0001.01 Tiinberline Vine Dr\3. 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J J_1 %' J J J J J_I J J J J_I J J J_l J J J J J J J J J_I J J J J J_I J � ZZZZZZZZZaZZZZZZZ ZZZQZZZZZZZZZZZZZZZZZZZZZ� — m — — _ _ _ — _ — _ _ LL _ _ _ — _ — ¢¢¢Qa¢¢¢¢Wa¢¢¢aaa ¢aQ�¢¢¢¢a¢¢¢a¢a¢¢aaa¢¢¢a¢� wwwwwwwww�wwwwwww www�wwwwwwwwwwwwwwwwwwwwwW K��KO��KK�� O��K��K�K��K� Q Q Q Q Q Q Q Q Q LL Q Q Q Q Q Q Q M Q Q Q— Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q z O O O � O O O � O � O O � � O O ��P O O � O O O � O O O O O O O � O 0 � O � O O O � O O �nv��n�n�n�ncn�n�n�n�ncn�n�n�n�n�n�nmv,�n�ncnv�v��n�ncn�n�n�n�n�n�n�n�n�n�n�ncn�nv��n�n V N(Dt�0001 �� NM V'N t9(�I��N("l ��N (D W�� V N(OI�00� CSddC3Cf0'ddOJ�JJJJJJX W W W`"N��r�m � � W W W W W-�-�-�->-�(b rrr-r-�r-F-F-r-r-rt-rr�F-r-rrr-r-r-r-r-F-�r-F-t-rrr-rrrrr-r-rr-r-r-r wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww� J J J_l ...I J J J J_I _I J J J J_I _I J J_I _I J J J J J_I J J J_I J_I J J_I _I _l J J J J J � Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z� Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q~ W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W � � � � � K � � K � fL [C � � � CL � � � � R � � � � K � � � K � � f1 � K � � � � � K � K Z a¢aaaaaaaaa¢a¢aaaa¢aaaaaaaaa¢aaaa¢¢aaa¢aaaa- 00000000000000000000000000000000000000000000 cncnmv�v��nv�cnv�v�v�v�v�v��nv�v�v��nv�v��n�nv�v�mv�cnv�v��nv��ncnv��nv��ncnmv�v��n�n � N M V�[] (0 I� N 01 O (V c� V�(O i� � O e- N a- N M V �(D I� ro m O � M V N(0 i� M V�f) (0 i� a- � � N N N N N N(V N(V ch M M V V Q' V' d' [Y V V V tn UJ tn N N tn tn Gp (p (O (D (O ro 0� do_dn.do_ddari.addo_an.adaaaadaddn.ri.adri.an.ddri.ao_ddaaad 7/31/23. 12:54 PM Scenario: 2 year Current Time Step: 0.000 h FlexTable: Manhole Table Label SD AREA INLET 110 SD AREA INLET 19 SD AREA INLET 18 SD AREA INLET 17 SD AREA INLET J3 SD AREA INLET 16 SD AREA INLET A6 SD AREA INLET A5 SD AREA INLET 15 SD AREA INLET 14 SD AREA INLET A4 SD AREA INLET 13 SD AREA INLET A3 SD AREA INLET J8 SD AREA INLET 12 SD AREA INLET W1 SD AREA INLET J7 SD AREA INLET 11 SD AREA INLET A2 SD AREA INLET T2 SD AREA INLET T1 SD AREA INLET A1 SD AREA INLET J6 SD AREA INLET Q7 SD AREA INLET R4 SD AREA INLET J5 SD AREA INLET R3 SD AREA INLET Q10 SD AREA INLET N3 SD AREA INLET J4 SD AREA INLET Q8 SD INLET B1 SD AREA INLET 03 SD AREA INLET R2 SD AREA INLET Q9 SD AREA INLET 02 SD AREA INLET N2 SD AREA INLET Q11 SD AREA INLET Q6 SD AREA INLET R1 SD AREA INLET Q12 SD AREA INLET Q2 SD AREA INLET Q5 SD AREA INLET Q1 SD HEADWALL C1 SD AREA INLET Q10.3 SD AREA INLET 01 SD AREA INLET M7 SD AREA INLET E8 SD AREA INLET M6 SD AREA INLET S7 SD AREA INLET M5 SD AREA INLET D4 SD AREA INLET E6 SD AREA INLET Q10.2 SD AREA INLET N1 SD AREA INLET S6 Elevation (Rim) (ft) 4,949.16 4,949.47 4,949.85 4,949.31 4,948.74 4,949.69 4,948.65 4,948.85 4,948.86 4,948.20 4,948.35 4, 949.59 4,948.40 4, 948.12 4,948.01 4,948.05 4,948.04 4,948.64 4,948.35 4, 947.93 4,947.81 4,948.51 4,948.02 4,947.52 4,947.56 4,947.98 4,948.31 4,947.11 4, 947.89 4,947.93 4,947.14 4,945.01 4,947.08 4,947.49 4,946.90 4,946.93 4,946.91 4,946.39 4,946.79 4,946.70 4,946.75 4,945.64 4,946.64 4,946.84 4,946.71 4,945.79 4,946.36 4,946.39 4,946.18 4,946.78 4,944.77 4,946.16 4,946.26 4,946.13 4,946.27 4,946.54 4,945.46 Elevation (Invert) (ft) 4,946.84 4,946.66 4, 946.48 4, 946.37 4, 944.97 4, 946.27 4, 946.44 4, 946.32 4,946.21 4,946.08 4, 946.13 4, 945.97 4,945.90 4,945.76 4,945.82 4, 945.92 4,945.69 4,945.58 4, 945.67 4,945.56 4,945.43 4,945.50 4,945.39 4, 944.32 4, 944.74 4,945.20 4, 944.66 4,944.59 4,943.85 4,945.04 4, 944.40 4,942.41 4, 944.43 4,944.59 4, 944.56 4, 943.60 4,943.63 4,944.68 4,944.25 4,943.29 4,944.82 4,943.67 4,944.12 4, 943.35 4,946.71 4, 943.66 4,942.77 4, 943.38 4, 942.64 4,943.31 4,942.75 4,943.24 4,946.26 4, 942.44 4,943.51 4,943.22 4, 942.60 Manhole Table-2yr.html Hydraulic Grade Line (In) (ft) 4, 946.94 4,946.88 4, 946.72 4, 946.64 4, 945.38 4, 946.58 4, 946.54 4, 946.46 4, 946.53 4, 946.48 4, 946.30 4,946.41 4, 946.09 4, 945.93 4, 946.19 4, 945.92 4,945.88 4,945.97 4,945.88 4, 945.78 4,945.70 4, 945.74 4, 945.62 4, 944.55 4, 944.87 4, 945.49 4, 944.84 4,944.79 4,943.98 4, 945.45 4, 944.61 4, 942.49 4, 944.51 4, 944.77 4, 944.75 4,943.71 4,943.82 4, 944.83 4, 944.48 4, 944.22 4, 944.92 4,944.16 4, 944.37 4,943.98 4,946.71 4, 943.75 4,942.92 4, 943.56 4,942.86 4, 943.53 4,943.30 4, 943.48 4,946.26 4,942.82 4, 943.63 4, 943.58 4, 943.29 Hydraulic Grade Line (Out) (ft) 4,946.93 4,946.87 4,946.71 4,946.64 4, 945.29 4,946.58 4,946.54 4, 946.46 4,946.53 4, 946.48 4,946.30 4,946.32 4,946.09 4,945.93 4,946.19 4, 945.92 4,945.88 4,945.97 4,945.87 4,945.78 4, 945.69 4,945.73 4, 945.62 4, 944.54 4,944.87 4,945.49 4,944.83 4,944.78 4,943.98 4,945.45 4, 944.60 4,942.49 4,944.51 4, 944.77 4,944.75 4,943.71 4,943.82 4,944.83 4,944.48 4, 944.22 4,944.92 4, 944.15 4,944,37 4,943.89 4,946.71 4,943.75 4,942.91 4,943.56 4,942.86 4,943.53 4,943.29 4,943.48 4, 946.26 4,942.82 4, 943.63 4,943.55 4,943.29 Energy Grade Line (In) �ft) 4,946.96 4,946.93 4,946.77 4,946.70 4, 945.46 4,946.64 4, 946.56 4,946.50 4,946.60 4,946.53 4,946.34 4,946.50 4, 946.15 4,945.95 4, 946.28 4, 945.92 4,945.93 4,946.08 4,945.94 4,945.81 4,945.79 4,945.81 4,945.68 4, 944.60 4,944.89 4,945.55 4, 944.87 4,944.82 4, 944.03 4,945.48 4,944,65 4,942.51 4,944.54 4,944.83 4, 944.79 4,943.75 4,943.89 4, 944.86 4, 944.54 4, 944.23 4,944.94 4,944.26 4, 944.43 4,944.14 4,946.71 4,943.77 4,942.96 4,943.58 4,942.90 4, 943.56 4,943.30 4,943.54 4,946.26 4,942.84 4,943.66 4,943.70 4,943.29 Energy Grade Line (Out) (ft) 4,946.95 4,946.91 4, 946.77 4, 946.70 4,945.38 4,946.64 4,946.56 4,946.49 4,946.60 4,946.53 4,946.34 4,946.41 4,946.14 4,945.95 4,946.28 4,945.92 4,945.93 4, 946.07 4, 945.94 4,945.81 4,945.77 4,945.80 4, 945.68 4, 944.59 4,944.89 4,945.54 4,944.87 4,944.81 4,944.03 4,945.48 4,944.65 4,942.51 4,944.54 4,944.83 4, 944.79 4,943.75 4,943.88 4,944.85 4,944.54 4, 944.22 4,944.94 4,944.25 4,944.43 4,944.06 4,946J1 4,943.77 4,942.96 4,943.58 4,942.90 4, 943.56 4,943.30 4,943.53 4,946.26 4,942.84 4, 943.66 4, 943.67 4,943.29 Headloss (ft) 0.01 0.02 0.00 0.00 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.03 0.00 file:///H:/H/Hartford Homes/CO Fort Collins HFH22 - Mulberry/OCIV/Drain Reports/Prop/Hydraulics/FDP_F2/StormCAD/Prints/Manhole Table-2yr.html 1/2 7/31/23. 12:54 PM SD AREA INLET M4 SD AREA INLET Q4 SD AREA INLET L8 SD AREA INLET Q10.1 SD AREA INLET DD 2 SD AREA INLET E5 SD AREA INLET Q3 SD AREA INLET M3 SD AREA INLET E2 SD HEADWALL D1 SD AREA INLET L7 SD AREA INLET E4 SD AREA INLET S4 SD AREA INLET E3 SD AREA INLET M2 SD AREA INLET L1 SD AREA INLET D1 SD AREA INLET U2 SD AREA INLET U4 SD AREA INLET V2 SD AREA INLET U3 SD AREA INLET V1 SD AREA INLET B1 SD AREA INLET S5 SD AREA INLET U1.3 SD AREA INLET U1.2 SD AREA INLET L6 SD AREA INLET U1.1 SD AREA INLET L5 SD AREA INLET L4 SD AREA INLET L3 SD AREA INLET U1 SD AREA INLET L2 SD AREA INLET G1 SD AREA INLET H1 SD AREA INLET P1 SD AREA INLET E1 SD AREA INLET L1.1 SD AREA INLET S1 SD AREA INLET S2 SD AREA INLET S3 SD AREA INLET S8 SD AREA INLET E9 SD AREA INLET E10 SD AREA INLET X1 SD AREA INLET 111 SD AREA INLET J2 SD AREA INLET J SD AREA INLET P2 SD FES P3 SD INLET M1 SD INLET M1.1 SD INLET C 4,945.94 4,946.33 4,945.48 4,945.89 4,947.25 4, 946.22 4,946.24 4,945.60 4,945.75 4,945.48 4,945.48 4,947.05 4,94529 4,945.92 4,945.32 4,944.85 4,946.29 4,945.45 4,945.31 4,944.64 4,945.39 4,944.64 4, 945.05 4,945.48 4,945.09 4,945.09 4,945.69 4,945.44 4,945.22 4,945.58 4,945.20 4,945.48 4,944.39 4,943.96 4,943.94 4,945.95 4,944.35 4,942.11 4,945.50 4, 944.99 4,945.19 4,945.01 4,946.14 4,946.34 4,944.75 4, 949.16 4, 947.11 4,946.71 4,944.51 4,943.64 4,945.13 4,945.29 4.945.55 4,943.11 4, 943.93 4,942.87 4,940.33 4,945.95 4, 942.30 4,943.82 4,942.93 4,941.73 4, 945.48 4,942.87 4,942.26 4,942.38 4,941.87 4,942.71 4,941.99 4, 941.15 4,941.37 4, 941.64 4,942.96 4,941.52 4,942.96 4,941.84 4,942.50 4,941.65 4,941.53 4,942.51 4,941.38 4, 942.36 4, 942.31 4,942.22 4,941.19 4,942.11 4,941.71 4,940.75 4,942.11 4,940.44 4,939.16 4,940.78 4,941.97 4,942.31 4,942.89 4,942.82 4,942.95 4,942.30 4,946.84 4, 944.58 4,942.88 4,942.88 4,943.64 4,940.95 4,941.56 4,941.69 Manhole Table-2yr.html 4, 943.40 4, 944.28 4, 942.97 4, 940.44 4, 946.13 4,942.82 4,944.25 4, 943.34 4, 942.34 4, 945.48 4,942.83 4,942.71 4,943.26 4, 942.48 4, 943.28 4,942.29 4, 941.26 4, 941.67 4, 941.79 4,943.25 4, 941.74 4, 943.16 4, 942.25 4, 943.28 4, 941.79 4, 941.75 4, 942.68 4, 941.67 4, 942.57 4, 942.53 4, 942.47 4, 941.56 4, 942.38 4, 941.74 4, 940.91 4, 942.38 4,941.04 4,939.35 4, 943.24 4,943.25 4,94326 4, 943.30 4,942.99 4, 943.08 4, 942.47 4, 946.97 4, 944.96 4, 944.26 4, 943.10 4, 943.64 4,943.25 4,943.27 4, 941.84 4, 943.40 4,944.27 4,942.97 4, 940.44 4,946.12 4,942.81 4,944.25 4,943.32 4,942.30 4, 945.48 4,942.82 4, 942.64 4,943.26 4,942.48 4,943.28 4,942.25 4,941.26 4,941.67 4,941.79 4,94325 4,941.71 4,943.16 4, 942.25 4,94328 4,941.79 4,941.72 4, 942.67 4,941.67 4,942.57 4,942.53 4,942.46 4,941.51 4,942.37 4,941.74 4,940.91 4,942.38 4,941.01 4,939.35 4,943.23 4,943.25 4,943.26 4,943.30 4,942.99 4,943.08 4,942.47 4,946.97 4, 944.94 4, 944.24 4, 943.09 4, 943.64 4,943.24 4,94327 4,941.84 4, 943.46 4, 944.31 4,942.99 4, 940.48 4, 946.19 4,942.83 4, 944.27 4,943.38 4,942.51 4, 945.48 4,942.83 4, 942.82 4,943.28 4, 942.56 4,943.31 4, 942.36 4,941.30 4,941.70 4,941.81 4,943.29 4,941.78 4,943.25 4, 942.42 4,943.29 4, 941, 82 4,941.78 4,942.71 4,941.70 4, 942.60 4,942.57 4,942.53 4,941.67 4, 942.43 4,941.75 4,940.95 4,942.48 4,941.23 4,939.40 4,943.24 4, 943.26 4,943.27 4,943.30 4,943.03 4,943.11 4,942.51 4,946.99 4,945.09 4, 944.29 4, 943.17 4, 943.64 4,943.27 4,943.27 4,941.89 4,943.46 4, 944.30 4,942.99 4,940.47 4,946.18 4,942.82 4,944.27 4,943.36 4,942.47 4,945.48 4,942.82 4,942.75 4,943.28 4,942.55 4,943.31 4, 942.32 4,941.30 4, 941.69 4,941.81 4,943.29 4,941.75 4,943.25 4,942.42 4,943.29 4,941.82 4,941.76 4,942.71 4,941.69 4, 942.60 4, 942.57 4,942.52 4,941.62 4,942.42 4,941.75 4,940.95 4,942.47 4,941.20 4,939.40 4,943.24 4,943.25 4,943.27 4,943.30 4,943.03 4,943.11 4,942.51 4, 946.99 4,945.07 4,944.26 4, 943.17 4, 943.64 4,943.26 4,943.27 4,941.89 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.03 0.04 0.00 0.01 0.07 0.00 0.01 0.00 0.04 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.01 0.05 0.01 0.00 0.00 0.01 0.03 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.00 0.00 0.01 0.00 0.00 H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\OCIV�Drain Reports\Prop\Hydraulics\FDP_F2\StormCAD\H FH022_StormCAD_F2_New.stsw file:///H:/H/Hartford Homes/CO Fort Collins HFH22 - Mulberry/OCIV/Drain Reports/Prop/Hydraulics/FDP_F2/StormCAD/Prints/Manhole Table-2yr.html 2/2 7/31/23. 12:56 PM Scenario: 2 year Current Time Step: 0.000 h FlexTable: Outfall Table Outfall Table-2yr.html Flow Elevation Elevation (User Elevation (Total Boundary Condition Label (Ground) �Rim) (ft) Out) Type Defined �ft� (cfs) Tailwater) (ft) 5D I OUTFALL 4,944.89 4,944.89 0.79 Free Outfall - SD R OUTFALL 4,947.98 4,947.98 0.24 User Defined Tailwater 4,944.22 SD O OUTFALL 4,947.08 4,947.08 0.11 Free Outfall - SD J OUTFALL 4,946.81 4,946.81 0.99 User Defined Tailwater 4,94422 SD N OUTFALL 4,946.26 4,946.26 0.63 User Defined Tailwater 4,943.23 SD Q OUTFALL 4,946.80 4,946.80 1.52 Free Outfall - SD M OUTFALL 4,945.29 4,945.29 0.98 User Defined Tailwater 4,943.23 SD P OUTFALL 4,943.19 4,943.19 0.41 Free Outfall - SD FOREBAY L 4,942.00 4,942.00 0.34 Free Outfall - SD U OUTFALL 4,940.00 4,940.00 0.55 Free Outfall - SD S OUTFALL 4,945.52 4,945.52 1.02 User Defined Tailwater 4,943.23 SD G CONNECTTO EXISTING 4,946.05 4,946.05 0.01 Free Outfall - S-63 4,947.07 4,947.07 0.19 Free Outfall - SDMH B CONNECT TO EXISTING 4,946.31 4,946.31 2.15 Free Outfall - SD D CONNECT TO EXISTING 4,942.92 4,942.92 0.09 Free Outfall - SD E CONNECT TO EXISTING 4,945.50 4,945.50 2.58 Free Outfall - SD H CONNECT TO EXISTING 4,945.83 4,945.83 0.22 Free Outfall - SD L1 OUTFALL 4,943.99 4,943.99 0.28 Free Outfall - SD A OUTFALL 4,947.92 4,947.92 0.05 Free Outfall - SD OUTFALL Q10.1A 4,947.25 4,947.25 0.10 Free Outfall - SD T OUTFALL 4,945.32 4,945.32 0.37 Free Outfall - SD W OUTFALL 4,948.05 4,948.05 0.00 Free Outfall - SD V OUTFALL 4,942.07 4,942.07 0.56 Free Outfall - SD FOREBAYA 4,945.42 4,945.42 0.28 Free Outfall - SD FOREBAY D 4,946.83 4,946.83 0.09 Free Outfall - SD DD HW 1 4,947.64 4,947.64 0.18 Free Outfall - SD FOREBAY C 4,945.76 4,945.76 0.13 Free Outfall - SD C OUTFA�L 4,945.70 4,945.70 0.13 Free Outfall - H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\OCIV�Drain Reports\Prop\Hyd raulics\FD P_F2\StormCAD\HFH022_StormCAD_F2_New. stsw file:///H:/H/Hartford Homes/CO Fort Collins HFH22 - 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M C V V V V V V � � N N N N N N N � � N N N N�� N N N N N N V N N�� N mmmmrnrnrnrnrnrnrnrnmmrnmmrnrnmmrnrnrnrnmrnmrnmmmmmrnrnmmmrnrnrn - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - vvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvvv � N M V N�� N M M N�� M�� N m m O N N M�� n� M�� W m O� M�� n . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . � Q Q� Q�� N N N N N N N N � � N N�� N�� N N N N N�� N�� N vvvvvvvvvvvvvvvvvvvvvvvvavvvvvvvvvvvvvvvvv mmmrnrnmmmrnmrnrnrnmrnrnrnmmmmrnrnrnrnmrnmrnrnmmrnrnmrnmmrnrnrnrn _ _ . . .. _ _ . _ . _ . _ .. _ _ . . .. .. _ . _ . _ vvvvvvvvvvvvvvvvvvv�vvvvvvvvvvvvvvvvvvvvvvv o� V N N r�� N M 7 N�� N M V � Q N�� m� V N N r� O�OOCJCJCJCiO JJJJJJJ W W W � NM V N�r � m � W W W W W�� F-I-F-F-'r H i-F J F-F F-F-I-H I- F-'r I- F- 4-F-F- F-I-I-F-F-F-H I-I-F-'r H F-F f-F-f W W W W W W W W W W W W W W W W W W J W W W W W W W W W W W W W W W W W W W W W J J J J J J J J� J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J J•- Z Z Z Z Z Z Z Z¢ Z Z Z Z Z Z Z Z Z Z Q Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z� m _ � — _ _ — _ �y _ — � _ _ aa¢¢aaa¢waaaaaaa aa¢�¢aaaaaaaaaaa¢aaaa¢aaa� wwwwwwww�wwwwwww www�wwwwwwwwwwwwwwwwwwwwwW �� K cCKO�a �� CCa'Oa ��cC�� a'��cC�cC ��CC�Z a¢¢¢aaa¢LL¢aaa¢¢¢�¢¢¢-¢aaa¢¢¢aaa¢¢¢¢aa¢¢¢aa- 000000a000000000Wa00000000000000000000000a❑ cnv�cn�n�ncncn�n�n�nv�cncn(n�nv��ncncn�n�n�nv�cncncncncnmcncncnw�n�ncncncn�n�nmcnm �fi(Of�NOI � a�-.�-�N [") V N(DI�I�� N M ��N(OOJO)� V�(Of�O�r Ci(iCJC'JOC7i1C1JJ_IJJJJJX W W W=N m��C� �== W W W W W��»�(n r-rr-r-�r-r-r-rrrt-rrrrr-r-�r-F-F-�r-rrrrt-rr-rrr-r-�r-F-r-t-rr wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww� _l J J J...I J J J J J_I J_I J J J_I _l _I J J J J_I _I J J J J_I _I J J J_l ...I J J J J_I _I � Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z� _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ a¢¢¢¢aa¢¢¢a¢a¢¢¢¢aa¢¢¢aaa¢¢¢¢aa¢¢¢aaa¢¢¢aa� wwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww�' � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � � J Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q= � � O O O � � O O O O O O O � � � � O O O O � � O O O O O � 0 � � O � O � O O O � O a � � � � � � � � � � � � � � � � � � � N � � � � � � � � � � � � � � � � � � � � � � � NM V'�fl(01� OJmO�N�`J V N(DI��Oa-N�-N M d'�(Of� W mOe-M V'�(pi� CJ V'�fJ(On.-Ql �(V N N N N N N N N(`� M M Q V [i' [h V V V V' V' tfl iC N��fJ tn � CO (O t0 (D (D � m addaao_n.adari.an.ddaao_addddn.aadadaadadadddo:ari.da 7/31/23. 12:55 PM Scenario: 100 year Current Time Step: 0.000 h FlexTable: Manhole Table Label SD AREA INLET 110 SD AREA INLET 19 SD AREA INLET 18 SD AREA INLET 17 SD AREA INLET J3 SD AREA INLET 16 SD AREA INLET A6 SD AREA INLET A5 SD AREA INLET 15 SD AREA INLET 14 SD AREA INLET A4 SD AREA INLET 13 SD AREA INLET A3 SD AREA INLET J8 SD AREA INLET 12 SD AREA INLET W1 SD AREA INLET J7 SD AREA INLET 11 SD AREA INLET A2 SD AREA INLET T2 SD AREA INLET T1 SD AREA INLET A1 SD AREA INLET J6 SD AREA INLET Q7 SD AREA INLET R4 SD AREA INLET J5 SD AREA INLET R3 SD AREA INLET Q10 SD AREA INLET N3 SD AREA INLET J4 SD AREA INLET Q8 SD INLET B1 SD AREA INLET 03 SD AREA INLET R2 SD AREA INLET Q9 SD AREA INLET 02 SD AREA INLET N2 SD AREA INLET Q11 SD AREA INLET Q6 SD AREA INLET R1 SD AREA INLET Q12 SD AREA INLET Q2 SD AREA INLET Q5 SD AREA INLET Q1 SD HEADWALL C1 SD AREA INLET Q10.3 SD AREA INLET 01 SD AREA INLET M7 SD AREA INLET E8 SD AREA INLET M6 SD AREA INLET S7 SD AREA INLET M5 SD AREA INLET D4 SD AREA INLET E6 SD AREA INLET Q10.2 SD AREA INLET N1 SD AREA INLET S6 Elevation (Rim) (ft) 4,949.16 4,949.47 4,949.85 4,949.31 4,948.74 4,949.69 4,948.65 4,948.85 4,948.86 4,948.20 4,948.35 4, 949.59 4,948.40 4, 948.12 4,948.01 4,948.05 4,948.04 4,948.64 4,948.35 4, 947.93 4,947.81 4,948.51 4,948.02 4,947.52 4,947.56 4,947.98 4,948.31 4,947.11 4, 947.89 4,947.93 4,947.14 4,945.01 4,947.08 4,947.49 4,946.90 4,946.93 4,946.91 4,946.39 4,946.79 4,946.70 4,946.75 4,945.64 4,946.64 4,946.84 4,946.71 4,945.79 4,946.36 4,946.39 4,946.18 4,946.78 4,944.77 4,946.16 4,946.26 4,946.13 4,946.27 4,946.54 4,945.46 Elevation (Invert) (ft) 4,946.84 4,946.66 4, 946.48 4, 946.37 4, 944.97 4, 946.27 4, 946.44 4, 946.32 4,946.21 4,946.08 4, 946.13 4, 945.97 4,945.90 4,945.76 4,945.82 4, 945.92 4,945.69 4,945.58 4, 945.67 4,945.56 4,945.43 4,945.50 4,945.39 4, 944.32 4, 944.74 4,945.20 4, 944.66 4,944.59 4,943.85 4,945.04 4, 944.40 4,942.41 4, 944.43 4,944.59 4, 944.56 4, 943.60 4,943.63 4,944.68 4,944.25 4,943.29 4,944.82 4,943.67 4,944.12 4, 943.35 4,946.71 4, 943.66 4,942.77 4, 943.38 4, 942.64 4,943.31 4,942.75 4,943.24 4,946.26 4, 942.44 4,943.51 4,943.22 4, 942.60 Manhole Table-100yr.html Hydraulic Grade Line (In) (ft) 4, 947.68 4, 947.66 4, 947.60 4, 947.56 4, 946.49 4, 947.49 4, 946.69 4, 946.61 4, 947.43 4, 947.30 4, 946.49 4, 947.15 4, 946.32 4, 946.88 4,946.70 4, 945.92 4, 946.86 4,945.71 4,946.20 4, 946.23 4, 946.07 4, 946.06 4, 946.80 4,945.87 4, 945.15 4, 946.72 4,945.11 4, 945.92 4, 944.44 4, 946.60 4,945.89 4,945.01 4, 944.60 4, 944.98 4, 945.91 4, 943.85 4, 944.42 4,945.92 4,945.85 4, 944.31 4, 945.93 4, 945.47 4, 945.82 4,944.91 4,946.71 4,943.85 4, 943.09 4, 945.28 4, 946.08 4, 945.27 4, 944.40 4, 945.23 4, 946.26 4, 946.06 4,943.78 4, 944.08 4, 944.28 Hydraulic Grade Line (Out) (ft) 4, 947.68 4,947.65 4,947.60 4,947.55 4,946.23 4,947.48 4,946.69 4, 946.61 4,947.42 4,947.29 4,946.48 4, 946.90 4,946.31 4, 946.88 4,946.68 4, 945.92 4, 946.86 4, 946.46 4,946.19 4,946.23 4,946.03 4,946.01 4,946.80 4,945.87 4, 945.15 4,946.71 4,945.10 4,945.91 4, 944.44 4,946.59 4,945.89 4,945.01 4, 944.60 4, 944.97 4,945.91 4,943.84 4, 944.42 4,945.92 4,945.85 4, 944.26 4,945.93 4, 945.45 4,945.82 4, 944.64 4,946.71 4,943.85 4,943.07 4, 945.28 4, 946.08 4, 945.26 4,944.37 4,945.23 4, 946.26 4, 946.06 4, 943.77 4,943.95 4,944.27 Energy Grade Line (In) �ft) 4,947.69 4,947.68 4, 947.64 4,947.61 4, 946.63 4,947.56 4,946.73 4,946.70 4,947.52 4, 947.42 4,946.60 4,947.31 4, 946.45 4,946.88 4,946.91 4, 945.92 4,946.88 4,945.92 4,946.30 4,946.27 4,946.25 4, 946.22 4,946.84 4,945.89 4, 945.16 4,946.78 4, 945.15 4,945.92 4, 944.46 4,946.69 4,945,90 4,945.01 4, 944.66 4, 945.13 4,945.92 4,943.93 4, 944.45 4,945.93 4,945.88 4,944.34 4,945.93 4,945.81 4,945.85 4,945.27 4,946.71 4,943.89 4,943.20 4,945.29 4,946.09 4,945.28 4, 944.44 4,945.27 4,946.26 4,946.08 4,943.84 4, 944.42 4,944.36 Energy Grade Line (Out) (ft) 4,947.69 4,947.67 4, 947.63 4,947.60 4, 946.37 4,947.55 4,946.73 4,946.70 4,947.51 4,947.41 4,946.60 4,947.06 4,946.44 4,946.88 4,946.90 4,945.92 4,946.88 4, 946.68 4, 946.30 4, 946.27 4,946.21 4, 946.17 4,946.83 4,945.89 4,945.16 4,946J7 4,945.15 4,945.92 4,944.46 4,946.68 4,945.90 4,945.01 4,944.66 4,945.12 4,945.92 4,943.93 4, 944.45 4,945.93 4,945.88 4, 944.29 4,945.93 4,945.79 4,945.85 4,945.00 4,946J1 4,943.89 4,943.17 4,945.29 4,946.09 4,945.28 4, 944.41 4,945.27 4,946.26 4, 946.08 4,943.83 4, 944.29 4,944.36 Headloss (ft) 0.01 0.02 0.00 0.00 0.25 0.01 0.00 0.00 0.01 0.01 0.00 0.25 0.01 0.00 0.01 0.00 0.00 -0.75 0.01 0.00 0.04 0.05 0.00 0.00 0.00 0.01 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.05 0.00 0.02 0.00 0.27 0.00 0.00 0.03 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.01 0.13 0.01 file:///H:/H/Hartford Homes/CO Fort Collins HFH22 - Mulberry/OCIV/Drain Reports/Prop/Hydraulics/FDP_F2/StormCAD/Prints/Manhole Table-100yr.html 1/2 7/31/23. 12:55 PM SD AREA INLET M4 SD AREA INLET Q4 SD AREA INLET L8 SD AREA INLET Q10.1 SD AREA INLET DD 2 SD AREA INLET E5 SD AREA INLET Q3 SD AREA INLET M3 SD AREA INLET E2 SD HEADWALL D1 SD AREA INLET L7 SD AREA INLET E4 SD AREA INLET S4 SD AREA INLET E3 SD AREA INLET M2 SD AREA INLET L1 SD AREA INLET D1 SD AREA INLET U2 SD AREA INLET U4 SD AREA INLET V2 SD AREA INLET U3 SD AREA INLET V1 SD AREA INLET B1 SD AREA INLET S5 SD AREA INLET U1.3 SD AREA INLET U1.2 SD AREA INLET L6 SD AREA INLET U1.1 SD AREA INLET L5 SD AREA INLET L4 SD AREA INLET L3 SD AREA INLET U1 SD AREA INLET L2 SD AREA INLET G1 SD AREA INLET H1 SD AREA INLET P1 SD AREA INLET E1 SD AREA INLET L1.1 SD AREA INLET S1 SD AREA INLET S2 SD AREA INLET S3 SD AREA INLET S8 SD AREA INLET E9 SD AREA INLET E10 SD AREA INLET X1 SD AREA INLET 111 SD AREA INLET J2 SD AREA INLET J SD AREA INLET P2 SD FES P3 SD INLET M1 SD INLET M1.1 SD INLET C 4,945.94 4,946.33 4,945.48 4,945.89 4,947.25 4, 946.22 4,946.24 4,945.60 4,945.75 4,945.48 4,945.48 4,947.05 4,94529 4,945.92 4,945.32 4,944.85 4,946.29 4,945.45 4,945.31 4,944.64 4,945.39 4,944.64 4, 945.05 4,945.48 4,945.09 4,945.09 4,945.69 4,945.44 4,945.22 4,945.58 4,945.20 4,945.48 4,944.39 4,943.96 4,943.94 4,945.95 4,944.35 4,942.11 4,945.50 4, 944.99 4,945.19 4,945.01 4,946.14 4,946.34 4,944.75 4, 949.16 4, 947.11 4,946.71 4,944.51 4,943.64 4,945.13 4,945.29 4.945.55 4,943.11 4, 943.93 4,942.87 4,940.33 4,945.95 4, 942.30 4,943.82 4,942.93 4,941.73 4, 945.48 4,942.87 4,942.26 4,942.38 4,941.87 4,942.71 4,941.99 4, 941.15 4,941.37 4, 941.64 4,942.96 4,941.52 4,942.96 4,941.84 4,942.50 4,941.65 4,941.53 4,942.51 4,941.38 4, 942.36 4, 942.31 4,942.22 4,941.19 4,942.11 4,941.71 4,940.75 4,942.11 4,940.44 4,939.16 4,940.78 4,941.97 4,942.31 4,942.89 4,942.82 4,942.95 4,942.30 4,946.84 4, 944.58 4,942.88 4,942.88 4,943.64 4,940.95 4,941.56 4,941.69 Manhole Table-100yr.html 4,945.16 4, 945.76 4, 943.15 4, 940.57 4, 946.34 4,946.03 4,945.68 4,945.02 4, 945.12 4, 945.48 4,943.12 4, 945.96 4,943.86 4, 945.52 4, 944.63 4,942.72 4, 946.00 4,942.38 4, 942.45 4,943.85 4, 942.43 4,943.65 4,945.05 4,944.13 4, 942.45 4, 942.43 4, 943.07 4,942.38 4, 943.04 4, 943.01 4, 942.96 4, 942.06 4,942.89 4, 943.96 4, 943.94 4, 942.72 4, 944.26 4,942.11 4,943.33 4,943.57 4,943.67 4, 944.44 4,946.10 4, 946.10 4, 944.75 4, 947.69 4, 945.66 4, 945.06 4, 943.36 4, 943.64 4, 943.60 4, 944.10 4, 945.16 4,945.73 4,943.15 4,940.56 4,946.33 4,946.03 4,945.68 4,944.91 4,944.95 4, 945.48 4, 943.10 4,945.84 4,943.83 4,945.49 4, 944.61 4,942.58 4, 946.00 4,942.37 4, 942.45 4,943.85 4, 942.41 4,943.64 4, 945.05 4,944.11 4, 942.45 4,942.41 4,943.06 4,942.38 4, 943.03 4,943.00 4, 942.94 4,941.87 4,942.87 4, 943.96 4,943.94 4,942.70 4,944,35 4,942.11 4,943.24 4,943.54 4,943.77 4, 944.44 4, 946.10 4, 946.10 4,944.75 4,947.69 4, 945.60 4,944.60 4, 943.35 4, 943.64 4,943.36 4,944.10 4, 945.55 4, 945.23 4,945.80 4, 943.18 4,940.65 4,946.48 4,946.06 4,945.73 4, 945.13 4,945.57 4, 945.48 4, 943.15 4,946.05 4, 944.12 4, 945.76 4,944.83 4,942.90 4,946.00 4, 942.41 4,942.45 4,943.89 4,942.45 4,943.85 4, 945.18 4, 944.29 4,942,45 4,942.45 4, 943.10 4,942.41 4,943.07 4,943.06 4,943.03 4,942.36 4,942.97 4,943.96 4, 943.94 4,942.96 4, 944.49 4,942.11 4,943.44 4, 943.68 4,943.83 4, 944.44 4, 946.10 4,946.11 4,944.75 4, 947.69 4,945.95 4,945.58 4,943.54 4, 943.64 4, 944.12 4,944.12 4,945.56 4,945.22 4,945.76 4,943.18 4,940.65 4,946.48 4,946.06 4,945J3 4,945.01 4,945.41 4,945.48 4,943.13 4,945.93 4, 944.10 4, 945.72 4,944.81 4,942.76 4,946.00 4, 942.40 4,942.45 4,943.89 4,942.42 4,943.84 4,945.18 4,944.27 4,942.45 4,942.42 4, 943.10 4,942.40 4,943.07 4,943.05 4,943.01 4,942.17 4,942.95 4, 943.96 4,943.94 4,942.94 4,944.58 4,942.11 4,943.34 4,943.65 4,943.93 4,944.44 4,946.10 4,946.11 4, 944.75 4, 947.69 4,945.89 4,945.12 4,943.53 4, 943.64 4,943.87 4,944.12 4,945.56 0.01 0.04 0.00 0.00 0.01 0.00 0.00 0.12 0.17 0.00 0.02 0.12 0.02 0.04 0.02 0.14 0.00 0.00 0.00 0.00 0.02 0.01 0.00 0.02 0.00 0.02 0.00 0.00 0.00 0.00 0.02 0.19 0.02 0.00 0.00 0.02 -0.09 0.00 0.09 0.03 -0.10 0.00 0.00 0.00 0.00 0.00 0.06 0.46 0.01 0.00 0.24 0.00 0.00 H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\OCIV�Drain Reports\Prop\Hydraulics\FDP_F2\StormCAD\H FH022_StormCAD_F2_New.stsw file:///H:/H/Hartford Homes/CO Fort Collins HFH22 - Mulberry/OCIV/Drain Reports/Prop/Hydraulics/FDP_F2/StormCAD/Prints/Manhole Table-100yr.html 2/2 7/31/23. 12:56 PM Scenario: 100 year Current Time Step: 0.000 h FlexTable: Outfall Table Outfall Table-100yr.html Flow Elevation Elevation (User Elevation (Total Boundary Condition Label (Ground) �Rim) (ft) Out) Type Defined �ft� (cfs) Tailwater) (ft) 5D I OUTFALL 4,944.89 4,944.89 3.37 Free Outfall - SD R OUTFALL 4,947.98 4,947.98 1.11 User Defined Tailwater 4,944.22 SD O OUTFALL 4,947.08 4,947.08 0.51 Free Outfall - SD J OUTFALL 4,946.81 4,946.81 4.28 User Defined Tailwater 4,94422 SD N OUTFALL 4,946.26 4,946.26 2.87 User Defined Tailwater 4,943.23 SD Q OUTFALL 4,946.80 4,946.80 5.33 Free Outfall - SD M OUTFALL 4,945.29 4,945.29 4.50 User Defined Tailwater 4,943.23 SD P OUTFALL 4,943.19 4,943.19 1.86 Free Outfall - SD FOREBAY L 4,942.00 4,942.00 1.61 Free Outfall - SD U OUTFALL 4,940.00 4,940.00 2.43 Free Outfall - SD S OUTFALL 4,945.52 4,945.52 4.60 User Defined Tailwater 4,943.23 SD G CONNECT TO EXISTING 4,946.05 4,946.05 0.01 User Defined Tailwater 4,945.43 S-63 4,947.07 4,947.07 0.81 User Defined Tailwater 4,948.08 SDMH B CONNECT TO EXISTING 4,946.31 4,946.31 9.08 User Defined Tailwater 4,947.84 SD D CONNECT TO EXISTING 4,942.92 4,942.92 0.42 User Defined Tailwater 4,946.00 SD E CONNECT TO EXISTING 4,945.50 4,945.50 12.11 User Defined Tailwater 4,945.00 SD H CONNECT TO EXISTING 4,945.83 4,945.83 0.98 User Defined Tailwater 4,945.31 SD L1 OUTFALL 4,943.99 4,943.99 1.23 User Defined Tailwater 4,944.86 SD A OUTFALL 4,947.92 4,947.92 0.21 User Defined Tailwater 4,947.09 SD OUTFALL Q10.1A 4,947.25 4,947.25 0.48 Free Outfall - SD T OUTFALL 4,945.32 4,945.32 1.66 Free Outfall - SD W OUTFALL 4,948.05 4,948.05 0.00 Free Outfall - SD V OUTFALL 4,942.07 4,942.07 2.47 Free Outfall - SD FOREBAYA 4,945.42 4,945.42 1.29 Free Outfall - SD FOREBAY D 4,946.83 4,946.83 0.42 User Defined Tailwater 4,946.03 SD DD HW 1 4,947.64 4,947.64 0.84 User Defined Tailwater 4,946.03 SD FOREBAY C 4,945.76 4,945.76 0.59 User Defined Tailwater 4,945.62 SD C OUTFA�L 4,945.70 4,945.70 0.58 User Defined Tailwater 4,947.00 H:\H\Hartford Homes\CO Fort Collins HFH22 - Mulberry\OCIV�Drain Reports\Prop\Hyd raulics\FD P_F2\StormCAD\HFH022_StormCAD_F2_New. stsw file:///H:/H/Hartford Homes/CO Fort Collins HFH22 - Mulberry/OCIV/Drain Reports/Prop/Hydraulics/FDP_F2/StormCAD/Prints/Outfall Table-100yr.html 1/1 � 0 N � O � � � L , O � � � a Z G W Z LL W 0 � W � � � N T � O ¢ � � C N CC T C C ~ U ~ � C � � � U � � cn a z � V � H �L i.�� V m m Z U � a� s L G7 R 3 �' � � � v n �' °� ai O C a (!1 J Cn J � � C C � N � � C C v N f�6 f�6 > > � � O O D U — � 'v � � � L ,O o � � N O L C = O a� C v� N f 0 O � U � � o a N O C = � O O � a � � O � W Q J � U .� U MHFD-Inlet �ersion 5.01 A ri/ 20Z1 � � � : � � � � � � � � � • � . � • (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Bloom F2 Inlet ID: SD INLET M1.1 - DP14.6 � T�x T „ I � T. T� �" W I T. q � STREEf � f�i�;�,�: CROWN f � _� _� mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) rt of Curb at Gutter Flow Line nce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and 0.020) Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm < boxes are not applicable in SUMP conditions STORM Allowable Capacity is based on Depth Giterion STORM Allowable Capacity is based on Depth Giterion TBAIX - S.S R SBPCK — O.OZO ft/ft �aacK = 0.013 Hcuas = 6.00 inches Tcaowry = 26.0 k W = 2.00 ft Sx = 0.020 ft/ft Sw = 0.083 ft/ft So = 0.000 ft/R �sraeer = 0.016 Minor Storm Ma�or Storm Tnnx = 26.0 26.0 ft dM� = 6.0 7.3 inches Minor Storm Ma�or Storm Qaiia„,=�UMP SUMP cfs HFH22 MHFD-Inlet v5.01 F2.xlsm, SD INLET M1.1 - DP14.6 4/26/2023, 10:47 AM � • �• � � � � MHFD-Inlet, l/ersion 5.01 (April 2021) �Lo (C)� H-Curb H-Vert Wo Wp W Lo (G) CDOTType R Curb Opening �e of Inlet :al Depression (additional to continuous gutter depression 'a' from above) mber of Unit Inlets (Grate or Curb Opening) iter Depth at Flowline (outside of local depression) :h of a Unit Grate i of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) �ing Factor for a Single Grate (typical value 0.50 - OJO) � Weir Coefficient (typical value 2.15 - 3.60) � Orifice Coefficient (typical value 0.60 - 0.80) of a Unit Curb Opening of Vertical Curb Opening in Inches of Curb Orifice Throat in Inches le of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 2 feet) iging Factor for a Single Curb Opening (typical value 0.10) � Opening Weir Coefficient (typical value 2.3-3.7) � Opening Orifce Coefficient (typical value 0.60 - OJO) Type = CDOT T e R Curb O enin aio�a� = 3.00 inches No = 1 Ponding Depth = 6.0 7,3 Override Depms MINOR MA]OR Lo (G) = N/A feet Wa = N/A feet A,ae��o = N/A Cf(G) = N/A N/A Cw (G) = N/A �a ��) = N/A MINOR MAJOR La (C) = 5.00 feet H„e,t = 6.00 inches H,n,oa� = 6.00 inches Theta = 63.40 degrees WP = 2.00 feet Cf(C) = 0.10 0.10 Cµ, (C) = 3.60 �o (�) _ i for Grate Midwidth i for Curb Opening Weir Equa[ion �ination Inlet Performance Reduction Factor for Long Inlets Opening Performance Reduction Factor for Long Inlets �d Inlet Performance Reduction Factor for Long Inlets Inlet Interception Capaciry (assumes clogged condition) MINOR MA]OR d�,�re = N/A N/A ft dc�,b = 033 0.44 ft RF�omb�,�a,;o� = 0.77 0.94 RF��,b = 1.00 1.00 RF�„te = N/A N/A MINOR MAJOR cfs HFH22 MHFD-Inlet v5.01 F2.xlsm, SD INLET M1.1 - DP14.6 4/26/2023, 10:47 AM MHFD-Inlet �ersion 5.01 A ri/ 20Z1 � � � : � � � � � � � � � • � . � • (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) Project: Bloom F2 Inlet ID: SD INLET J- DP19.7 T T T, T� Swc- W I T. STREEf ,,, p, caow,u 3 - � �� o �/ mum Allowable Width for Spread Behind Curb Slope Behind Curb (leave blank for no conveyance credit behind curb) iing's Roughness Behind Curb (typically between 0.012 and 0.020) rt of Curb at Gutter Flow Line nce from Curb Face to Street Crown Width Transverse Slope Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft) Longitudinal Slope - Enter 0 for sump condition ig's Roughness for Street Section (typically between 0.012 and 0.020) Allowable Spread for Minor & Major Storm Allowable Depth at Gutter Flowline for Minor & Major Storm < boxes are not applicable in SUMP conditions STORM Allowable Capacity is based on Depth Giterion STORM Allowable Capacity is based on Depth Giterion TBAIX - S.S R SBPCK — O.OZO ft/ft �aacK = 0.013 Hcuas = 6.00 inches Tcaowry = 26.0 k W = 2.00 ft Sx = 0.020 ft/ft Sw = 0.083 ft/ft So = 0.000 ft/R �sraeer = 0.016 Minor Storm Ma�or Storm Tnnx = 26.0 26.0 ft dM� = 6.0 7.3 inches Minor Storm Ma�or Storm Qaiia„,=�UMP SUMP cfs HFH22 MHFD-Inlet v5.01 F2.xlsm, SD INLET J- DP19.7 4/26/2023, 10:47 AM � • �• � � � � MHFD-Inlet, l/ersion 5.01 (April 2021) �Lo (C)� H-Curb H-Vert Wo Wp W Lo (G) CDOT Type R Curb Opening �e of Inlet :al Depression (additional to continuous gutter depression 'a' from above) mber of Unit Inlets (Grate or Curb Opening) iter Depth at Flowline (outside of local depression) :h of a Unit Grate i of a Unit Grate Opening Ratio for a Grate (typical values 0.15-0.90) �ing Factor for a Single Grate (typical value 0.50 - OJO) � Weir Coefficient (typical value 2.15 - 3.60) � Orifice Coefficient (typical value 0.60 - 0.80) of a Unit Curb Opening of Vertical Curb Opening in Inches of Curb Orifice Throat in Inches le of Throat (see USDCM Figure ST-5) Width for Depression Pan (typically the gutter width of 2 feet) iging Factor for a Single Curb Opening (typical value 0.10) � Opening Weir Coefficient (typical value 2.3-3.7) � Opening Orifce Coefficient (typical value 0.60 - OJO) i for Grate Midwidth i for Curb Opening Weir Equa[ion �ination Inlet Performance Reduction Factor for Long Inlets Opening Performance Reduction Factor for Long Inlets �d Inlet Performance Reduction Factor for Long Inlets Inlet Interception Capaciry (assumes clogged condition) Type = CDOT T e R Curb O enin aio�a� = 3.00 inches No = 1 Ponding Depth = 6.0 7,3 �� Override Depths MINOR MA]OR Lo (G) = N/A feet Wa = N/A feet A,ae��o = N/A Cf(G) = N/A N/A Cw (G) = N/A �a ��) = N/A MINOR MAJOR La (C) = 5.00 feet H„e,t = 6.00 inches H,n,oa� = 6.00 inches Theta = 63.40 degrees WP = 2.00 feet Cf(C) = 0.10 0.10 Cµ, (C) = 3.60 �o (�) _ MINOR MA]OR d�,�re = N/A N/A ft dc�,b = 033 0.44 ft RF�omb�,�a,;o� = 0.77 0.94 RF��,b = 1.00 1.00 RF�„te = N/A N/A MINOR MAJOR cfs HFH22 MHFD-Inlet v5.01 F2.xlsm, SD INLET J- DP19.7 4/26/2023, 10:47 AM � R � U A �.+ U R Q � U a C N R � i � 0 � fV .i.� N R Q O A z �� / ��. !�/ � . i a � a � /., �, � ? , vrR / � � — _I �� U O � � Q � C6 U�� U � � � .� ii - � .� � �� .�. . .—. :. . ..:, — . _. .. ... I O O O O O O O O O !� �- e- �- O O O O O (S�� /�}I�2dB� 0 � 0 0 � 0 � 0 0 0 � � 0 0 O tD 0 0 � 1l7 � O y x � O � 0 � u-i M 0 0 � N O O N O ll"1 O O O �l') O O O O O 0 rn � N N N � M � � � N �� O O � f/� a ;. _ � 1/J � � � rt � � m � r o -� � � M U ��m � � N N (UO � 0 � N a N � � > v �IQo°' � � � C � O � � � � � � � Q 0 O � T z �'�O � � Location: LID 23 Grate: CDO �'i y�;� C�n;; Close N'lesh Grale Number of Grates: 1 Length: 2.92 ft Width: 2.92 ft Number of Sides: 1 Grate Area: 8.53 sq ft Open Area Ratio: 0.70 Open Area: 6.0 sq ft Clogging factor: 50% n: 35% Weir Length, L 0.00 ft Open Area, A 6.0 sq ft Stage, �d 0.20 ft Weir Calculation: w/Flow Coefficient, Cd Qw - ��nCdL(2g)��ZH3iZ Cd 0.�6 w/Coefficients Qw = CwLH3i2 Cw and Co Cw 2.60 *per UDCFD *per UDCFD Orifice Calculation: Qo = �/anCdBL(2gH)��z Cd 0.96 Qo =nCoBL(2gH)��2 Co 0.64 *per UDCFD *per UDCFD Coefficient Cd Coefficients Cw and Co Water Depth, d Elevation QW_iN��r Qo-iN�Er Inflow QW.iN�ET Qo-iN��r Inflow ft ft cfs cfs cfs cfs cfs cfs 0.00 5436.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 5436.20 1.41 6.85 1.41 2.04 6.85 2.04 0.40 5436.40 3.98 9.69 3.98 5.76 9.69 5.76 0.60 5436.60 7.32 11.87 7.32 10.59 11.87 10.59 0.80 5436.80 11.26 13.71 11.26 16.30 13.71 13.71 1.00 5437.00 15.74 15.33 1533 22.78 15.33 15.33 1.20 5437.20 20.69 16.79 16.79 29.94 16.79 16.79 1.40 5437.40 26.07 18.14 18.14 37.73 18.14 18.14 1.60 5437.60 31.86 19.39 19.39 46.10 19.39 19.39 1.80 5437.80 38.01 20.56 20.56 55.00 20.56 20.56 2.00 5438.00 44.52 21.68 21.68 64.42 21.68 21.68 2.20 5438.20 51.36 22.73 22.73 74.32 22.73 22.73 2.40 5438.40 58.52 23.74 23.74 84.68 23.74 23.74 2.60 5438.60 65.99 24.71 24.71 95.49 24.71 24.71 2.80 5438.80 73.75 25.65 25.65 106.71 25.65 25.65 3.00 5439.00 81.79 26.55 26.55 118.35 26.55 26.55 90.0 80.0 70.0 ,� 60.0 T � 5�.� A a � 40.0 v � 30.0 20.0 10.0 0.0 � 0.00 n Qw-INLET • Qo-INLET -Inflow 2 = 5.87 cfs Catalog Dimensions 36.00 in �,� in 0.50 1.00 1.50 2.00 2.50 3.00 3.50 Depth of Flow, ft Location: LID 24 Grate: CDOT Type C w/Close �Mcsh Grai:e Number of Grates: 7 Length: 2.92 ft Width: 2.92 ft Number of Sides: ] Grate Area: 8.53 sq ft Open Area Ratio: 0.70 Open Area: 6.0 sq ft Clogging factor. 50% � n: 35% Weir Length, L 0.00 ft Open Area, A 6.0 sq ft Stage, 4d 0.20 ft Weir Calculation: w/Flow Coefficient, Cd Qw - z�nCdL(2g)��ZH3iZ Cd D.96 w/Coefficients qw = CwLH3i2 Cw and Co Cw Z.60 *per UDCFD *per UDCFD Orifice Calculation: Qo = 2/nCdBL(2gH)v2 Cd 0.96 Qo =nCoBL(2gH)��2 Ca 0.64 *per UDCFD *per UDCFD Coefficient C� Coefficients Cw and Co Water Depth, d Elevation QW_iN�ET Qo-iN�Er Inflow QW_iN�Er QQ-iN«r Inflow ft ft cfs cfs cfs cfs cfs cfs 0.00 5436.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 5436.20 1.41 6.85 1.41 2.04 6.85 2.04 Q 0.40 5436.40 3.98 9.69 3.98 5.76 9.69 5.76 0.60 5436.60 7.32 11.87 7.32 10.59 11.87 10.59 0.80 5436.80 11.26 13.71 11.26 16.30 13.71 13.71 1.00 5437.00 15.74 15.33 15.33 22.78 15.33 15.33 1.20 5437.20 20.69 16.79 16.79 29.94 16.79 16.79 1.40 5437.40 26.07 18.14 18.14 37.73 18.14 18.14 1.60 5437.60 31.86 19.39 19.39 46.10 19.39 19.39 1.80 5437.80 38.01 20.56 20.56 55.00 20.56 20.56 2.00 5438.00 44.52 21.68 21.68 64.42 21.68 21.68 2.20 5438.20 51.36 22.73 22.73 7432 22.73 22.73 2.40 5438.40 58.52 23.74 23.74 84.68 23.74 23.74 2.60 5438.60 65.99 24.71 24.71 95.49 24.71 24.71 2.80 5438.80 73.75 25.65 25.65 106.71 25.65 25.65 3.00 5439.00 81.79 26.55 26.55 118.35 26.55 26.55 90.0 80.0 70.0 ,� 60.0 i. � 50.0 m a u 40.0 a � 30.0 20.0 10.0 0.0 0.00 ❑ Qw-INLET • Qo-INLET -Inflow = 139 cfs Catalog Dimensions ;6.00 in �S Oi7 in 0.50 1.00 1.50 2.00 2.50 3.00 3.50 Depth of Flow, ft Location: LID 27 Grate: CDOi 'i y�;� C�n;; Close P✓'lesh G� ale Number of Grates: 1 Length: 2.92 ft Width: 2.92 ft Number of Sides: 1 Grate Area: 8.53 sq ft Open Area Ratio: 0.70 Open Area: 6.0 sq ft Clogging factor: 50% n: 35% Weir Length, L 0.00 ft Open Area, A 6.0 sq ft Stage, �d 0.20 ft Weir Calculation: w/Flow Coefficient, Cd Qw - ��nCdL(2g)��ZH3iZ Cd 0.�6 w/Coefficients Qw = CwLH3i2 Cw and Co Cw 2.60 *per UDCFD *per UDCFD Orifice Calculation: Qo = �/anCdBL(2gH)��z Cd 0.96 Qo =nCoBL(2gH)��2 Co 0.64 *per UDCFD *per UDCFD Coefficient Cd Coefficients Cw and Co Water Depth, d Elevation QW_iN��r Qo-iN�Er Inflow QW.iN�ET Qo-iN��r Inflow ft ft cfs cfs cfs cfs cfs cfs 0.00 5436.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 5436.20 1.41 6.85 1.41 2.04 6.85 2.04 Q 0.40 5436.40 3.98 9.69 3.98 5.76 9.69 5.76 0.60 5436.60 7.32 11.87 7.32 10.59 11.87 10.59 0.80 5436.80 11.26 13.71 11.26 16.30 13.71 13.71 1.00 5437.00 15.74 15.33 1533 22.78 1533 15.33 1.20 5437.20 20.69 16.79 16.79 29.94 16.79 16.79 1.40 5437.40 26.07 18.14 18.14 37.73 18.14 18.14 1.60 5437.60 31.86 19.39 19.39 46.10 19.39 19.39 1.80 5437.80 38.01 20.56 20.56 55.00 20.56 20.56 2.00 5438.00 44.52 21.68 21.68 64.42 21.68 21.68 2.20 5438.20 51.36 22.73 22.73 74.32 22.73 22.73 2.40 5438.40 58.52 23.74 23.74 84.68 23.74 23.74 2.60 5438.60 65.99 24.71 24.71 95.49 24.71 24.71 2.80 5438.80 73.75 25.65 25.65 106.71 25.65 25.65 3.00 5439.00 81.79 26.55 26.55 118.35 26.55 26.55 90.0 80.0 70.0 ,� 60.0 T � 5�.� A a � 40.0 v � 30.0 20.0 10.0 0.0 � 0.00 ❑ Qw-INLET • Qo-INLET -Inflow = 1.56 cfs Catalog Dimensions 36.00 in �,� in 0.50 1.00 1.50 2.00 2.50 3.00 3.50 Depth of Flow, ft Location: LID 28 Gfate: CI�Oi'iy�;�C�n;;Clos� P✓'leshGrale Number of Grates: 1 Length: 2.92 ft Width: 2.92 ft Number of Sides: 1 Grate Area: 8.53 sq ft Open Area Ratio: 0.70 Open Area: 6.0 sq ft Clogging factor: 50% n: 35% Weir Length, L 0.00 ft Open Area, A 6.0 sq ft Stage, �d 0.20 ft Weir Calculation: w/Flow Coefficient, Cd Qw - ��nCdL(2g)��ZH3iZ Cd 0.�6 w/Coefficients Qw = CwLH3i2 Cw and Co Cw 2.60 *per UDCFD *per UDCFD Orifice Calculation: Qo = �/anCdBL(2gH)��z Cd 0.96 Qo =nCoBL(2gH)��2 Co 0.64 *per UDCFD *per UDCFD Coefficient Cd Coefficients Cw and Co Water Depth, d Elevation QW_iN��r Qo-iN�Er Inflow QW.iN�ET Qo-iN��r Inflow ft ft cfs cfs cfs cfs cfs cfs 0.00 5436.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 5436.20 1.41 6.85 1.41 2.04 6.85 2.04 Q 0.40 5436.40 3.98 9.69 3.98 5.76 9.69 5.76 0.60 5436.60 7.32 11.87 7.32 10.59 11.87 10.59 0.80 5436.80 11.26 13.71 11.26 16.30 13.71 13.71 1.00 5437.00 15.74 15.33 1533 22.78 1533 15.33 1.20 5437.20 20.69 16.79 16.79 29.94 16.79 16.79 1.40 5437.40 26.07 18.14 18.14 37.73 18.14 18.14 1.60 5437.60 31.86 19.39 19.39 46.10 19.39 19.39 1.80 5437.80 38.01 20.56 20.56 55.00 20.56 20.56 2.00 5438.00 44.52 21.68 21.68 64.42 21.68 21.68 2.20 5438.20 51.36 22.73 22.73 74.32 22.73 22.73 2.40 5438.40 58.52 23.74 23.74 84.68 23.74 23.74 2.60 5438.60 65.99 24.71 24.71 95.49 24.71 24.71 2.80 5438.80 73.75 25.65 25.65 106.71 25.65 25.65 3.00 5439.00 81.79 26.55 26.55 118.35 26.55 26.55 90.0 80.0 70.0 ,� 60.0 T � 5�.� A a � 40.0 v � 30.0 20.0 10.0 0.0 � 0.00 ❑ Qw-INLET • Qo-INLET -Inflow = 1.12 cfs Catalog Dimensions 36.00 in �,� in 0.50 1.00 1.50 2.00 2.50 3.00 3.50 Depth of Flow, ft Location: LID 30 Grate: CDO �'i y�;� C�n;; Close N'lesh Grale Number of Grates: 1 Length: 2.92 ft Width: 2.92 ft Number of Sides: 1 Grate Area: 8.53 sq ft Open Area Ratio: 0.70 Open Area: 6.0 sq ft Clogging factor: 50% n: 35% Weir Length, L 0.00 ft Open Area, A 6.0 sq ft Stage, �d 0.20 ft Weir Calculation: w/Flow Coefficient, Cd Qw - ��nCdL(2g)��ZH3iZ Cd 0.�6 w/Coefficients Qw = CwLH3i2 Cw and Co Cw 2.60 *per UDCFD *per UDCFD Orifice Calculation: Qo = �/anCdBL(2gH)��z Cd 0.96 Qo =nCoBL(2gH)��2 Co 0.64 *per UDCFD *per UDCFD Coefficient Cd Coefficients Cw and Co Water Depth, d Elevation QW_iN��r Qo-iN�Er Inflow QW.iN�ET Qo-iN��r Inflow ft ft cfs cfs cfs cfs cfs cfs 0.00 5436.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 5436.20 1.41 6.85 1.41 2.04 6.85 2.04 Q 0.40 5436.40 3.98 9.69 3.98 5.76 9.69 5.76 0.60 5436.60 7.32 11.87 7.32 10.59 11.87 10.59 0.80 5436.80 11.26 13.71 11.26 16.30 13.71 13.71 1.00 5437.00 15.74 15.33 1533 22.78 1533 15.33 1.20 5437.20 20.69 16.79 16.79 29.94 16.79 16.79 1.40 5437.40 26.07 18.14 18.14 37.73 18.14 18.14 1.60 5437.60 31.86 19.39 19.39 46.10 19.39 19.39 1.80 5437.80 38.01 20.56 20.56 55.00 20.56 20.56 2.00 5438.00 44.52 21.68 21.68 64.42 21.68 21.68 2.20 5438.20 51.36 22.73 22.73 74.32 22.73 22.73 2.40 5438.40 58.52 23.74 23.74 84.68 23.74 23.74 2.60 5438.60 65.99 24.71 24.71 95.49 24.71 24.71 2.80 5438.80 73.75 25.65 25.65 106.71 25.65 25.65 3.00 5439.00 81.79 26.55 26.55 118.35 26.55 26.55 90.0 80.0 70.0 ,� 60.0 T � 5�.� A a � 40.0 v � 30.0 20.0 10.0 0.0 I 0.00 ❑ Qw-INLET • Qo-INLET -Inflow = 0.22 cfs Catalog Dimensions 36.00 in 36 00 in 0.50 1.00 1.50 2.00 2.50 3.00 3.50 Depth of Flow, ft Location: LID 31 Grate: CDO �'i y�;� C�n;; Close M1esPi Grale Number of Grates: 1 Length: 2.92 ft Width: 2.92 ft Number of Sides: 1 Grate Area: 8.53 sq ft Open Area Ratio: 0.70 Open Area: 6.0 sq ft Clogging factor: 50% n: 35% Weir Length, L 0.00 ft Open Area, A 6.0 sq ft Stage, �d 0.20 ft Weir Calculation: w/Flow Coefficient, Cd Qw - ��nCdL(2g)��ZH3iZ Cd 0.�6 w/Coefficients Qw = CwLH3i2 Cw and Co Cw 2.60 *per UDCFD *per UDCFD Orifice Calculation: Qo = �/anCdBL(2gH)��z Cd 0.96 Qo =nCoBL(2gH)��2 Co 0.64 *per UDCFD *per UDCFD Coefficient Cd Coefficients Cw and Co Water Depth, d Elevation QW_iN��r Qo-iN�Er Inflow QW.iN�ET Qo-iN��r Inflow ft ft cfs cfs cfs cfs cfs cfs 0.00 5436.00 0.00 0.00 0.00 0.00 0.00 0.00 0.20 5436.20 1.41 6.85 1.41 2.04 6.85 2.04 0.40 5436.40 3.98 9.69 3.98 5.76 9.69 5.76 0.60 5436.60 7.32 11.87 7.32 10.59 11.87 10.59 0.80 5436.80 11.26 13.71 11.26 16.30 13.71 13.71 1.00 5437.00 15.74 15.33 1533 22.78 1533 15.33 1.20 5437.20 20.69 16.79 16.79 29.94 16.79 16.79 1.40 5437.40 26.07 18.14 18.14 37.73 18.14 18.14 1.60 5437.60 31.86 19.39 19.39 46.10 19.39 19.39 1.80 5437.80 38.01 20.56 20.56 55.00 20.56 20.56 2.00 5438.00 44.52 21.68 21.68 64.42 21.68 21.68 2.20 5438.20 51.36 22.73 22.73 74.32 22.73 22.73 2.40 5438.40 58.52 23.74 23.74 84.68 23.74 23.74 2.60 5438.60 65.99 24.71 24.71 95.49 24.71 24.71 2.80 5438.80 73.75 25.65 25.65 106.71 25.65 25.65 3.00 5439.00 81.79 26.55 26.55 118.35 26.55 26.55 90.0 80.0 70.0 ,� 60.0 T � 5�.� A a � 40.0 v � 30.0 20.0 10.0 0.0 � 0.00 ❑ Qw-INLET • Qo-INLET -Inflow � = 5.31 cfs Catalog Dimensions 36.00 in �,� in 0.50 1.00 1.50 2.00 2.50 3.00 3.50 Depth of Flow, ft Bloom Filing 2 Final Drainage Report LID Calculations � ,� _- oo'sNmoolao� = I I I I I I I I I I I I I I � - �/- ` O '/ 2o ys � V b'Y/�i��1 �O ov c�c��,�j' 8 � �� d'y y, S1191HX3 � I � I I � I I � I I � I I � ;; 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L1 p L1 i! � i! L1 � � � bp pp O O bp O O O O O r .F, N N N 00 00 � 00 00 00 00 C� � � W ++ �� i i � i i i i i i � � � � � M� � I� 00 Ol O c-I I— � W 3 �� N N� N N N M�'�'f � � � � � C L � �N N N � m N Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 20 (Tributary E74.1, E14.2, E14.3, E14.4, E14.9) 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 67.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.670 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 021 watershed inches (WQCV= 0.8' (0.91' i3- 1.19 ` iz+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 55,756 sq ft E) Water Quality Capt�re Volume (WQCV) Design Volume VWo�� = 974 cu ft Vol = (WQCV / 12) ` Area F) ForWatershedsOutsideoftheDenverRegion,Depthof d6=0in Required volume for Average Runoff Producing Storm underground storage G) For Watersheds Outside of the Denver Region, VWQcvorHeR =0cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWpCV USER —�cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� =�9 in B) Rain Garde� Side Slopes (Z = 4 min., horiz. dist per unit verlical) Z= 4.00 ft / ft (Use "0" if rain garden has veriical walls) C) Mimimum Flat Surface Area AM;� = 747 sq ft D) Actual Flat Surtace Area AA�uai = 1500 sq ft E) Area at Design Depth (Top Surtace Area) AmP = 1800 sq ft F) Rain Garden Total Volume VT= 1,238 cu ft (ur= ��AroP' %aa�mai) / 2) * Depth) 3. Growing Media Choose One OO 18" Rain Garden 6rowing Media O Other (Fxplain): 4. Underdrain System Choose One A) Are underdrains provided? OO vES O NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 125.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1,2 = 974 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 5/16 in LESS TFIAN MINIMUM. USE DIAMETER OF 318" HFH22 UD-BMP v3.07 LID 20.xlsm, RG 4/26/2023, 10:25 AM Project: REV1 Bloom Filing 2: LID 20 //� ChamberModel- 5�740 StormTech ` Units- Im erial Numher of Chambers - 9 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4941.20 ft Amount of Stone Above Chambers- 6 in Amount of Stone Below Chambers- 6 in Area of system - 527 sf Min. Area - 304 sf min. area StormTech SC-740 Cumulative Storage Volumes Height of Incremental Single Incremental Incremenial Incremen[aI Ch Cumulative System Chamber Total Chamber Stone 8 St Chamber Elevafion (inches) (cubic teet) (cubic leet) (cubic feet) (cubic feet) (cubic feet) (teeq 42 0.00 OA� 17.57 17.57 985.93 4944.70 41 0.00 0.00 17.57 1l.57 968.37 4944.62 40 0 00 0.�0 17.57 17.57 950.80 4944.53 39 0.00 0.00 17.57 17.57 933 23 4944.45 38 0.00 0.�0 77.57 17.57 915.67 4944.37 37 0.00 0.00 17.57 17.57 898.10 4944.28 36 0.05 0.49 17.37 17,86 880.53 494420 35 0.16 1.47 7698 18.45 862.67 4944.12 34 028 2.54 16.55 19.09 844.22 4944.03 33 0.60 5.44 15.39 20.83 825.14 4943.95 32 0.80 Z22 14.68 2190 804.31 4943.87 31 0 95 8.56 14.14 22.70 782.41 4943.78 30 1.07 9.67 13.70 23.37 759 71 4943.70 29 7.18 10.62 73.32 23.94 736.34 4943.62 28 1.27 71.39 13.01 24.40 712.40 4943.53 27 1.36 1220 12.69 24.88 688.00 4943.45 26 7.45 13.09 72.33 25.42 663.72 4943.37 25 1.52 13.72 12.08 25.80 637.70 4943.28 24 1.58 14.24 71.87 26.11 611.90 494320 23 1.64 14.78 11.65 26.43 585.79 4943.12 22 1.70 15.30 11.45 26.74 559.35 4943.03 21 775 1578 7126 27.03 532.61 4942.95 20 1.80 1623 11.08 27.30 505.57 4942.87 19 7.85 76.69 70.89 27.58 4762I 4942.78 18 7.89 17.04 7075 2779 450.69 4�J4270 17 1.93 17.41 10.60 28.07 422.90 4942.62 16 1.97 17.77 10.46 28.23 394.89 4942.53 15 2.01 78.09 70.33 28.42 366.66 4942.45 14 2.04 18.40 70.20 28.67 338,24 4942.37 13 2.07 78.67 10.10 28.77 309.63 494228 12 2.10 18.94 9.99 28.93 280.86 494220 11 2.13 79.19 9.89 29.08 251.92 4942.72 10 2.15 19.38 9.81 29.20 222.84 4�J42.03 9 2.18 79.59 9.73 29.32 193.65 4941.95 8 2.20 19.79 9.65 29.44 164.32 4941.87 7 221 19.87 9.62 29.49 134.89 494L78 6 0.00 0.00 77.57 17.57 105.40 4941.70 5 0.00 0.00 17.57 17.57 87.83 4941.62 4 0.00 0.00 17.57 17.57 7027 4941.53 3 0.00 0,00 77.57 17,57 52.70 4941.45 2 0.00 0.00 77.57 17.57 35.13 4�J41.37 1 0.00 0,00 17.57 17.57 17.57 4941.28 ❑p ma�ee aenm�e� s�o�e �o camwne�o�: ❑ Click for Stage Ai'ea Data ❑ Cllck to Invert Strge Area Dab Gick Here for Metric Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 21 (Tributary E74.5, E14.6) 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 65.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.650 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 020 watershed inches (WQCV= 0.8' (0.91' i3- 1.19 ` iz+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 78,844 sq ft E) WaterQualityCapt�reVolume(WQCV)DesignVolume VWocv= 1,336 ft Required volume for Vol = (WQCV / 12) ` Area underground storage F) For Watersheds Outside of the Denver Region, Depth of d6 =0 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR =0cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWpCV USER -�cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWocv = 10 in B) Rain Garde� Side Slopes (Z = 4 min., horiz. dist per unit verlical) Z= 4.00 ft / ft (Use "0" if rain garden has veriical walls) C) Mimimum Flat Surface Area AM;� = 1025 sq ft D) Actual Flat Surtace Area AA�uai = 1607 sq ft E) Area at Design Depth (Top Surtace Area) AmP = 1800 sq ft F) Rain Garden Total Volume VT= 1,420 cu ft (ur= ��AroP' %aa�mai) / 2) * Depth) 3. Growing Media Choose One OO 18" Rain Garden 6rowing Media O Other (Fxplain): 4. Underdrain System Choose One A) Are underdrains provided? OO vES O NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 125.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1,2= 1,336 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 3/8 in HFH22 UD-BMP v3.07 LID 21.xlsm, RG 4/26/2023, 10:23 AM Project: REV1 Bloom Filing 2: LID 21 //� ChamberModel- 5�740 StormTech ` Units- Im erial Numher of Chambers - 13 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4940.23 ft Amount of Stone Above Chambers- 6 in Amount of Stone Below Chambers- 6 in Area of system - 704 sf Min. Area - 439 sf min. area StormTech SC-740 Cumulative Storage Volumes Height of Incremental Single Incremental Incremenial Incremen[aI Ch Cumulative System Chamber Total Chamber Stone 8 St Chamber Elevafion (inches) (cubic teet) (cubic leet) (cubic feet) (oubic feet) (cubic feet) (teeq 42 0.00 0.0� 2347 23.47 1344.02 4943.73 41 0.00 0.00 23.47 23.47 1320.55 4943.65 40 0 00 0.�0 23.47 23.47 1297.08 4943.56 39 0.00 0.00 23.47 23.47 1273.62 4943.48 38 0.00 0.�0 23.47 23.47 1250.15 4943.40 37 0.00 0.00 23.47 23.47 7226.68 4943.37 36 0.05 071 23.18 23.90 120322 494323 35 0.16 2J2 22.62 2474 7779.32 4943.15 34 028 3.67 22 00 25.67 7154.58 4943.06 33 0.60 7.85 20.33 28.18 1128.92 4942.98 32 0.80 10.42 19.30 29.72 110074 4942.90 31 0 95 12.36 18.52 30.88 1071.02 4942.81 30 1.07 13.97 17.88 31.85 1040.14 4942.73 29 7.18 75.35 77.33 32.67 7008.29 4942.65 28 1.27 76.45 16.89 33.34 975.62 4942.56 27 1.36 17.62 16.42 34.04 94228 4942.48 26 7.45 18.90 7591 34.87 90824 4942.40 25 1.52 19.82 15.54 35.36 873.43 4942.31 24 1.58 20.57 15.24 35.81 838.07 494223 23 1.64 21.35 14.93 36.28 802.26 4942.15 22 170 22.09 14.63 3672 765.99 4942.06 21 7.75 22.79 14.35 37.14 72926 4941.98 20 1.80 23.44 14.09 37.53 692.13 4941.90 19 7.85 24.11 13.82 37.94 654.60 4941.87 18 1.89 24.61 13.62 3823 616.66 4�J41.73 17 1.93 25.14 13.41 38.55 578.43 4941.65 16 1.97 25.67 13.20 38.87 539.88 4941.56 15 2.01 26.13 73.02 39.14 501.00 4941.48 14 2.04 26.58 72.83 39,42 461.86 4941.40 13 2.07 26.97 72.68 39.65 422.44 4941.37 12 2.10 27.36 72.52 39,88 382.79 494123 11 2.13 2�.71 12.38 40.D9 342.91 4941.75 10 2.15 28.00 7227 40.27 302.87 4�J41.06 9 2.18 28.30 12.15 40.45 262.55 4940.98 8 2.20 28.58 12.04 40.67 222.10 4940.90 7 2.21 28.70 77.99 40.68 181.48 4940.81 6 0.00 0.00 23.47 23,47 140.80 4940.73 5 0.00 0.00 23.47 23.47 117.33 4940.65 4 0.00 0.00 23.47 23.47 93.87 4940.56 3 0.00 0,00 23.47 23.47 70.40 4940.48 2 0.00 0.00 23.47 23,47 46.93 4�J40.40 1 0.00 0.00 23.47 23.47 23.47 4940.37 Q ��d�de Penmete� Sto�e I� �a��Watio�, ❑ dick for Stage Area Dab ❑ Click to ]nveit5[age Area �ata Click Here for Metric Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 23 Tributary (E19.1, E19.2) 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 74.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.74D C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 024 watershed inches (WQCV= 0.8' (0.91' i3- 1.19 ` iz+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 34,848 sq ft E) Water Quality Capt�re Volume (WQCV) Design Volume VWo�� = 684 cu ft Vol = (WQCV / 12) ` Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR =0cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWpCV USER —�cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� = 12 in B) Rain Garde� Side Slopes (Z = 4 min., horiz. dist per unit verlical) Z= 4.00 ft / ft (Use "0" if rain garden has veriical walls) C) Mimimum Flat Surface Area AM;� = 516 sq ft D) Actual Flat Surtace Area AA�uai = 523 sq ft E) Area at Design Depth (Top Surtace Area) AmP = 1600 sq ft F) Rain Garden Total Volume VT= 1,062 cu ft (ur= ��AroP' %aa�mai) / 2) * Depth) 3. Growing Media Choose One OO 18" Rain Garden 6rowing Media O Other (Fxplain): 4. Underdrain System Choose One A) Are underdrains provided? OO vES O NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 125.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1,2 = 684 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 1/4 in LESS TFIAN MINIMUM. USE DIAMETER OF 318" HFH22 UD-BMP v3.07 LID 23.xlsm, RG 4/26/2023, 10:22 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 23 Tributary (E19.1, E19.2) 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One O YES A) Is an impermeable liner provided due to proximity O NO of structures or groundwater contamination? 6. Inlet / Outlet Control r Choose One � Sheet Flow- No Energy Dissipation Required A) Illlet COfltrol OO Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation OO Seed (Plan for frequent weed control) O Plantings O Sand Grown or Other High tnfiltration Sod 8. Irrigation Choose One O YES A) Will the rain garden be irrigated? OO tu0 Notes: HFH22 UD-BMP v3.07 LID 23.xlsm, RG 4/26/2023, 10:22 AM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 24 (Tributary E79.3) 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 42.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.420 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.15 watershed inches (WQCV= 0.8' (0.91' i3- 1.19 ` iz+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 12,197 sq ft E) Water Quality Capt�re Volume (WQCV) Design Volume VWo�� = 151 cu ft Vol = (WQCV / 12) ` Area F) For Watersheds Outside of the Denver Region, Depth of d6 =0 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR =0cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWpCV USER —�cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� =�6 in B) Rain Garde� Side Slopes (Z = 4 min., horiz. dist per unit verlical) Z= 4.00 ft / ft (Use "0" if rain garden has veriical walls) C) Mimimum Flat Surface Area AM;� = 102 sq ft D) Actual Flat Surtace Area AA�uai = 213 sq ft E) Area at Design Depth (Top Surtace Area) AroP - 401 sq ft F) Rain Garden Total Volume VT= 154 cu ft (ur= ��AroP' %aa�mai) / 2) * Depth) 3. Growing Media Choose One OO 18" Rain Garden 6rowing Media O Other (Fxplain): 4. Underdrain System Choose One A) Are underdrains provided? OO vES O NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 125.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1,2 = 151 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 1/8 in LESS TFIAN MINIMUM. USE DIAMETER OF 318" HFH22 UD-BMP v3.07 LID 24.xlsm, RG 4/26/2023, 10:21 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 24 (Tributary E19.3) 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One O YES A) Is an impermeable liner provided due to proximity O NO of structures or groundwater contamination? 6. Inlet / Outlet Control r Choose One � Sheet Flow- No Energy Dissipation Required A) Illlet COfltrol OO Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation OO Seed (Plan for frequent weed control) O Plantings O Sand Grown or Other High tnfiltration Sod 8. Irrigation Choose One O YES A) Will the rain garden be irrigated? OO tu0 Notes: HFH22 UD-BMP v3.07 LID 24.xlsm, RG 4/26/2023, 10:21 AM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 26 (Tributary E19.4 E19.5 E19.6 E19.7) 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 72.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.720 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 023 watershed inches (WQCV= 0.8' (0.91' i3- 1.19 ` iz+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 81,457 sq ft Required volume for E) WaterQualityCapt�reVolume(WQCV)DesignVolume VWo��=Ocuft underground storage Vol = (WQCV / 12) ` Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcvorHeR = 2,155 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWpCV USER -�cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWocv = 10 in B) Rain Garde� Side Slopes (Z = 4 min., horiz. dist per unit verlical) Z= 4.00 ft / ft (Use "0" if rain garden has veriical walls) C) Mimimum Flat Surface Area AM;� = 1173 sq ft D) Actual Flat Surtace Area AA�uai = 2000 sq ft E) Area at Design Depth (Top Surtace Area) AmP = 3700 sq ft F) Rain Garden Total Volume VT= 2,375 cu ft (ur= ��AroP' %aa�mai) / 2) * Depth) 3. Growing Media Choose One OO 18" Rain Garden 6rowing Media O Other (Fxplain): 4. Underdrain System Choose One A) Are underdrains provided? OO vES O NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 335.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1,2= 2,155 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 3/8 in HFH22 UD-BMP v3.07 LID 26.xlsm, RG 4/26/2023, 10:20 AM Project: REV1 Bloom Filing 2: LID 26 //� ChamberModel- 5�740 StormTech ` Units- Im erial Numher of Chambers - 23 Voids in the stone (porosity) - 40 % Base of Stone Elevation - 4941.22 ft Amount of Stone Above Chambers- 6 in Amount of Stone Below Chambers- 6 in Area of system - 1100 sf Min. Area - 777 sf mm. area StormTech SC-740 Cumulative Storage Volumes Height of Incremental Single Incremental Incremenial Incremen[aI Ch Cumulative System Chamber Total Chamber Stone 8 St Chamber Elevafion (inches) (cubic teet) (cubic leet) (cubic feet) (oubic feet) (cubic feet) (teeq 42 0.00 0.0� 36.67 36.67 2174.12 4944.72 41 0.00 0.00 36 67 36.67 2137.45 4944.64 40 0 00 0.�0 36.67 36.67 2100.79 4944.55 39 0.00 0.00 36.67 36.67 2064.i2 4944.47 38 0.00 0.�0 36.67 36.67 2027.45 4944.39 37 0.00 0.00 36.67 36.67 7990.79 4944.30 36 0.05 126 36.16 37.43 1954.12 494422 35 0.16 375 35.17 38.91 791670 4944.74 34 028 6.48 34.07 40.56 1877.78 4944.05 33 0.60 13.89 31.11 45.0� 1837.22 4943.97 32 0.80 18.44 29.29 47.73 1792.22 4943.89 31 095 27.67 27.92 49.79 7744.49 4943.80 30 1.07 24.71 26.78 51.49 1694.71 4943.72 29 7.18 27.15 25.81 52.96 7643.21 4943.64 28 1.27 29.11 2502 54.13 7590.25 4943.55 27 1.36 31.1� 2420 55.37 1536.12 4943.47 26 7.45 33.44 23.29 56.73 7480.76 4943.39 25 1.52 35.07 22.64 57.77 7424.02 4943.30 24 1.58 36.39 22.11 58.50 1366.31 494322 23 1.64 37.77 21.56 59.33 1307.81 4943.14 22 1.70 39.09 21.03 60.12 1248.48 4943.05 21 775 40.32 20.54 60.86 ll88.36 4942.97 20 1.80 41.46 20.08 61.55 1127.50 4942.89 19 7.85 42.66 79.60 62,27 7�65.96 4942.80 18 7.89 43.54 7925 6279 1�03.69 4�J4272 17 1.93 44.48 78.87 63.36 940.90 4942.64 16 1.97 45.42 18.50 63.92 877.55 4942.55 15 2.01 46.23 78.18 64.40 813.62 4942.47 14 2.04 47.03 77.85 64.89 74922 4942.39 13 2.07 47.72 17.58 65.30 684.33 4942.30 12 2.10 48.41 77.30 65.71 619.03 494222 11 2.13 49.03 17.05 66.D9 553,32 4942.74 10 2.15 49.54 76.85 66.39 48723 4�J42.05 9 2.18 50.07 16.64 6671 420.84 4941.97 8 2.20 50.56 16.44 67.00 354.13 4941.89 7 221 50.77 76.36 67J3 287.73 4941.80 6 0.00 0.00 36.67 36.67 220.00 4941.72 5 0.00 0.00 36.67 36.67 183.33 4941.64 4 0.00 0.00 36.67 36.67 146.67 4941.55 3 0.00 0,00 36.67 36.67 110,�0 4941.47 2 0.00 0.00 36.67 36.67 73.33 4�J41.39 1 0.00 0.00 36.67 36.67 36.67 4941.30 ❑p ma�ee aenm�e� s�o�e �o camwne�o�: ❑ Click for Stage Ai'ea Data ❑ Cllck to Invert Strge Area Dab Gick Here for Metric Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 27 (Tributary E26.2) 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 71.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.71 D C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 022 watershed inches (WQCV= 0.8' (0.91' i3- 1.19 ` iz+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 8,712 sq ft E) Water Quality Capt�re Volume (WQCV) Design Volume VWo�� =0cu ft Vol = (WQCV / 12) ` Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcv orHeR = z27 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWpCV USER —�cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� = 12 in B) Rain Garde� Side Slopes (Z = 4 min., horiz. dist per unit verlical) Z= 4.00 ft / ft (Use "0" if rain garden has veriical walls) C) Mimimum Flat Surface Area AM;� = 124 sq ft Excess volu me in D) Actual Flat Surtace Area AA�uai = 143 sq ft L I D 29 E) Area at Design Depth (Top Surtace Area) AmP = 228 sq F) Rain Garden Total Volume VT= 186 CU ft TOTAL VOLUME < DESIGN VOLUME (ur= ��AroP' %aa�mai) / 2) * Depth) 3. Growing Media Choose One OO 18" Rain Garden 6rowing Media O Other (Fxplain): 4. Underdrain System Choose One A) Are underdrains provided? OO vES O NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1,2 = 227 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 3/16 in LESS TFIAN MINIMUM. USE DIAMETER OF 318" HFH22 UD-BMP v3.07 LID 27.xlsm, RG 4/26/2023, 10:14 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 27 (Tributary E26.2) 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One O YES A) Is an impermeable liner provided due to proximity O NO of structures or groundwater contamination? 6. Inlet / Outlet Control r Choose One � Sheet Flow- No Energy Dissipation Required A) Illlet COfltrol OO Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation OO Seed (Plan for frequent weed control) O Plantings O Sand Grown or Other High tnfiltration Sod 8. Irrigation Choose One O YES A) Will the rain garden be irrigated? OO tu0 Notes: HFH22 UD-BMP v3.07 LID 27.xlsm, RG 4/26/2023, 10:14 AM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 28 (Tributary E26.1) 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 39.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.390 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.14 watershed inches (WQCV= 0.8' (0.91' i3- 1.19 ` iz+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 3,485 sq ft E) Water Quality Capt�re Volume (WQCV) Design Volume VWo�� =0cu ft Vol = (WQCV / 12) ` Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcv orHeR = 57 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWpCV USER —�cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� =�6 in B) Rain Garde� Side Slopes (Z = 4 min., horiz. dist per unit verlical) Z= 4.00 ft / ft (Use "0" if rain garden has veriical walls) C) Mimimum Flat Surface Area AM;� = 27 sq ft D) Actual Flat Surtace Area AA�uai = 69 sq ft E) Area at Design Depth (Top Surtace Area) AmP = 217 sq ft F) Rain Garden Total Volume VT= 72 cu ft (ur= ��AroP' %aa�mai) / 2) * Depth) 3. Growing Media Choose One OO 18" Rain Garden 6rowing Media O Other (Fxplain): 4. Underdrain System Choose One A) Are underdrains provided? OO vES O NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1,2 = 57 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 1/8 in LESS TFIAN MINIMUM. USE DIAMETER OF 318" HFH22 UD-BMP v3.07 LID 28.xlsm, RG 4/26/2023, 10:20 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 28 (Tributary E26.1) 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One O YES A) Is an impermeable liner provided due to proximity O NO of structures or groundwater contamination? 6. Inlet / Outlet Control r Choose One � Sheet Flow- No Energy Dissipation Required A) Illlet COfltrol OO Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation OO Seed (Plan for frequent weed control) O Plantings O Sand Grown or Other High tnfiltration Sod 8. Irrigation Choose One O YES A) Will the rain garden be irrigated? OO tu0 Notes: HFH22 UD-BMP v3.07 LID 28.xlsm, RG 4/26/2023, 10:20 AM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 29 (Tributary E26.5) 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 76.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.760 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 024 watershed inches (WQCV= 0.8' (0.91' i3- 1.19 ` iz+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 12,197 sq ft E) Water Quality Capt�re Volume (WQCV) Design Volume VWo�� =0cu ft Vol = (WQCV / 12) ` Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcv orHeR = 346 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWpCV USER —�cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� =�6 in B) Rain Garde� Side Slopes (Z = 4 min., horiz. dist per unit verlical) Z= 4.00 ft / ft (Use "0" if rain garden has veriical walls) C) Mimimum Flat Surface Area AM;� = 185 sq ft D) Actual Flat Surtace Area AA�uai = 3608 sq ft E) Area at Design Depth (Top Surtace Area) AmP = 4534 sq ft F) Rain Garden Total Volume VT= 2,036 cu ft (ur= ��AroP' %aa�mai) / 2) * Depth) 3. Growing Media Choose One OO 18" Rain Garden 6rowing Media O Other (Fxplain): 4. Underdrain System Choose One A) Are underdrains provided? OO vES O NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1,2 = 346 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 1/4 in LESS TFIAN MINIMUM. USE DIAMETER OF 318" HFH22 UD-BMP v3.07 LID 29.xlsm, RG 4/26/2023, 10:11 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 29 (Tributary E26.5) 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One O YES A) Is an impermeable liner provided due to proximity O NO of structures or groundwater contamination? 6. Inlet / Outlet Control r Choose One � Sheet Flow- No Energy Dissipation Required A) Illlet COfltrol OO Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation OO Seed (Plan for frequent weed control) O Plantings O Sand Grown or Other High tnfiltration Sod 8. Irrigation Choose One O YES A) Will the rain garden be irrigated? OO tu0 Notes: HFH22 UD-BMP v3.07 LID 29.xlsm, RG 4/26/2023, 10:11 AM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 30 (Tributary E27.1) 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 49.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.49D C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.16 watershed inches (WQCV= 0.8' (0.91' i3- 1.19 ` iz+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 12,197 sq ft E) Water Quality Capt�re Volume (WQCV) Design Volume VWo�� =0cu ft Vol = (WQCV / 12) ` Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcv orHeR = 231 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWpCV USER —�cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� = 12 in B) Rain Garde� Side Slopes (Z = 4 min., horiz. dist per unit verlical) Z= 4.00 ft / ft (Use "0" if rain garden has veriical walls) C) Mimimum Flat Surface Area AM;� = 120 sq ft D) Actual Flat Surtace Area AA�uai = 140 sq ft Excess volu me E) Area at Design Depth (Top Surtace Area) AroP - 294 sq ft covered i n L I D 31 F) Rain Garden Total Volume VT= 217 CU TOTAL VOLUME < DESIGN VOLUME (ur= ��AroP' %aa�mai) / 2) * Depth) 3. Growing Media Choose One OO 18" Rain Garden 6rowing Media O Other (Fxplain): 4. Underdrain System Choose One A) Are underdrains provided? OO vES O NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1,2 = 231 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 3/16 in LESS TFIAN MINIMUM. USE DIAMETER OF 318" HFH22 UD-BMP v3.07 LID 30.xlsm, RG 4/26/2023, 10:10 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 30 (Tributary E27.1) 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One O YES A) Is an impermeable liner provided due to proximity O NO of structures or groundwater contamination? 6. Inlet / Outlet Control r Choose One � Sheet Flow- No Energy Dissipation Required A) Illlet COfltrol OO Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation OO Seed (Plan for frequent weed control) O Plantings O Sand Grown or Other High tnfiltration Sod 8. Irrigation Choose One O YES A) Will the rain garden be irrigated? OO tu0 Notes: HFH22 UD-BMP v3.07 LID 30.xlsm, RG 4/26/2023, 10:10 AM Design Procedure Form: Rain Garden (RG) UD-BMP (Version 3.07, March 2018) Sheet 1 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 31 (Tributary E27.2) 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, la la = 59.0 % (100 % if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = la/100) i= 0.590 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV = 0.19 watershed inches (WQCV= 0.8' (0.91' i3- 1.19 ` iz+ 0.78' i) D) Contributing Watershed Area (including rain garden area) Area = 21,780 sq ft E) Water Quality Capt�re Volume (WQCV) Design Volume VWo�� =0cu ft Vol = (WQCV / 12) ` Area F) For Watersheds Outside of the Denver Region, Depth of d6 = 0.60 in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region, VWQcv orHeR = 472 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWpCV USER —�cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum) DWo�� =�6 in B) Rain Garde� Side Slopes (Z = 4 min., horiz. dist per unit verlical) Z= 4.00 ft / ft (Use "0" if rain garden has veriical walls) C) Mimimum Flat Surface Area AM;� = 257 sq ft D) Actual Flat Surtace Area AA�uai = 1250 sq ft E) Area at Design Depth (Top Surtace Area) AmP = 1500 sq ft F) Rain Garden Total Volume VT= 688 cu ft (ur= ��AroP' %aa�mai) / 2) * Depth) 3. Growing Media Choose One OO 18" Rain Garden 6rowing Media O Other (Fxplain): 4. Underdrain System Choose One A) Are underdrains provided? OO vES O NO B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y= 30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vo1,2 = 472 cu ft iii) Orifice Diameter, 3/8" Minimum Do = 5/16 in LESS TFIAN MINIMUM. USE DIAMETER OF 318" HFH22 UD-BMP v3.07 LID 31.xlsm, RG 4/26/2023, 10:08 AM Design Procedure Form: Rain Garden (RG) Sheet 2 of 2 Designer: M. Pepin Company: Galloway Date: April 26, 2023 Project: Mulberry Filing 2 Location: LID 31 (Tributary E27.2) 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric Choose One O YES A) Is an impermeable liner provided due to proximity O NO of structures or groundwater contamination? 6. Inlet / Outlet Control r Choose One � Sheet Flow- No Energy Dissipation Required A) Illlet COfltrol OO Concentrated Flow- Energy Dissipation Provided Choose One 7. Vegetation OO Seed (Plan for frequent weed control) O Plantings O Sand Grown or Other High tnfiltration Sod 8. Irrigation Choose One O YES A) Will the rain garden be irrigated? 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Haestad Methods SoBEimhle4�i16a�rMaster V8i (SELECTseries 1) [08.11.01.03] 71/i6/2022 121:51 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Cross Section for E14.3 Alleyway-100yr Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope Normal Depth Discharge Cross Section Image asa�.a�� 4947.?G 494?. &D 494?.50 4947.4G 0 4947.3L� � � 4947.2 �� w 4947.1 �� 494?. �� 4946.9�6 4940. "o �� 494b.?G 4946.60 0.01140 ft/ft 0.24 ft 5.90 ft'/s Bentley Systems, Inc. Haestad Methods SoBEimhle4�i16a�rMaster V8i (SELECTseries 1) [08.11.01.03] 71/i6/2022 123:01 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 0+10 0+20 0+3p p+.�;,� �tatf o n Cross Section for E14.6 Alleyway-100yr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image ��J�U.L�' 4�8. � �' 4�8. Q�' '�94�. 5�' d�47.8 �' 4947.?G 0 4947.6�� 4947.5C� a� W 4947.4C� 4947.3�� 4947.2 G 4947.1 �� 49G7 �., 49Ao.9G �940.8 �� D+;�� Manning Formula Normal Depth 0.01470 ft/ft 0.24 ft 6.20 ft'/s Bentley Systems, Inc. Haestad Methods SoBEimhle4�i16a�rMaster V8i (SELECTseries 1) [08.11.01.03] 71/i6/2022 123:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 �+10 a+20 0+3U G+4; �tati o n Cross Section for E19.4 Alleyway-100yr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image a9as.�� as4a.so 4948.SG 4948.70 4948.6"v 0 494S.5t� � 4948.4� `L 4�48.3i'i 4548.20 4948.1 G 4948. ��G 4947. y�� 494?.8 L� il+i1U Manning Formula Normal Depth 0.00840 ft/ft 0.20 ft 9.40 ft'/s Bentley Systems, Inc. Haestad Methods SoBEimhle4�i16a�rMaster V8i (SELECTseries 1) [08.11.01.03] 71/i6/2022 125:48 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 �+10 0+20 0+3fl 0+40 Stati o n Cross Section for E26.3 Alleyway-100yr Project Description Friction Method Solve For Input Data Channel Slope Normal Depth Discharge Cross Section Image a5a�.�� 1�7"1�. V �� 494b.8 "v ��0. bil C a�O.�J O � 49�.20 W �ig�:0.:.'J asa5.sc� 4945. �� 4945.4G Manning Formula Normal Depth 0.00833 ft/ft 0.19 ft 2.00 ft'/s Bentley Systems, Inc. Haestad Methods SoBEimhle4�i16a�rMaster V8i (SELECTseries 1) [08.11.01.03] 71/i6/2022 124:45 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 il+{'iC� 0+1 fl �+20 t7+30 0+40 0+50 �tatf o n Bloom Filing 2 Final Drainage Report APPENDIX E Drainage Maps � � � ; � ��.< � _ �.'9 ��1, w '/d,��0bs � b'�.�g� y°�m / o �I��10� !O �a r � �I� m a � � � � � � N 2 N Q m �� i�� oo'sNmoolao� = I I I I I I I I I I I I I I � NHId 1N3Wd0�3A3a A2�HNIWIl3ad n I I I I I I I I I I I I I I OMl JNlll� WOOlB > i i i i i i i i i i i i i i � = _ � � �a _ . 1 , 1 a "� �� q . Q � u � � � a� �� f. �a g ' i� , � f K �a �'- �_ °a � � �: �4 � �s :� �� _ �,_ - � � � r F= � - ci - - i� �_ � y _ a � ` t �4� f �� r F�g'��ra��.e��.� ., ..I_ .. .. .. �'�i_...... 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