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Home My WebLink AboutBLOOM FILING ONE - PDP210014 - SUBMITTAL DOCUMENTS - ROUND 5 - DRAINAGE REPORTPREPARED 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: James Prelog, PE DATE: March 30, 2022 Revised June 1, 2022 BLOOM FILING 1 Fort Collins, CO FINAL DRAINAGE REPORT Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 2 of 28 I. Introduction........................................................................................................................................... 3 General Location ......................................................................................................................... 3 Existing Site Info ......................................................................................................................... 3 II. Master Drainage Basin ........................................................................................................................ 4 Overall Basin Description ............................................................................................................ 4 Existing Drainage Facilities ......................................................................................................... 4 Floodplain ................................................................................................................................... 5 III. Project Description .............................................................................................................................. 5 Existing Conditions...................................................................................................................... 6 Proposed Conditions ................................................................................................................... 6 IV. Proposed Drainage Facilities .............................................................................................................. 7 General Concept ......................................................................................................................... 7 Proposed Drainage Basins .......................................................................................................... 8 Detention Pond ........................................................................................................................... 9 Water Quality ............................................................................................................................ 10 LID ............................................................................................................................................ 10 V. Drainage Design Criteria ................................................................................................................... 11 Directly Connected Impervious Area (DCIA) .............................................................................. 11 Development Criteria Reference and Constraints ...................................................................... 12 Hydrological Criteria .................................................................................................................. 13 Hydraulic Criteria ...................................................................................................................... 14 VI.EROSION AND SEDIMENT CONTROL MEASURES.................................................................. 16 Construction Material & Equipment ........................................................................................... 16 Maintenance ............................................................................................................................. 16 VII. Conclusions .................................................................................................................................... 17 Compliance with Standards ....................................................................................................... 17 Variances .................................................................................................................................. 17 Summary of Concepts ............................................................................................................... 17 VIII. References ..................................................................................................................................... 18 Appendices: A. Exhibits and Figures B. Excerpts from Reference Materials C. Hydrologic Computations D. Hydraulic Computations E. SWMM Model F. Drainage Maps TABLE OF CONTENTS Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 3 of 28 I. Introduction General Location The proposed Bloom 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 Bloom 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 of vacant and undeveloped tract of land that is currently 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. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 4 of 28 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 southeast 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 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 to “Limit the release (both Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 5 of 28 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 flows east into the adjacent property and then to the Lake Canal. Floodplain The Cooper Slough runs along the eastern boundary of the Bloom Filing 1 Development. 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 included in Appendix A, a portion of the site lies within Zone AE of the Cooper Slough, an area subject to inundation by the 1% annual chance (1-PAC) flood (I.E. the 1-PAC floodplain). In Zone AE, the base flood elevations (BFEs) have been determined. However, a LOMR (FEMA Case No.: 17-08-1354P) became effective February 21, 2019, removing BFEs from the area and replacing them with 1-PAC water surface elevations at cross sections. The LOMR was submitted as a part of a restudy of the Boxelder and Cooper Slough prepared for the Boxelder Stormwater Authority by Ayres Associates. A Preliminary FIRM Panel, 08069C0984J dated January 26, 2021 included in Appendix A, presents the effective 1-PAC floodplain delineation, floodway delineation, and 1-PAC water surface elevations from the 2019 LOMR. The effective 1-PAC floodplain encroaches on planned Pond B and part of Pond C, as well as in a significant portion of the Bloom Development’s southern end south of the planned Donella Drive. No development activities are planned to encroach on the effective floodway. All elevations provided are in reference to the NAVD 1988, with Cooper Slough effective 1-PAC floodplain water surface elevations ranging between 4930.5 ft and 4960.2 ft adjacent to the Bloom Filing 1 Development. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 6 of 28 The development shall follow floodplain regulations stated in Chapter 10 of the City Code. All structures shall have the elevation of the lowest floor be above regulatory flood protection elevations. It is anticipated that no work shall commence within the floodway. This drainage report is prepared as an addendum to the floodplain use permit application that is submitted to the City of Fort Collins, allowing for the site to be built upon approval. A separate LOMR will be prepared that will analyze the impact of the as-built development on the effective 1-PAC floodplain and associated water surface elevations. The LOMR will be completed and approved before issuance of any certificate of occupancy (CO). III. Project Description The entire Bloom 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 by 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 Bloom) and southwest by various commercial developments. This report summarizes the drainage facilities for Filing 1 including any channel improvements, limited impact development best management practices and proposed water quality/detention. Existing Conditions Filing 1 is 66.8 acres of vacant undeveloped farming land. Existing grades of the Site generally slope from 0.5 to 3 percent. Proposed Conditions Filing 1 of Bloom encompasses ±66.8 acres in the northwest area of the overall development. It will include the development of 130 single family homes, 138 town homes, associated streets, utilities, and open space. The area of Filing 1 drains from north to south to two detention/irrigation ponds at grades of 0.5 to 4.0 percent. These two onsite ponds will outfall into another offsite pond downstream where it will eventually outfall into the Cooper Slough. Filing 1 will also include the storm infrastructure for Greenfields Drive and main trunk lines for the future development along with their associated ponds. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 7 of 28 IV. Proposed Drainage Facilities General Concept Runoff from the developed site will be conveyed via overland flow, bioretention, and curb and gutter to a proposed storm drain system that will convey the major and minor event stormwater runoff to onsite detention ponds. There will be (2) two ponds in Filing 1 that will provide detention and water quality for the Site and one (1) detention pond directly east that will control release into the Cooper Slough. Pond D will outfall into the pond off site which outfall directly into the Cooper Slough. Releases from Pond E will travel south eventually outfalling into the Lake Canal Overflow Channel. The ODP has divided the project site into eight large basins, one for each detention pond. Filing 1 analyzes developed Basin D and Basin E. The runoff from the basins and the sizing and release rates for the proposed ponds have been calculated using 0.2 cfs/acre criteria. A variance is to be provided to allow for this change instead of using the historic 2-year flow (FCSCM Criteria) as the release rate or using the Master Drainage Plan’s 100 year historic release. Pond D will release flows into Pond C. Pond C’s release rate will be controlled to be less than the allowable release that was calculated. Pond C will release at or less than 25.8 cfs combined into the Cooper Slough. Pond C will release at 21.6 cfs, less than allowable. The release rates were analyzed using EPA SWMM 5.1. A summary of the pond volumes and release rates from the SWMM model is included in Appendix C. Water rights are to be provided for the ponds that are storing permanent irrigation pools (Pond D and Pond E) per State of Colorado. Additional future ponds Pond A, Pond B, Pond G and Pond H, have been sized for their anticipated tributary land use. These ponds are to be provide 100 Year detention and release at the site’s allowable rate. Due to the releasing less than allowable on the upstream side, Pond C, more flow is being released for the downstream release rate. Chart provided in Detention Pond section of this report. Water Quality plate may be revised once the future use has been finalized with that specific filing. Water Quality will be provided onsite through Low Impact Development (LID) practices and also within the detention ponds. City of Fort Collins requires at least 50% of newly added impervious areas are treated with LID’s practices. 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 1. A floodplain permit is to be submitted prior to any work being done within the floodplain. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 8 of 28 Proposed Drainage Basins Basin D Basin D comprises of approximately 35.6 acres. This area includes single family detached and town homes. The developed runoff within these basins will drain into separate LID features throughout the site until eventually outfalling into the water quality detention pond. These LID features will provide the water quality for the minor storm events and any storm event greater will be conveyed into the proposed storm system via overflow structures. Basin E Basin E comprises of approximately 33.7 acres. This area includes town homes and future multi-family 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. The future multi-family area which includes sub basin, E14.1, E15.1, E19, and E26, E26.1, will need to follow LID criteria. In particular, no less than 50% of any newly added impervious area must be treated using one or a combination of LID techniques, and no less than 25% of any newly added pavement areas must be treated using a permeable pavement technology. Basin G Basin G comprises of approximately 40.3 acres. This area includes future developed residential property and the interior roadways of the development. This basin also includes the development of Greenfields Drive. All of Basin G is tributary to Pond G and will be treated for water quality and store the 100-year storm. Basin H Basin H comprises of approximately 16.7 acres. This area includes future developed residential property and the interior roadways of the development. This basin also includes the development of Greenfields Drive. All of Basin H is tributary to Pond H and will be treated for water quality and store the 100-year storm. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 9 of 28 Detention Pond Each pond will provide both water quality and detention. It was determined that a more appropriate historic release rate calculation would be the 0.2 cfs / acre instead of the 2-year historic. For the 160.3 acre development releasing into the northern part of the Cooper Slough, this yields an allowable release of 32.06 cfs. The Site’s tributary detention ponds are modeled with a 100 year volume of 4.6 ac-ft for Pond C, 6.6 ac-ft for Pond D, and 5.1 ac-ft for Pond E. SWMM was used to route flows from each pond to determine the sizing and release rates from each pond. The final design for the water quality detention pond has a 40-hr drain time to allow for stormwater treatment to occur. Each pond shall completely drain for any event that is greater than the 5-year storm within 120 hours. The flows from Pond D’s outlet structures will connect to a future offsite pond (Pond C) and eventually outfall to the Cooper Slough. Ponds A, B, C, G and H have been designed in its final state and will provide water quality. In future filings, the water quality plate will be resized for the actual imperviousness that is tributary to those ponds. The table below shows release rates and volumes. Sizing of spillway, water quality orifice plates, water surface elevations, etc. has all been included in Appendix D of this report. * 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 = 43.4 cfs Detention Pond 100-year Volume Required (From SWMM Model) Site Allowable Release Rate Proposed Release Rate (From SWMM Model) A 10.5 ac-ft / 460,000 cf 17.2 cfs B 6.6 ac-ft / 290,000 cf 25.8 cfs*11.9 cfs 21.6 cfs** C 4.6 ac-ft / 200,000 cf 21.6 cfs D 6.4 ac-ft / 280,000 cf 1.7 cfs E 5.1 ac-ft / 220,000 cf 12.7 cfs G 9.5 ac-ft / 412,000 cf 18.6 cfs*20.8 cfs 21.8 cfs** H 1.7 ac-ft / 74,000 cf 1.0 cfs Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 10 of 28 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. Basin D will require 0.317 ac-ft for WQCV and Basin E will require 0.442 ac-ft respectively. The final design for the water quality detention pond has a 40-hr drain time to allow for stormwater treatment to occur. Flow from the outlet structure of Detention Pond D connects to a future offsite pond and eventually outfall to the Cooper Slough. Pond E will flow south and eventually outfall into the Peakview storm infrastructure. LID Permanent BMP’s are being considered in helping to allow for runoff reduction throughout the site. The usage of bioretention is the primary BMP to be placed in landscaping areas to provide both infiltration and filtration for the minor storm events. All LID’s will act as bioretention. For LID 1 & 2 a sand filter will be used. This will require additional scheduled maintenance which can be found in the SWMP report with this submittal. All other LID’s will be bioretention. The implementation of permanent BMP’s throughout the site has met the treatment at least 50% of added impervious area, refer to Appendix D. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 11 of 28 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 D & E series of basins will drain through multiple bio-retention facilities prior to entering the on-site detention facilities. The proposed bio-retention facilities are to provide enough depth to capture WQCV of their respective basins. They 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 MHFD defines bio-retention is an “engineered, depressed landscape area designed to capture and filter or infiltrate the water quality capture volume (WQCV).” Basin’s E19 and E26 consists of Future Multi-Family development and Basin E14.1, E15.1, and E26 and E26.1 will need to provide its own on-site LID at the time of its development and submittal process. The following table is the anticipated amount of the newly added impervious area and a breakdown of the total area treated by an EDB or an LID feature. Description Area, acres Final Proposed Imperviousness, % Newly added Impervious Area, acres Total Site Area:69.4 Basin D Developed Area:35.7 ~51%18.2 Basin E Developed Area(excluding Basin E14.1, E15.1, E19 & E26):33.7 ~47%11.8 Future Residential Basin E14.1 & E15.1 Future Multi-Family Basin E19 & Basin E26 Area:7.56 ~70% Treated Total:69.4 Total: 30.0 acres 39% to EDB 12.8 acres 61% to LID 18.4 acres Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 12 of 28 Step 2 -Implement BMPs that provide a Water Quality Capture Volume (WQCV) The developed runoff from the D and E basins will drain into an Extended Detention Basin (EDB). The MHFD 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.” Note, these ponds are also to be irrigation ponds and shall have standing water. Step 3 -Stabilize drainageways Measures will be implemented to protect the Cooper Slough from the on-site detention pond outflows. 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 20.8 cfs. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 13 of 28 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. For preliminary design, no routing (i.e., time attenuation) calculations were completed; this work will occur at Final Design. When a total flow is reported within this preliminary drainage report, assume it is simply a summation of all upstream flows. 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 (Tc) 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 preliminary 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 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 estimated with EPA SWMM 5.1. Various input parameters were provided by Table 4.1-1 and Table 4.1.4. The total detention discharge of the site is 44.1 cfs. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 14 of 28 Hydraulic Criteria The on-site excess developed runoff within each tributary area begins as overland flow from residential lot areas to stormwater quality features. Runoff then flows from lots to the adjoining street section. The storm water combines with runoff in a downstream basin or is intercepted by a sump Type ‘R’ curb inlet. These inlets discharge to one of the onsite storm drain systems. There are two on site storm drain systems. Portions of Storm Line D will enter a Sand Filter for water quality treatment. Other portions will outfall into Detention Pond D and another bioretention LID to provide water quality treatment. Segments of Storm Line E will be treated with bioretention while other portions will outfall into Detention Pond E and provide water quality treatment. Street Capacity Analysis The maximum encroachment for gutter flow, within the respective street sections and during the minor storm (Q2) event was, used to establish the street capacity for. The maximum pavement encroachment standards presented below in Table ST-2. For example, the minor storm flows within local streets cannot overtop the curb (dmax=0.5’) or the crown of the street. During the major storm event (Q100), the street capacities were estimated based on the maximum street encroachment standards presented below in Table ST-3. As an example, the depth of water, for local streets, cannot six-(6) inches at the street crown. Street capacity calculations for two-(2) different proposed ½ street sections and a range of longitudinal grades are presented in Appendix C. · Vertical C&G 15’ CL to FL (Local) · Vertical C&G 27’ CL to FL (Collector) Table ST-2 - Pavement Encroachment Standards for the Minor Storm Street Classification Maximum Encroachment Local No curb overtopping. Flow may spread to crown of street. Collector No curb overtopping. Flow spread must leave at least one lane free of water. Table ST-3 - Street Inundation Standards for the Major (i.e., 100-Year) Storm Street Classification Maximum Depth and Inundated Area Local and Collector The depth of water must not exceed the bottom of the gutter at the median to allow operation of emergency vehicles, the depth of water over the gutter flow line shall not exceed twelve-(12) inches, and the flow must be contained within the right-of-way or easements paralleling the right-of- way. The most restrictive of the three criteria shall govern. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 15 of 28 Table ST-4 – Allowable Cross-Street Flow Street Classification Initial Storm Flow Major (100-Year) Storm Flow Local 6 inches of depth in cross pan.18 inches of depth above gutter flow line. Collector Where cross pans allowed, depth of flow should not exceed 6 inches. 12 inches of depth above gutter flow line. The minor storm event street capacity calculations were estimated with the Modified Manning Equation and Excel. The major storm event street capacity calculations were completed using Bentley FlowMaster. Refer to Appendix D for street capacity calculations. Inlet Capacity Analysis CDOT Type ‘R’ inlets are proposed throughout the project for removing excess developed runoff from the right-of-way. The majority of these inlets are in sump. The minor and major storm event inlet capacities were estimated with MHFD-Inlet_v5.01. The street section geometry and storm event encroachment limits (i.e., street classification) established the maximum allowable ponding depth. We determined the inlet length using the rational method flows at the respective design point and the maximum allowable ponding depth. Appendix D includes capacity calculations for proposed Type ‘R’ curb inlets, which range in length from 5’ to 20’. Storm Drain Capacity Analysis The storm drain system hydraulic analysis was completed using Bentley StormCAD V8i. This software routes flows through each system by looking at the longest upstream tc at the manhole, calculating the intensity and multiplying it by the upstream CA. Detailed output for each storm drain system analysis is included in Appendix D. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 16 of 28 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. · 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 & 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: · Remove sediment from the bottom of the temporary sediment basin when accumulated sediment occupies about 20% of the design volume or when sediment accumulation results in poor drainage. · 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. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 17 of 28 VII. Conclusions Compliance with Standards The design presented in this drainage report for the Bloom development has been prepared in accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria Manual. Variances 1) Ch.6.1.1 Typical Release Rates: Allowable release rates during the 100-year storm event are limited to the 2-year historic release rate, or less, as specially prescribed in the applicable Master Drainage Plan. Due to the site being existing farmland and relatively flat, the 2-year historic flow rates produce an allowable flow rate of nearly 3.5 times less than the 0.2 cfs / acre criteria. Per the Master Drainage Plan, it is stated to limit release into the lower Cooper Slough Area at the 100-year existing condition rate. The adjacent development outfalling into the Cooper Slough is releasing in accordance with the 0.2 cfs / acre criteria. It was also suggested per City Stormwater Engineering that flows outfalling further upstream will help promote the hydraulic health of the Cooper Slough. 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. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc.Page 18 of 28 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. 4. 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 Bloom Filing 1 Final Drainage Report Galloway & Company, Inc. APPENDIX A Exhibits and Figures 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 •GallowayUS.com VICINITY MAP MULBERRY DEVELOPMENT NOT TO SCALE Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/18/2021 Page 1 of 444922004492400449260044928004493000449320044934004493600449380044940004492200449240044926004492800449300044932004493400449360044938004494000498000498200498400498600498800499000499200499400 498000 498200 498400 498600 498800 499000 499200 499400 40° 35' 50'' N 105° 1' 26'' W40° 35' 50'' N105° 0' 24'' W40° 34' 47'' N 105° 1' 26'' W40° 34' 47'' N 105° 0' 24'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 450 900 1800 2700 Feet 0 100 200 400 600 Meters Map Scale: 1:9,430 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 15, Jun 9, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 19, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/18/2021 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 7 Ascalon sandy loam, 0 to 3 percent slopes B 79.5 32.7% 8 Ascalon sandy loam, 3 to 5 percent slopes B 6.1 2.5% 22 Caruso clay loam, 0 to 1 percent slope D 0.5 0.2% 35 Fort Collins loam, 0 to 3 percent slopes C 66.7 27.4% 36 Fort Collins loam, 3 to 5 percent slopes C 7.4 3.0% 37 Fort Collins loam, 5 to 9 percent slopes C 2.9 1.2% 40 Garrett loam, 0 to 1 percent slopes B 56.2 23.1% 42 Gravel pits A 0.0 0.0% 53 Kim loam, 1 to 3 percent slopes B 11.7 4.8% 76 Nunn clay loam, wet, 1 to 3 percent slopes C 0.4 0.1% 77 Otero sandy loam, 0 to 3 percent slopes A 9.7 4.0% 81 Paoli fine sandy loam, 0 to 1 percent slopes A 1.0 0.4% 94 Satanta loam, 0 to 1 percent slopes C 0.1 0.1% 103 Stoneham loam, 5 to 9 percent slopes B 1.3 0.5% Totals for Area of Interest 243.5 100.0% Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/18/2021 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/18/2021 Page 4 of 4 FLOOD HAZARD INFORMATION NATIONAL FLOOD INSURANCE PROGRAMFLOOD INSURANCE RATE MAP LARIMER COUNT Y, COLORADOand Incorporated Areas Panel Contains: COMMUNITY NUMBER PANEL SUFFIX 09840984 JJLARIMER COUNTYFORT COLLINS, CITY OF 080101080102 MAP NUMBER08069C0984J VERSION NUMBER2.6.4.6 SCALE 0983 1003 0992 0982 1011 0981 1001 1000* 0984 0 1,000 2,000500feet 1 inch = 500 feet 1:6,000 Map Projection: LARIMER COUNTY 0 250 500125meters PANEL LOCATOR * PANEL NOT PRINTED NOTES TO USERS)))))))))))))))) ÑÑÑ ÑÑÑ ÑÑÑ ÑÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑÑÑÑÑ Larimer CountyUnincorporated Areas080101 Larimer County Unincorporated Areas 080101 Larimer County Unincorporated Areas 080101 City of Fort Collins 080102 City of Fort Collins 080102 City of Fort Collins 080102 City of Fort Collins 080102 City of Fort Collins 080102 City of Fort Collins 080102 4 9 0 349034905 4 8 9 2 48814 8 9 3 4900.5 4 8 9 9 .3 4930.7 4898.1 ,D 4917.5 ,E 4897.14893.04888.04883.5 ,B ,X 4913.0 4945.6 4902.5 ,C B ,A A ,P ,A4896.1 4923.1 ,A 4913.6 4894.44919.9 4 8 9 3 .2 4900.3 ,K ,D 4903.7 ,O 4918.9 4920.7 4892.84928.3 ,C ,B 4 9 2 0 .5 4 8 9 2.94894.0,C4892.3,H ,Y4909.14945.7 4902.7,Q 4895.7 4930.5 ,A,N 4924.8 4909.04905.2 4 9 4 2 .0 ,W 4937.7 4930.5 4 9 2 3 .0 4 8 9 8 .6 4920.6 4893.1,C 4886.0 ,Z ,S 4894.4 4949.2 ,V 4 8 9 8 .5 ,R ,B ,E 4889.7 ,B 4923.6 ,F,CC ,J ,D ,B4896.74 9 0 9.7 ,D 4900.0 4916.94916.9 ,M 4902.3 4887.0 ,C4902.1 4895.6,B ,T ,I4914.3 ,F ,E ,C 4 8 9 8 .44892.7,C4895.7 4923.1 4900.9,A 4909.04883.3 4939.1 4916.9 4894.7 4892.3,U4894.3 Control Structure Bridge Bridge Bridge Bridge1 PCT AnnualChance Flood Discharge Contained in Structure 1 PCT Annual Chance Flood Discharge Contained in Structure 1 PCT Annual Chance Flood Discharge Contained in Structure Culvert Culvert Cache La Poudre River- RProspect SFP Cache LaPoudre River Cache LaPoudre River- LPATH SFP Cache La Poudre River Cooper SloughCooper Slough Boxelder Creek Boxelder Creek Lake Canal Cache La Poudre Reservoir Inlet Lake CanalBox-elder Creek Cache La Poudre River Reservoir Inlet Cache La Poudre River Split - R Path Box-elder Creek Cooper Slough Overflow Sherry Drive Overflow Spring Creek 15 22 8 16 20 9 17 21 10 MAP AREA SHOW NON THIS PANEL ISLOCATED W ITHINTOWNSHIP 7 NORTH,RANGE 68 W EST.N TIMBERLINE RDGREENFIELDS CTE L I N C O L N A V E JOHN DEERE DR DONELLA CT ZEPPELINWAYSTIMBERLINERDSEFRONTAGERDINTERNATIONAL BLVD E LOCUST ST S W F R O N T A G E R DHORIZON AVEJENNIE DR COUNTRY-SIDE DR COUNTRY-SIDE CT CRUSADER ST RELIANT ST VERDE AVEE MULBERRY ST EB T R A C E Y P K WY SE FRON-TAGE RDNEFRONTAGERDHARVESTER CT P L E A S A N T A C R E S D R E LINCOLN AVE GREENBRIAR DR ¦25 WEICKER DR DARREN CT COMET ST DASSAULT STCOLLINS AIRE LN CLIFFORD CTTIGERCATWAY REDMAN DR GREENBRIAR DRNWFRONTAGERDCOUNTRYSIDE DR ANNABEL AVE SUPERCUB LN DELOZIER RDLAKE CANAL CT RIVERBENDDRCRUSADER ST CONQUESTST RIVERBEND CT S SUMMIT VIEW DRTANA DR CENTRO WAYCHERLY ST LAURA LN FRONTAGE RD N RENE DRMAX ST KIMBERLY DRCOLEMAN ST FRONTAGE RD S ¦25 BOXELDER DR E PROSPECT RD S S U M MIT VIE W D RSUNRISE AVE¦25 STEVEN DR GREENFIELDS CTRAILROADQUINBY STMARQUISE ST JOHN DEERE DRCANAL DR FRONTAGE RD S KENWOOD DR BUCKEYE ST E MULBERRY ST WB TERRY DR DARREN ST SURREY LNDAWN AVESYKESDR COMET ST SW FRONTAGE RD A L A N S T SMITHFIELD DRVICOTWAYJAY DR MARCH CTANDREASTSHARP POINT DR CLIFFORD DRJOANNE STSUMMIT CTFAIRCHILD STDELOZIER DRCONQ-UEST WAY STOCKTON AVE COUN-TRYS-IDE CIR SW FRONTAGE RDSHERRY DRZONE AE ZONE AE ZONEAE ZONE AE ZONE AE(EL 4891)ZONE AE ZONE AE ZONE AE ZONE AO(DEPTH 2) ZONE AO(DEPTH 1) ZONE AE ZONE AE ZONE AE ZONE AE ZONE AE ZONE AE ZONE AO (DEPTH 2) ZONE AE ZONE AE ZONE AE ZONE AE LIMIT OF STUDY 105° 00' 00''40° 33' 45''40° 33' 45'' 40° 35' 38''105° 01' 52'' 105° 01' 52'' 40° 35' 38''105° 00' 00'' 1450000 FT 1455000 FT 3135000 FT 1450000 FT 1455000 FT 4493000m N 4492000m N 4491000m N 499000m E498000m E PANEL 984 OF 1420 1/26/2021 Universal Transverse Mercator (UTM) Zone 13N; North American Datum 1983;Western Hemisphere; Vertical Datum: NAVD 88 SPECIAL FLOODHAZARD AREAS OTHER AREAS OFFLOOD HAZARD OTHERAREAS GENERALSTRUCTURES Without Base Flood Elevation (BFE) With BFE or Depth Regulator y Floodway Area of Undetermined Flood Hazard Area of Minimal Flood Hazard Zone A,V, A99 Zone AE, AO, AH, VE, AR Zone X Zone D HTTPS://MSC.FEMA.GOV THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTINGDOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Cross Sections with 1% Annual ChanceWater Sur face Elevation Coastal Transect OTHERFEATURES Prof ile BaselineHydrographic FeatureBase Flood Elevation Line (BFE)Limit of StudyJurisdiction Boundary Coastal Tr ansect Baseline 17.5 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance f lood with average depth less than one foot or with drainage areas of less than one square mileFuture Conditions 1% Annual Chance Flood HazardArea with Reduced Flood Risk due to LeveeSee Notes. Zone X Zone X Zone X !(8 %,E 18.2 NO SCREEN Levee, Dike, or Floodwall Channel, Culver t, or Storm Sewer Area with Flood Risk due to Levee Zone D For information and questions about this Flood Insurance Rate Map (FIRM), available products associated withthis FIRM, including historic versions, the current map date for each FIRM panel, how to order products, or theNational Flood Insurance Program (NFIP) in general, please call the FEMA Mapping and Insurance eXchange at1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Flood Map Service Center website athttps://msc.fema.gov. Available products may include previously issued Letters of Map Change, a FloodInsurance Study Report, and/or digital versions of this map. Many of these products can be ordered or obtaineddirectly from the website. Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well asthe current FIRM Index. These may be ordered directly from the Flood Map Service Center at the number listedabove. For community and countywide map dates refer to the Flood Insurance Study Report for this jurisdiction. To determine if flood insurance is available in this community, contact your Insurance agent or call the NationalFlood Insurance Program at 1-800-638-6620. Base map information shown on this FIRM was derived from the National Flood Hazard Layer (NFHL), dated2013 and digital data provided by Larimer County GIS Department, dated 2018. PRELIMINARY1/26/2021 MAP REVISED Bloom Filing 1 Final Drainage Report APPENDIX B Excerpts from Reference Materials ANHEUSER BUSCH (AB) PLANT Sod Farm Diversion Q diverted = 752 cfs Proposed Sod Farm Pond S = 164 AF Max WSE = 5033.2 ft Berm along southern end at 5037.0 ft Sod Farm Pond Outlet Pipe into No. 8 Outlet Ditch 36" RCP with a 33.6" Orifice Q = 54 cfs Mountain Vista Diversion From No8 Outlet Ditch Q = 250 cfsQ = 8 9 c f s Assume Full Development of AB Lands with 100yr -> 2yr Detention (On-Site) Mountain Vista Diversion May Be Conveyed In Open Channel or Pipe through Montava Development Proposed C&S/ Crumb Detention Pond (426) S = 193 AF WSE = 4987.0 ft Qin = 903 cfs New AB Pond Outfall Overflow Flume Discharges into Cooper Slough Q = 304 cfs Existing AB 425 Pond Outlet Remains Connected to L&W Canal Q = 385 cfs Existing AB Pond 425 S = 47 AF Max WSE = 4983.5 Qin = 732 cfs Remove Existing Flow Spill At CSRR Provide Open Channel to Convey Flows on West Side of RR Combined Outlow From C&S/ Crumb and L&W Canal Spill Q = 639 cfs Proposed E. Vine Dr. Culverts (3) 8' x 4' RCBC Q = 678 cfs Proposed E. Mulberry St. Culverts (2) 6' x 11' RCBC Q = 1050 cfsCOOPER SLOUGHCanal Spill to Dry Creek Q = 0 cfs Canal Spill Q = 421 cfsQ = 778 cfsQ = 357 cfsQ = 2 2 9 c f sQ = 339 cfsQ = 1002 c fs Q = 374 cfsNO. 8 OUTLET DITCHLARI M E R & W E L D C A N A LCOLORADO & SOUTHERN RAILROADBOXELDER WATERSHED DRY CREEK WATERSHED COOPER SLOUGH WATERSHED BLACK HOLLOW OUTFALL CHANNEL IMPROVEMENTS FROM 2006 MASTER PLAN NOT INCLUDED IN 2021 UPDATE Q = 2 5 0 c f s N. Poudre Reservoir No. 6 Add 8-inch Iron Sill Plate to Spillway Q = 547 cfs S = 679 AF Max WSE = 5163.2' Proposed (2) 6'x11' RCBC to Lake Canal SH-14 Proposed Channel to Box Elder Creek Channel and Bank Improvements along Cooper Slough Pond A S = 82 AF Max WSE = 5019.6 ft Qout = 778 cfs Montava Swale Q = 778 cfs Q = 149 cfsOverflow Pond S = 20.3 AF WSE = 4980.2 ft Qin = 112 cfs Proposed C&S/ Crumb Outfalls: 42" RCP to AB Pond = 102 cfs 3ft x 13.5ft RCBC to AB Pond (3ft above Pond inv) = 331 cfs Spill to Overflow Pond = 112cfs Overflow Pond Outfall into L&W Canal 48" RCP with a 44.4" Orifice Qout = 103 cfs Proposed (3) 3'x15' RCBC under Lake Canal Proposed Channel Proposed culverts for local drainage MONTAVA DEVELOPMENT MT VISTA AND TIMBERLINE ROAD MIXED-USED DEVELOPMENT WATER'S EDGE DEVELOPMENT COUNTRY CLUB RESERVE DEVELOPMENT Existing 24-in Culvert Capaity = 21cfs Culvert Crossing (3) 10'X3' RCBC Q = 888cfs Proposed Channel Formalize Spill from Lake Canal E VINE DR INTERSTATE 25 SBE MULBERRY ST GIDDINGS RDTURNBERRY RDRICHARDS LAKE RD MOUNTAIN VISTA DR E L I N C O L N A V E S TIMB E R LI N E R D COUNTRY CLUB RD E COUNTY ROAD 48 §¨¦25 §¨¦25 Cooper Slough Selected Plan (2021) Figure 3: Selected Plan Projects $ 0 0.5 Miles Legend swale Overflow_Pond Pond_A C&S_Pond AB_Pond CRUMB_OUTLET Sod Farm Pond Proposed_Channel Proposed Culvert Montava Dev Boundary Waters Edge Dev Boundary Cooper Slough Basin Boundary MtVista !! !! !Anheuser Busch Property SHARED STORM 1 - PROFILESTA: 9+50 TO STA 18+50 4910 4915 4920 4925 4930 4935 4940 4945 4950 4910 4915 4920 4925 4930 4935 4940 4945 4950 9+5010+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+50 MH DP 1-2STA: 13+19.91RIM 4929.7±INV. IN 4924.03 (N)INV. IN 4922.01 (W)INV. OUT 4921.91 (E)FES DP 1-1STA: 10+00.00RIM 4923.6±INV. IN 4921.27 (W)STUB DP 1-3STA: 17+76.48RIM 4925.3±INV. OUT 4922.94 (E)PROPOSED GRADE EXISTING GROUND 456.6 LF 30" RCP @ 0.20% 319.9 LF 30" RCP @ 0.20% 5'(W) x 8'(L) TYPE L RIPRAP 100-YR HGLSTART BOX CULVERTSTA: 10+01.55INV. OUT 4922.69 (E)INV. OUT 4922.69 (W)137.3 LF 4'X12' BOX CULVERT @ 0.20%END BOX CULVERTSTA: 9+95.51INV. IN 4922.41 (W)9+7510+0011+0012+0013+0014+0015+0016+0017+0018+00FRONTAGE ROAD LOT 2MULBERRY ST (CO HWY 14)FRONTAGE ROADGREENFIELDS DRIVESTA: 9+75.00N: 4440.56E: 4688.12START ALIGNMENTSTUB DP 1-3STA 9+99.20N: 4469.56E: 3887.42 FES DP 1-1STA 9+84.18N: 4442.19E: 4663.17319.9 LF 30" STORM456.6 LF 30" STORM MH DP 1-2STA 10+00.00N: 4463.10E: 4343.94DP STORM 1(SEE THIS SHEET)STA: 18+00.00N: 4469.89E: 3863.90ENDALIGNMENT GD STORM 1(SEE SHEET C4.11)GD STORM 1-3(SEE SHEET C4.11)FR STORM 1(SEE SHEET C4.13)WQ STORM 1(SEE SHEET C4.13)DP STORM 1(SEE SHEET C4.13)137.3 LF 4'X12' BOX CULVERTSTART BOX CULVERTSTA 10+01.55N: 4471.61E: 3906.00 END BOX CULVERTSTA 9+95.51N: 4463.39E: 4043.05PROPOSED BOX CULVERT(SEE SHEET C7.10 FOR MORE INFO)9+75 10+00 10+50MH DP 1-2STA 10+00.00N: 4463.10E: 4343.94 21.6 LF 12" STORMOUTLET DP 1-2.1STA 10+21.62N: 4484.71E: 4344.28 FRONTAGE ROADSTA: 9+75.00N: 4438.10E: 4343.55START ALIGNMENT STA: 10+50.00N: 4513.09E: 4344.74END ALIGNMENTMULBERRY ST (CO HWY 14)DP STORM 1 - PROFILESTA: 9+50 TO STA 11+00 4910 4915 4920 4925 4930 4935 4940 4945 4950 4910 4915 4920 4925 4930 4935 4940 4945 4950 9+50 10+00 10+50 11+00OUTLET DP 1-2.1STA: 10+21.62INV. OUT 4924.46 (S)MH DP 1-2STA: 10+00.00INV. IN 4924.03 (N)INV. IN 4922.01 (W)INV. OUT 4921.91 (E)PROPOSED GRADE EXISTING GROUND 100-YR HGL 21.6 LF 12" RCP @ 2.00%VALLEY 14 LLC12/21/2020U18024 1" = 50' 1" = 5'PEAKVIEW PLDNORTH12/23/202011:06:53 AMC:\UNITED CIVIL DROPBOX\PROJECTS\U18024 - PEAKVIEW\CADD\CP\C4.10 - STORM PLAN & PROFILES.DWGC4.10 - STORM PLAN & PROFILESSMEJRSC4.10 67STORM PLAN & PROFILE0 50'100' SCALE: 1" = 50' 25'PREPARED FOR:JOB NUMBER SHEET NUMBER SHEETSOF DATE SUBMITTED:VERTICAL: HORIZONTAL: SCALEPRELI MI NA RY PLANSNOT F O R C O NST R U CTI O N PROJ. MGR:DRAWING NAME:PATH:DESIGNER:DATE:TIME:The engineer preparing these plans will not be responsible for, or liable for, unauthorizedchanges to or uses of these plans. All changes to the plans must be in writing and mustbe approved by the preparer of these plans.NO.BYDATECAUTIONREVISIONS:CIVIL ENGINEERING & CONSULTINGUNITED CIVILDesign Group19 OLD TOWN SQUARE #238FORT COLLINS, CO 80524(970) 530-4044www.unitedcivil.com 19 CABLE TV LINEELECTRIC LINEFIBER OPTIC LINEGAS LINEGGAS METERIRRIGATION LINESANITARY MANHOLESANITARY MAINSANITARY SERVICEFLARED END SECTIONSTORM INLETSTORM MANHOLESTORM OUTLETSTRUCTURESTORM PIPERIP RAPTELEPHONE LINEFIRE HYDRANTFIRELINEWATER FITTINGS WATER MAIN WATER SERVICE WATER METER THRUST BLOCK GATE VALVE FIBER, GAS, ELECTRIC, ORTELEPHONE PEDESTALLEGENDNKEYMAP 1.THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THE FIELD CONDITIONS ARE AS SHOWN IN THE DRAWINGS. IF THE CONTRACTOR FINDS DISCREPANCIES THE CONTRACTOR SHALL CONTACT THE ENGINEER. 2.EXISTING UNDERGROUND AND OVERHEAD PUBLIC AND PRIVATE UTILITIES AS SHOWN ARE INDICATED ACCORDING TO THE BEST INFORMATION AVAILABLE TO THE ENGINEER. THE ENGINEER DOES NOT GUARANTEE THE ACCURACY OF SUCH INFORMATION. EXISTING UTILITY MAINS AND SERVICES MAY NOT BE STRAIGHT LINES OR AS INDICATED ON THESE DRAWINGS. THE CONTRACTOR SHALL BE RESPONSIBLE TO CALL ALL UTILITY COMPANIES (PUBLIC AND PRIVATE) PRIOR TO ANY CONSTRUCTION TO VERIFY EXACT UTILITY LOCATION. 3.THE CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION ITEMS IMPACTING ADJACENT PROPERTIES WITH THE PROPERTY OWNERS PRIOR TO BEGINNING ANY CONSTRUCTION ACTIVITIES. 4.STORM SEWER SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY OF FORT COLLINS SPECIFICATIONS AND DETAILS. SEE ADDITIONAL NOTES ON SHEET C0.03. 5.STORM SEWER MAINS SHOWN ON THESE DRAWINGS AS HIGH DENSITY POLYETHYLENE (HDPE) SHALL BE WATERTIGHT ADS-N12 OR APPROVED EQUAL. 6.ALL PIPE LENGTHS ARE FROM CENTER TO CENTER OF ADJACENT STRUCTURES. DESIGN LENGTH OF THE PIPE INCLUDES THE LAYING LENGTH OF FLARED END SECTIONS. NOTES CHECKED BY:CHECKED BY:CHECKED BY:APPROVED:CITY OF GREELEYREVIEWED BY:___________________________________________ LARIMER COUNTY ENGINEERING DATELARIMER COUNTY APPROVAL BLOCK NORTH Bloom Filing 1 Final Drainage Report APPENDIX C Hydrologic Calculations Tributary Area tc | 2-Year tc | 100-Year Q2 Q100 Sub-basin (acres)(min)(min)(cfs)(cfs) D1 1.37 0.59 0.73 10.8 8.4 1.7 8.5 D2 3.29 0.59 0.74 15.9 15.9 3.6 15.5 D3 1.11 0.69 0.86 10.2 7.4 1.7 8.5 D3.1 0.71 0.60 0.75 13.2 10.7 1.3 4.0 D4 1.04 0.60 0.75 10.8 8.4 1.3 6.6 D5 1.13 0.62 0.77 12.8 10.3 1.4 6.6 D6 1.32 0.63 0.78 13.8 11.3 1.6 7.7 D7 1.57 0.62 0.78 12.8 10.3 2.0 9.4 D8 1.24 0.60 0.75 6.4 5.4 2.0 9.1 D8.1 0.17 0.79 0.99 8.1 5.0 0.3 1.7 D9 1.56 0.63 0.79 6.9 6.0 2.6 11.8 D10 0.54 0.72 0.91 7.8 5.0 1.0 4.9 D11 1.15 0.65 0.81 9.6 6.9 1.7 8.5 D12 1.48 0.64 0.80 11.6 9.4 2.0 9.4 D13 0.97 0.20 0.26 11.9 11.9 0.4 1.8 D14 0.75 0.70 0.87 6.2 5.0 1.4 6.5 D15 0.70 0.59 0.74 8.3 7.1 1.0 4.7 D15.1 0.93 0.63 0.79 10.7 9.4 1.3 5.9 D16 1.06 0.72 0.91 6.2 5.0 2.1 9.5 D17 1.07 0.72 0.90 6.2 5.0 2.1 9.6 D18 0.37 0.25 0.31 13.1 13.1 0.2 0.8 D19 0.62 0.79 0.99 13.3 11.4 1.0 4.5 D20 0.60 0.82 1.00 9.2 7.5 1.1 5.3 D21 1.60 0.19 0.23 15.1 15.1 0.6 2.4 D22 0.24 0.15 0.19 5.6 5.5 0.1 0.4 D23 0.68 0.43 0.53 9.8 8.7 0.7 3.0 D24 3.02 0.15 0.19 5.0 5.0 1.3 5.6 OS1 0.70 0.44 0.55 9.0 7.8 0.7 3.3 OS2 0.54 0.35 0.44 9.0 8.1 0.4 2.0 OS3 0.85 0.33 0.41 12.4 11.8 0.6 2.6 OS4 0.29 0.46 0.57 5.0 5.0 0.4 1.7 OS5 0.15 0.79 0.99 5.0 5.0 0.3 1.5 OS6 0.43 0.60 0.75 8.2 7.2 0.6 2.9 OS7 0.41 0.57 0.72 8.4 7.4 0.6 2.6 BASIN SUMMARY TABLE C2 C100 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\Rational\HFHLV0001.01_Drainage_Calcs_Template_v2.0-CoFC.xls E1 1.07 0.72 0.90 6.6 5.0 2.0 9.6 E2 0.96 0.76 0.95 6.0 5.0 2.0 9.1 E3 0.80 0.68 0.85 10.7 9.4 1.2 5.4 E3.1 0.80 0.68 0.85 10.7 9.4 1.2 5.4 E4 0.40 0.22 0.28 10.3 9.8 0.2 0.9 E5 1.07 0.72 0.90 5.0 5.0 2.2 9.5 E6 0.63 0.68 0.85 7.9 6.8 1.1 4.9 E7 1.03 0.74 0.92 5.0 5.0 2.2 9.5 E8 0.35 0.21 0.27 10.4 9.9 0.2 0.7 E9 1.07 0.72 0.90 5.0 5.0 2.2 9.6 E10 1.03 0.74 0.93 5.0 5.0 2.2 9.5 E11 0.40 0.55 0.68 8.8 7.9 0.5 2.3 E11.1 0.34 0.68 0.85 7.9 6.7 0.6 2.7 E12 0.44 0.79 0.99 7.2 5.9 0.9 4.1 E12.1 0.21 0.94 1.00 5.0 5.0 0.6 2.1 E13 0.59 0.15 0.19 10.1 9.8 0.2 0.9 E14 0.30 0.65 0.81 8.8 6.5 0.5 2.2 E14.1 1.30 0.80 1.00 10.0 10.0 2.3 10.0 E15 0.57 0.82 1.00 14.4 12.3 0.9 4.1 E15.1 0.56 0.80 1.00 10.0 10.0 1.0 4.3 E16 1.00 0.15 0.19 14.8 14.8 0.3 1.2 E17 0.59 0.65 0.81 9.2 7.6 0.9 4.2 E17.1 0.40 0.55 0.69 10.1 8.8 0.5 2.3 E18 0.41 0.55 0.69 7.8 6.6 0.6 2.6 E19 2.72 0.80 1.00 10.0 10.0 4.8 21.0 E20 0.74 0.76 0.95 15.7 15.7 1.0 4.5 E20.1 0.23 0.76 0.96 8.5 7.0 0.4 2.0 E22 0.99 0.76 0.96 5.0 5.0 0.4 9.4 E23 0.99 0.77 0.96 5.0 5.0 2.2 9.4 E24 0.73 0.54 0.67 12.8 11.6 0.8 3.6 E24.1 0.36 0.67 0.84 11.6 9.4 0.5 2.4 E25 0.74 0.78 0.98 14.0 13.3 1.1 5.0 E25.1 0.19 0.62 0.78 9.8 8.5 0.3 1.2 E26 2.39 0.80 1.00 10.0 10.0 0.3 18.5 E26.1 0.72 0.80 1.00 10.0 10.0 1.3 5.5 E27 0.33 0.69 0.86 6.5 5.0 0.6 2.9 E28 0.84 0.76 0.95 14.6 14.6 1.2 5.3 E29 1.77 0.15 0.19 5.0 5.0 0.8 3.3 E30 1.04 0.77 0.97 15.7 15.7 1.5 6.4 G1 1.15 0.79 0.99 17.1 17.1 1.6 7.0 G2 1.15 0.79 0.99 17.1 17.1 1.6 7.0 G3 1.18 0.81 1.00 16.8 16.8 1.7 7.3 G4 1.16 0.81 1.00 16.8 16.8 1.7 7.2 G5 0.34 0.77 0.96 9.0 7.6 0.6 2.9 G6 0.37 0.77 0.96 9.0 7.6 0.7 3.1 G6.1 0.45 0.77 0.96 9.0 7.6 0.8 3.8 G7.1 0.42 0.81 1.00 8.7 7.3 0.8 3.7 G7 0.46 0.78 0.98 6.8 5.4 0.9 4.4 G8 0.48 0.78 0.97 6.9 5.5 1.0 4.5 H1 0.44 0.77 0.97 7.3 5.9 0.0 4.1 H2 0.53 0.77 0.96 7.3 5.9 0.9 4.9 H3 0.92 0.80 1.00 7.3 5.8 1.0 8.8 H4 1.02 0.80 0.99 7.4 5.9 1.9 9.7 H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\Rational\HFHLV0001.01_Drainage_Calcs_Template_v2.0-CoFC.xls FUT-A 56.00 0.80 1.00 FUT-B 15.30 0.80 1.00 FUT-C 22.00 0.80 1.00 D BASINS (TO DETENTION)37.17 --37.3 172.1 E BASINS (TO DETENTION)28.49 --41.7 211.2 TO LID 1 8.35 -- TO LID 2 15.33 -- TO LID 3 1.06 -- TO LID 4 1.03 -- TO LID 5 1.07 -- TO LID 6 1.07 -- TO LID 7 0.96 -- TO LID 8 1.03 -- TO LID 9 1.07 -- TO LID 10 1.03 -- TO LID 12 0.99 -- TO LID 13 0.99 -- H:\Hartford Homes\HFHLV0001.01 Timberline Vine Dr\3. Permit Const Docs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports- Info\Hydrology\Rational\HFHLV0001.01_Drainage_Calcs_Template_v2.0-CoFC.xls Subdivision:Mulberry Project Name:Mulberry Filing 1 Location:CO, Fort Collins Project No.: Calculated By:MJP Checked By:JP INPUT User Input Date:8/3/21 OUTPUT Calculated Value Single-Family Alley-Loaded SF Duplex/AttachedMulti-Family 95%5%100% D1 1.37 95 0.32 23 15 0.62 7 95 0.42 29 0.59 D2 3.29 95 0.64 18 15 1.47 7 95 1.18 34 0.59 D3 1.11 95 0.40 34 15 0.36 5 95 0.35 30 0.69 D3.1 0.71 95 0.19 25 15 0.31 7 95 0.21 28 0.60 D4 1.04 95 0.17 15 15 0.46 7 95 0.42 38 0.60 D5 1.13 95 0.24 20 15 0.47 6 95 0.42 35 0.62 D6 1.32 95 0.30 21 15 0.54 6 95 0.49 35 0.63 D7 1.57 95 0.23 14 15 0.65 6 95 0.70 42 0.62 D8 1.24 95 0.21 16 15 0.54 7 95 0.49 38 0.60 D8.1 0.17 95 0.14 76 15 0.03 3 95 0.00 0 0.79 D9 1.56 95 0.46 28 15 0.62 6 95 0.49 30 0.63 D10 0.54 95 0.11 19 15 0.15 4 95 0.28 49 0.72 D11 1.15 95 0.27 22 15 0.43 6 95 0.45 37 0.65 D12 1.48 95 0.27 17 15 0.58 6 95 0.63 40 0.64 D13 0.97 95 0.07 6 15 0.90 14 95 0.00 0 0.20 D14 0.75 95 0.23 30 15 0.24 5 95 0.28 35 0.70 D15 0.70 95 0.35 47 15 0.31 7 95 0.04 5 0.59 D15.1 0.93 95 0.56 57 15 0.37 6 95 0.00 0 0.63 D16 1.06 95 0.31 28 15 0.30 4 95 0.45 40 0.72 D17 1.07 95 0.31 28 15 0.31 4 95 0.45 40 0.72 D18 0.37 95 0.05 12 15 0.32 13 95 0.00 0 0.25 D18.1 2.22 Area Weighted C2Runoff Coefficient Area (ac) Roofs Runoff Coefficient Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Sandy Soil Area Weighted COMPOSITE RUNOFF COEFFICIENTS HFH22 Area (ac)Basin ID Total Area (ac)Runoff Coefficient Future Clubhouse Page 1 of 5 6/1/2022 95%5%100% Area Weighted C2Runoff Coefficient Area (ac) Roofs Runoff Coefficient Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Sandy Soil Area Weighted Area (ac)Basin ID Total Area (ac)Runoff Coefficient D19 0.62 95 0.50 76 15 0.12 3 95 0.00 0 0.79 D20 0.60 95 0.50 79 15 0.10 2 95 0.00 0 0.82 D21 1.60 95 0.07 4 15 1.53 14 95 0.00 0 0.19 D21.1 1.04 95 0.07 6 15 0.97 14 95 0.00 0 0.20 D22 0.24 95 0.00 0 15 0.24 15 95 0.00 0 0.15 D23 0.68 95 0.24 33 15 0.45 10 95 0.00 0 0.43 D24 3.02 95 0.00 0 15 3.02 15 95 0.00 0 0.15 OS1 0.70 95 0.25 34 15 0.45 10 95 0.00 0 0.44 OS2 0.54 95 0.13 24 15 0.41 11 95 0.00 0 0.35 OS3 0.85 95 0.19 22 15 0.66 12 95 0.00 0 0.33 OS4 0.29 95 0.11 37 15 0.18 9 95 0.00 0 0.46 OS5 0.15 95 0.12 76 15 0.03 3 95 0.00 0 0.79 OS6 0.43 95 0.24 53 15 0.19 7 95 0.00 0 0.60 OS7 0.41 95 0.22 50 15 0.19 7 95 0.00 0 0.57 EX-1 0.78 95 0.71 86 15 0.07 1 95 0.00 0 0.88 Page 2 of 5 6/1/2022 95%5%100% Area Weighted C2Runoff Coefficient Area (ac) Roofs Runoff Coefficient Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Sandy Soil Area Weighted Area (ac)Basin ID Total Area (ac)Runoff Coefficient E1 1.07 95 0.31 28 15 0.31 4 95 0.45 40 0.72 E2 0.96 95 0.31 31 15 0.23 4 95 0.42 42 0.76 E3 0.80 95 0.43 51 15 0.27 5 95 0.10 12 0.68 E3.1 0.80 95 0.43 51 15 0.27 5 95 0.10 12 0.68 E4 0.40 95 0.03 8 15 0.36 14 95 0.00 0 0.22 E5 1.07 95 0.33 30 15 0.31 4 95 0.43 38 0.72 E6 0.63 95 0.42 63 15 0.21 5 95 0.00 0 0.68 E7 1.03 95 0.33 31 15 0.27 4 95 0.43 39 0.74 E8 0.35 95 0.03 8 15 0.32 14 95 0.00 0 0.21 E9 1.07 95 0.33 30 15 0.31 4 95 0.43 38 0.72 E10 1.03 95 0.33 31 15 0.27 4 95 0.43 40 0.74 E11 0.40 95 0.20 47 15 0.20 8 95 0.00 0 0.55 E11.1 0.34 95 0.23 63 15 0.11 5 95 0.00 0 0.68 E12 0.44 95 0.35 76 15 0.09 3 95 0.00 0 0.79 E12.1 0.21 95 0.21 93 15 0.00 0 95 0.00 0 0.94 E13 0.59 95 0.00 0 15 0.59 15 95 0.00 0 0.15 E14 0.30 95 0.19 59 15 0.11 6 95 0.00 0 0.65 E14.1 1.30 0.80 E15 0.57 95 0.48 80 15 0.09 2 95 0.00 0 0.82 E15.1 0.56 95 0.47 80 15 0.09 2 95 0.00 0 0.82 E16 1.00 95 0.00 0 15 1.00 15 95 0.00 0 0.15 E17 0.59 95 0.37 59 15 0.22 6 95 0.00 0 0.65 E17.1 0.40 95 0.20 48 15 0.20 7 95 0.00 0 0.55 E18 0.41 95 0.20 48 15 0.20 7 95 0.00 0 0.55 E19 2.72 0.80 E20 0.74 95 0.57 73 15 0.18 4 95 0.00 0 0.76 E20.1 0.23 95 0.18 73 15 0.05 3 95 0.00 0 0.76 E21 1.04 95 0.07 6 15 0.97 14 95 0.00 0 0.20 E22 0.99 95 0.33 32 15 0.23 3 95 0.43 41 0.76 E23 0.99 95 0.33 32 15 0.23 3 95 0.43 41 0.77 E24 0.73 95 0.35 46 15 0.38 8 95 0.00 0 0.54 E24.1 0.36 95 0.14 38 15 0.13 5 95 0.09 24 0.67 E25 0.74 95 0.42 54 15 0.15 3 95 0.17 21 0.78 E25.1 0.19 95 0.11 56 15 0.08 6 95 0.00 0 0.62 E26 2.39 0.80 E26.1 0.72 0.80 E27 0.33 95 0.22 64 15 0.11 5 95 0.00 0 0.69 E28 0.84 95 0.64 72 15 0.20 4 95 0.00 0 0.76 E29 1.77 95 0.00 0 15 1.77 15 95 0.00 0 0.15 E30 1.04 95 0.81 74 15 0.23 3 95 0.00 0 0.77 Future Multi-Family Future Multi-Family Future Multi-Family Future Multi-Family Page 3 of 5 6/1/2022 95%5%100% Area Weighted C2Runoff Coefficient Area (ac) Roofs Runoff Coefficient Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Sandy Soil Area Weighted Area (ac)Basin ID Total Area (ac)Runoff Coefficient G1 1.15 95 0.93 76 15 0.23 3 95 0.00 0 0.79 G2 1.15 95 0.93 76 15 0.23 3 95 0.00 0 0.79 G3 1.18 95 0.97 78 15 0.21 3 95 0.00 0 0.81 G4 1.16 95 0.96 78 15 0.20 3 95 0.00 0 0.81 G5 0.34 95 0.26 73 15 0.08 3 95 0.00 0 0.77 G6 0.37 95 0.28 73 15 0.08 3 95 0.00 0 0.77 G6.1 0.45 95 0.34 73 15 0.10 3 95 0.00 0 0.77 G7.1 0.42 95 0.34 78 15 0.07 3 95 0.00 0 0.81 G7 0.46 95 0.36 75 15 0.09 3 95 0.00 0 0.78 G8 0.48 95 0.38 74 15 0.10 3 95 0.00 0 0.78 FUT-G 17.03 95 14.91 83 15 2.12 2 95 0.00 0 0.85 H1 0.44 95 0.35 74 15 0.10 3 95 0.00 0 0.77 H2 0.53 95 0.41 74 15 0.12 3 95 0.00 0 0.77 H3 0.92 95 0.75 77 15 0.17 3 95 0.00 0 0.80 H4 1.02 95 0.83 77 15 0.20 3 95 0.00 0 0.80 FUT-A 56.00 0.80 FUT-B 15.30 0.80 FUT-C 22.00 0.80 %Imp Future Development Future Development Future Development Page 4 of 5 6/1/2022 95%5%100% Area Weighted C2Runoff Coefficient Area (ac) Roofs Runoff Coefficient Area (ac)Area Weighted Asphalt + Concrete Walks Lawns, Sandy Soil Area Weighted Area (ac)Basin ID Total Area (ac)Runoff Coefficient D BASINS (Detention Tributary)37.17 48% D Basins Total 34.25 46% WQCV Pond D 12.34 43% LID 1 Tributary (D1, D3.1 D3, D4, D12, D21, D21.1)8.35 44% LID 2 Tributary (D2, D5, D6, D8, D9, D11, D15, D18, D22)15.33 57% LID 3 Tributary (D17)1.06 72% LID 4 Tributary (D16)1.07 71% E BASINS (Detention Tributary)28.49 61% WQCV Pond E 15.81 60% LID 5 (Tributary E5)1.07 71% LID 6 (Tributary E1)1.07 71% LID 7 (Tributary E2)0.96 76% LID 8 (Tributary E7)1.03 73% LID 9 (Tributary E9)1.07 71% LID 10 (Tributary E10)1.03 74% LID 11 (Tributary E22)0.99 76% LID 13 (Tributary E23)0.99 76% Page 5 of 5 6/1/2022 Subdivision:Mulberry Project Name:Mulberry Filing 1 Location:CO, Fort Collins Project No.: Calculated By:MJP Checked By:JP Date:8/3/21 1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24 BASIN D.A.Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL.Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC)Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT)(%)(MIN)(MIN)(FT)(%)(FPS)(MIN)(MIN)(MIN)LENGTH(FT)(MIN)(MIN)(MIN) D1 1.37 B 0.59 0.59 0.73 130 2.00 8.7 6.2 325 0.50 20 2.5 2.1 10.8 8.4 455 12.5 10.8 8.4 D2 3.29 B 0.59 0.59 0.74 100 2.00 7.5 5.3 966 0.50 20 1.2 13.0 20.5 18.3 1066 15.9 15.9 15.9 D3 1.11 B 0.69 0.69 0.86 120 2.00 6.7 3.9 400 0.50 20 1.9 3.6 10.2 7.4 520 12.9 10.2 7.4 D3.1 0.71 B 0.60 0.60 0.75 120 2.00 8.2 5.8 500 0.50 20 1.7 5.0 13.2 10.7 620 13.4 13.2 10.7 D4 1.04 B 0.60 0.60 0.75 120 2.00 8.2 5.7 300 0.87 20 1.9 2.7 10.8 8.4 420 12.3 10.8 8.4 D5 1.13 B 0.62 0.62 0.77 120 2.00 7.9 5.4 480 0.67 20 1.6 4.9 12.8 10.3 600 13.3 12.8 10.3 D6 1.32 B 0.63 0.63 0.78 120 2.00 7.7 5.2 640 0.76 20 1.7 6.1 13.8 11.3 760 14.2 13.8 11.3 D7 1.57 B 0.62 0.62 0.78 120 2.00 7.8 5.3 430 0.51 20 1.4 5.0 12.8 10.3 550 13.1 12.8 10.3 D8 1.24 B 0.60 0.60 0.75 20 2.00 3.3 2.3 360 0.92 20 1.9 3.1 6.4 5.4 380 12.1 6.4 5.4 D8.1 0.17 B 0.79 0.79 0.99 120 2.00 5.0 1.8 360 0.92 20 1.9 3.1 8.1 4.9 480 12.7 8.1 5.0 D9 1.56 B 0.63 0.63 0.79 15 2.00 2.7 1.8 560 1.20 20 2.2 4.3 6.9 6.0 575 13.2 6.9 6.0 D10 0.54 B 0.72 0.72 0.91 120 2.00 6.1 3.2 160 0.63 20 1.6 1.7 7.8 4.9 280 11.6 7.8 5.0 D11 1.15 B 0.65 0.65 0.81 120 2.00 7.3 4.7 210 0.60 20 1.5 2.3 9.6 6.9 330 11.8 9.6 6.9 D12 1.48 B 0.64 0.64 0.80 90 2.00 6.5 4.3 500 0.66 20 1.6 5.1 11.6 9.4 590 13.3 11.6 9.4 D13 0.97 B 0.20 0.20 0.26 90 2.00 12.6 11.9 250 0.68 20 1.6 2.5 15.1 14.4 340 11.9 11.9 11.9 D14 0.75 B 0.70 0.70 0.87 30 2.00 3.3 1.9 250 0.50 20 1.4 2.9 6.2 4.8 280 11.6 6.2 5.0 D15 0.70 B 0.59 0.59 0.74 30 2.00 4.1 2.9 560 1.25 20 2.2 4.2 8.3 7.1 590 13.3 8.3 7.1 D15.1 0.93 B 0.63 0.63 0.79 30 2.00 3.8 2.5 780 0.50 20 1.9 6.9 10.7 9.4 810 14.5 10.7 9.4 D16 1.06 B 0.72 0.72 0.91 80 2.00 5.0 2.6 100 0.50 20 1.4 1.2 6.2 3.8 180 11.0 6.2 5.0 D17 1.07 B 0.72 0.72 0.90 80 2.00 5.0 2.6 100 0.50 20 1.4 1.2 6.2 3.8 180 11.0 6.2 5.0 D18 0.37 B 0.25 0.25 0.31 100 2.00 12.6 11.7 450 0.67 20 1.6 4.6 17.2 16.3 550 13.1 13.1 13.1 D19 0.62 B 0.79 0.79 0.99 40 2.00 2.9 1.0 950 0.58 20 1.5 10.4 13.3 11.4 990 15.5 13.3 11.4 D20 0.60 B 0.82 0.82 1.00 40 2.00 2.6 0.9 700 0.50 20 1.8 6.6 9.2 7.5 740 14.1 9.2 7.5 D21 1.60 B 0.19 0.19 0.23 300 0.50 37.3 35.4 610 0.98 20 2.0 5.1 42.4 40.5 910 15.1 15.1 15.1 D22 0.24 B 0.15 0.15 0.19 10 2.00 4.5 4.3 100 0.51 20 1.4 1.2 5.6 5.5 110 10.6 5.6 5.5 D23 0.68 B 0.43 0.43 0.53 50 2.00 7.1 6.0 300 0.86 20 1.9 2.7 9.8 8.7 350 11.9 9.8 8.7 D24 3.02 B 0.15 0.15 0.19 30 25.00 3.3 3.2 100 0.91 20 1.9 0.9 4.2 4.1 130 10.7 5.0 5.0 OS1 0.70 B 0.44 0.44 0.55 50 2.00 7.0 5.8 180 1.00 20 1.5 2.0 9.0 7.8 230 11.3 9.0 7.8 OS2 0.54 B 0.35 0.35 0.44 50 2.00 7.9 7.0 120 1.00 20 1.8 1.1 9.0 8.1 170 10.9 9.0 8.1 OS3 0.85 B 0.33 0.33 0.41 25 2.00 5.7 5.1 400 1.00 20 1.0 6.7 12.4 11.8 425 12.4 12.4 11.8 OS4 0.29 B 0.46 0.46 0.57 25 2.00 4.8 3.9 45 2.00 20 3.0 0.3 5.0 4.2 70 10.4 5.0 5.0 OS5 0.15 B 0.79 0.79 0.99 50 2.00 3.3 1.2 45 2.00 20 3.0 0.3 3.5 1.4 95 10.5 5.0 5.0 OS6 0.43 B 0.60 0.60 0.75 20 2.00 3.3 2.3 325 1.25 20 1.1 4.9 8.2 7.2 345 11.9 8.2 7.2 OS7 0.41 B 0.57 0.57 0.72 20 2.00 3.5 2.6 325 1.25 20 1.1 4.9 8.4 7.4 345 11.9 8.4 7.4 EX-1 0.78 B 0.88 0.88 1.00 20 2.00 1.5 0.7 870 0.50 20 0.7 21.4 22.9 22.0 890 14.9 14.9 14.9 STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFH22 FINALINITIAL/OVERLAND (Ti) TRAVEL TIME (URBANIZED BASINS)(Tt)DATA Page 9 of 17 6/1/2022 Subdivision:Mulberry Project Name:Mulberry Filing 1 Location:CO, Fort Collins Project No.: Calculated By:MJP Checked By:JP Date:8/3/21 1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24 BASIN D.A.Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL.Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC)Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT)(%)(MIN)(MIN)(FT)(%)(FPS)(MIN)(MIN)(MIN)LENGTH(FT)(MIN)(MIN)(MIN) STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFH22 FINALINITIAL/OVERLAND (Ti) TRAVEL TIME (URBANIZED BASINS)(Tt)DATA E1 1.07 C 0.72 0.72 0.90 80 2.00 5.1 2.7 150 0.67 20 1.6 1.5 6.6 4.2 230 11.3 6.6 5.0 E2 0.96 C 0.76 0.76 0.95 80 2.00 4.5 2.0 150 0.67 20 1.6 1.5 6.0 3.5 230 11.3 6.0 5.0 E3 0.80 C 0.68 0.68 0.85 30 2.00 3.4 2.0 585 0.44 20 1.3 7.3 10.7 9.4 615 13.4 10.7 9.4 E3.1 0.80 C 0.68 0.68 0.85 30 2.00 3.4 2.0 585 0.44 20 1.3 7.3 10.7 9.4 615 13.4 10.7 9.4 E4 0.40 C 0.22 0.22 0.28 40 2.00 8.3 7.7 250 1.04 20 2.0 2.0 10.3 9.8 290 11.6 10.3 9.8 E5 1.07 C 0.72 0.72 0.90 45 2.00 3.8 2.0 100 2.59 20 3.2 0.5 4.3 2.5 145 10.8 5.0 5.0 E6 0.63 C 0.68 0.68 0.85 20 2.00 2.8 1.7 460 0.56 20 1.5 5.1 7.9 6.8 480 12.7 7.9 6.8 E7 1.03 C 0.74 0.74 0.92 45 2.00 3.6 1.7 100 2.59 20 3.2 0.5 4.1 2.3 145 10.8 5.0 5.0 E8 0.35 C 0.21 0.21 0.27 40 2.00 8.3 7.8 250 1.04 20 2.0 2.0 10.4 9.9 290 11.6 10.4 9.9 E9 1.07 C 0.72 0.72 0.90 45 2.00 3.8 2.0 100 2.59 20 3.2 0.5 4.3 2.5 145 10.8 5.0 5.0 E10 1.03 C 0.74 0.74 0.93 45 2.00 3.6 1.7 100 2.59 20 3.2 0.5 4.1 2.2 145 10.8 5.0 5.0 E11 0.40 C 0.55 0.55 0.68 20 2.00 3.7 2.8 460 0.56 20 1.5 5.1 8.8 7.9 480 12.7 8.8 7.9 E11.1 0.34 C 0.68 0.68 0.85 20 2.00 2.8 1.6 460 0.56 20 1.5 5.1 7.9 6.7 480 12.7 7.9 6.7 E12 0.44 C 0.79 0.79 0.99 20 2.00 2.1 0.8 460 0.56 20 1.5 5.1 7.2 5.9 480 12.7 7.2 5.9 E12.1 0.21 C 0.94 0.94 1.00 20 2.00 1.1 0.7 200 1.30 20 2.3 1.5 2.6 2.1 220 11.2 5.0 5.0 E13 0.59 C 0.15 0.15 0.19 20 2.00 6.3 6.1 375 0.69 20 1.7 3.8 10.1 9.8 395 12.2 10.1 9.8 E14 0.30 C 0.65 0.65 0.81 90 2.00 6.4 4.1 275 0.94 20 1.9 2.4 8.8 6.5 365 12.0 8.8 6.5 E14.1 1.30 C 0.80 0.80 1.00 10.0 10.0 10.0 E15 0.57 C 0.82 0.82 1.00 60 2.00 3.2 1.1 775 0.33 20 1.2 11.2 14.4 12.3 835 14.6 14.4 12.3 E15.1 0.56 C 0.80 0.80 1.00 10.0 10.0 10.0 E16 1.00 C 0.15 0.15 0.19 10 2.00 4.5 4.3 855 0.30 20 1.1 12.9 17.4 17.2 865 14.8 14.8 14.8 E17 0.59 C 0.65 0.65 0.81 40 2.00 4.2 2.7 450 0.58 20 1.5 4.9 9.2 7.6 490 12.7 9.2 7.6 E17.1 0.40 C 0.55 0.55 0.69 40 2.00 5.1 3.8 450 0.58 20 1.5 4.9 10.1 8.8 490 12.7 10.1 8.8 E18 0.41 C 0.55 0.55 0.69 40 2.00 5.2 3.9 300 0.86 20 1.9 2.7 7.8 6.6 340 11.9 7.8 6.6 E19 2.72 C 0.80 0.80 1.00 10.0 10.0 10.0 E20 0.74 C 0.76 0.76 0.95 30 2.00 2.8 1.2 1000 0.26 20 1.0 16.4 19.1 17.6 1030 15.7 15.7 15.7 E20.1 0.23 C 0.76 0.76 0.96 30 2.00 2.7 1.2 500 0.50 20 1.4 5.8 8.5 7.0 530 12.9 8.5 7.0 E21 1.04 C 0.20 0.20 0.26 50 2.00 9.4 8.9 675 2.00 15 0.9 12.1 21.5 21.0 725 14.0 14.0 14.0 #REF!#REF!C #REF!#REF!#REF!50 2.00 #REF!#REF!900 2.00 15 0.8 18.6 #REF!#REF!950 15.3 #REF!#REF! E22 0.99 C 0.76 0.76 0.96 45 2.00 3.3 1.4 100 2.59 20 3.2 0.5 3.9 2.0 145 10.8 5.0 5.0 E23 0.99 C 0.77 0.77 0.96 45 2.00 3.3 1.4 100 1.47 20 2.4 0.7 4.0 2.1 145 10.8 5.0 5.0 E24 0.73 C 0.54 0.54 0.67 80 2.00 7.5 5.7 420 0.35 20 1.2 5.9 13.4 11.6 500 12.8 12.8 11.6 E24.1 0.36 C 0.67 0.67 0.84 80 2.00 5.7 3.5 420 0.50 20 1.2 5.9 11.6 9.4 500 12.8 11.6 9.4 E25 0.74 C 0.78 0.78 0.98 50 2.00 3.3 1.3 675 0.22 20 0.9 12.1 15.4 13.3 725 14.0 14.0 13.3 E25.1 0.19 C 0.62 0.62 0.78 30 2.00 3.9 2.6 420 0.50 20 1.2 5.9 9.8 8.5 450 12.5 9.8 8.5 E26 2.39 C 0.80 0.80 1.00 10.0 10.0 10.0 E26.1 0.72 C 0.80 0.80 1.00 10.0 10.0 10.0 E27 0.33 C 0.69 0.69 0.86 100 2.00 6.1 3.5 75 1.96 20 2.8 0.4 6.5 4.0 175 11.0 6.5 5.0 E28 0.84 C 0.76 0.76 0.95 20 2.00 2.3 1.0 800 0.18 20 0.9 15.6 17.8 16.6 820 14.6 14.6 14.6 E29 1.77 C 0.15 0.15 0.19 10 2.00 4.5 4.3 75 1.96 20 2.8 0.4 4.9 4.7 85 10.5 5.0 5.0 E30 1.04 C 0.77 0.77 0.97 25 2.00 2.4 1.0 1000 0.50 20 0.8 21.7 24.2 22.7 1025 15.7 15.7 15.7 G1 1.15 C 0.79 0.79 0.99 25 2.00 2.3 0.8 1250 0.75 20 0.7 30.4 32.7 31.2 1275 17.1 17.1 17.1 G2 1.15 C 0.79 0.79 0.99 25 2.00 2.3 0.8 1250 0.75 20 0.7 30.4 32.7 31.2 1275 17.1 17.1 17.1 G3 1.18 C 0.81 0.81 1.00 25 2.00 2.2 0.7 1200 0.75 20 0.7 28.6 30.7 29.3 1225 16.8 16.8 16.8 G4 1.16 C 0.81 0.81 1.00 25 2.00 2.2 0.7 1200 0.75 20 0.7 28.6 30.7 29.3 1225 16.8 16.8 16.8 G5 0.34 C 0.77 0.77 0.96 25 2.00 2.5 1.1 450 1.50 20 1.1 6.6 9.0 7.6 475 12.6 9.0 7.6 G6 0.37 C 0.77 0.77 0.96 25 2.00 2.5 1.1 450 1.50 20 1.1 6.6 9.0 7.6 475 12.6 9.0 7.6 G6.1 0.45 C 0.77 0.77 0.96 25 2.00 2.5 1.0 450 1.50 20 1.1 6.6 9.0 7.6 475 12.6 9.0 7.6 G7.1 0.42 C 0.81 0.81 1.00 25 2.00 2.2 0.7 450 1.50 20 1.1 6.6 8.7 7.3 475 12.6 8.7 7.3 G7 0.46 C 0.78 0.78 0.98 25 2.00 2.3 0.9 350 0.60 20 1.3 4.5 6.8 5.4 375 12.1 6.8 5.4 G8 0.48 C 0.78 0.78 0.97 25 2.00 2.4 1.0 350 0.60 20 1.3 4.5 6.9 5.5 375 12.1 6.9 5.5 FUT-G 17.03 C 0.85 0.85 1.00 100 2.00 3.7 1.5 500 0.05 20 1.1 7.7 11.4 9.2 600 13.3 11.4 9.2 H1 0.44 C 0.77 0.77 0.97 25 2.00 2.4 1.0 370 0.50 20 1.3 4.9 7.3 5.9 395 12.2 7.3 5.9 H2 0.53 C 0.77 0.77 0.96 25 2.00 2.4 1.0 370 0.50 20 1.3 4.9 7.3 5.9 395 12.2 7.3 5.9 H3 0.92 C 0.80 0.80 1.00 25 2.00 2.2 0.7 380 0.50 20 1.2 5.1 7.3 5.8 405 12.3 7.3 5.8 H4 1.02 C 0.80 0.80 0.99 25 2.00 2.3 0.8 380 0.50 20 1.2 5.1 7.4 5.9 405 12.3 7.4 5.9 FUT-A 56.00 C 0.80 0.80 1.00 10.0 10.0 10.0 FUT-B 15.30 C 0.80 0.80 1.00 10.0 10.0 10.0 FUT-C 22.00 C 0.80 0.80 1.00 10.0 10.0 10.0 Future Developed Area | Multi-Family Future Developed Area | Multi-Family Future Developed Area Future Developed Area Future Developed Area Future Developed Area | Multi-Family Future Developed Area | Multi-Family Future Developed Area | Multi-Family Page 10 of 17 6/1/2022 Subdivision:Mulberry Project Name:Mulberry Filing 1 Location:CO, Fort Collins Project No.: Calculated By:MJP Checked By:JP Date:8/3/21 1 2 3 4 5 6 7 8 9 10 13 15 16 17 18 19 20 21 22 23 24 BASIN D.A.Hydrologic C2 C5 C100 L S Ti | 2-Year Ti | 100-Year L S Cv VEL.Tt COMP. Tc | 2-Year COMP. Tc | 100-Year TOTAL Urbanized Tc Tc | 2-Year Tc | 100-Year ID (AC)Soils Group Cf=1.00 Cf=1.00 Cf=1.25 (FT)(%)(MIN)(MIN)(FT)(%)(FPS)(MIN)(MIN)(MIN)LENGTH(FT)(MIN)(MIN)(MIN) STANDARD FORM SF-2 TIME OF CONCENTRATION SUB-BASIN Tc CHECK HFH22 FINALINITIAL/OVERLAND (Ti) TRAVEL TIME (URBANIZED BASINS)(Tt)DATA NOTES: Ti = (1.87*(1.1 - CCf)*(L)^0.5)/((S)^0.33), S in %Cv Tt=L/60V 2.5 Velocity V=Cv*S^0.5, S in ft/ft 5 Tc Check = 10+L/180 7 For urbanized basins a minimum Tc of 5.0 minutes is required.10 For non-urbanized basins a minimum Tc of 10.0 minutes is required 15 20Paved Areas and Shallow Paved Swales Type of Land Surface Heavy Meadow Tillage/Field Short Pasture and Lawns Nearly Bare Ground Grassed Waterway Page 11 of 17 6/1/2022 Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C2Tc|2-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS D1 D1 1.37 0.59 10.8 0.80 2.15 1.7 D2 D2 3.29 0.59 15.9 1.95 1.82 3.6 D3 D3 1.11 0.69 10.2 0.76 2.19 1.7 D3.1 D3.1 0.71 0.60 13.2 0.42 2.00 0.8 D4 D4 1.04 0.60 10.8 0.63 2.15 1.3 D5 D5 1.13 0.62 12.8 0.69 2.02 1.4 D6 D6 1.32 0.63 13.8 0.83 1.95 1.6 13.8 1.52 1.95 3.0 D7 D7 1.57 0.62 12.8 0.98 2.02 2.0 D8 D8 1.24 0.60 6.4 0.74 2.67 2.0 D8.1 D8.1 0.17 0.79 8.1 0.14 2.45 0.3 D9 D9 1.56 0.63 6.9 0.99 2.60 2.6 D10 D10 0.54 0.72 7.8 0.39 2.49 1.0 D11 D11 1.15 0.65 9.6 0.75 2.27 1.7 D12 D12 1.48 0.64 11.6 0.94 2.10 2.0 D13 D13 0.97 0.20 11.9 0.20 2.08 0.4 D14 D14 0.75 0.70 6.2 0.52 2.69 1.4 D15 D15 0.70 0.59 8.3 0.42 2.43 1.0 D15.1 D15.1 0.93 0.63 10.7 0.59 2.16 1.3 D16 D16 1.06 0.72 6.2 0.77 2.70 2.1 D17 D17 1.07 0.72 6.2 0.77 2.69 2.1 D18 D18 0.37 0.25 13.1 0.09 2.00 0.2 D19 D19 0.62 0.79 13.3 0.49 1.99 1.0 D20 D20 0.60 0.82 9.2 0.49 2.31 1.1 D21 D21 1.60 0.19 15.1 0.30 1.87 0.6 D22 D22 0.24 0.15 5.6 0.04 2.77 0.1 D23 D23 0.68 0.43 9.8 0.29 2.24 0.7 D24 D24 3.02 0.15 5.0 0.45 2.85 1.3 OS1 OS1 0.70 0.44 9.0 0.31 2.34 0.7 OS2 OS2 0.54 0.35 9.0 0.19 2.34 0.4 OS3 OS3 0.85 0.33 12.4 0.28 2.05 0.6 OS4 OS4 0.29 0.46 5.0 0.13 2.85 0.4 OS5 OS5 0.15 0.79 5.0 0.12 2.85 0.3 OS6 OS6 0.43 0.60 8.2 0.26 2.44 0.6 OS7 OS7 0.41 0.57 8.4 0.23 2.42 0.6 DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 8/3/21 Page 12 of 17 6/1/2022 Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C2Tc|2-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 8/3/21 E1 E1 1.07 0.72 6.6 0.77 2.65 2.0 E2 E2 0.96 0.76 6.0 0.73 2.72 2.0 E3 E3 0.80 0.68 10.7 0.54 2.16 1.2 E3.1 E3.1 0.80 0.68 10.7 0.54 2.16 1.2 E4 E4 0.40 0.22 10.3 0.09 2.19 0.2 E5 E5 1.07 0.72 5.0 0.77 2.85 2.2 E6 E6 0.63 0.68 7.9 0.43 2.48 1.1 E7 E7 1.03 0.74 5.0 0.76 2.85 2.2 E8 E8 0.35 0.21 10.4 0.07 2.18 0.2 E9 E9 1.07 0.72 5.0 0.77 2.85 2.2 E10 E10 1.03 0.74 5.0 0.76 2.85 2.2 E11 E11 0.40 0.55 8.8 0.22 2.37 0.5 E11.1 E11.1 0.34 0.68 7.9 0.23 2.48 0.6 E12 E12 0.44 0.79 7.2 0.34 2.57 0.9 E12.1 E12.1 0.21 0.94 5.0 0.20 2.85 0.6 E13 E13 0.59 0.15 10.1 0.09 2.21 0.2 E14 E14 0.30 0.65 8.8 0.19 2.37 0.5 E14.1 E14.1 1.30 0.80 10.0 1.04 2.21 2.3 E15 E15 0.57 0.82 14.4 0.47 1.91 0.9 E15.1 E15.1 0.56 0.80 10.0 0.45 2.21 1.0 E16 E16 1.00 0.15 14.8 0.15 1.88 0.3 E17 E17 0.59 0.65 9.2 0.38 2.32 0.9 E17.1 E17.1 0.40 0.55 10.1 0.22 2.21 0.5 E18 E18 0.41 0.55 7.8 0.22 2.49 0.6 E19 E19 2.72 0.80 10.0 2.18 2.21 4.8 E20 E20 0.74 0.76 15.7 0.57 1.83 1.0 E20.1 E20.1 0.23 0.76 8.5 0.18 2.40 0.4 E21 E21 1.04 0.20 14.0 0.21 1.94 0.4 E22 E22 0.99 0.76 5.0 0.76 2.85 2.2 E23 E23 0.99 0.77 5.0 0.76 2.85 2.2 E24 E24 0.73 0.54 12.8 0.39 2.02 0.8 E24.1 E24.1 0.36 0.67 11.6 0.24 2.10 0.5 E25 E25 0.74 0.78 14.0 0.58 1.94 1.1 E25.1 E25.1 0.19 0.62 9.8 0.12 2.24 0.3 E26 E26 2.39 0.80 10.0 1.91 2.21 4.2 E26.1 E26.1 0.72 0.80 10.0 0.57 2.21 1.3 E27 E27 0.33 0.69 6.5 0.23 2.66 0.6 E28 E28 0.84 0.76 14.6 0.64 1.90 1.2 E29 E29 1.77 0.15 5.0 0.27 2.85 0.8 E30 E30 1.04 0.77 15.7 0.80 1.83 1.5 Page 13 of 17 6/1/2022 Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C2Tc|2-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS DIRECT RUNOFF TOTAL RUNOFF STREET PIPE STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) 2-Year 8/3/21 G1 G1 1.15 0.79 17.1 0.92 1.76 1.6 G2 G2 1.15 0.79 17.1 0.92 1.76 1.6 G3 G3 1.18 0.81 16.8 0.95 1.78 1.7 G4 G4 1.16 0.81 16.8 0.94 1.78 1.7 G5 G5 0.34 0.77 9.0 0.26 2.33 0.6 G6 G6 0.37 0.77 9.0 0.28 2.33 0.7 G6.1 G6.1 0.45 0.77 9.0 0.34 2.33 0.8 G7.1 G7.1 0.42 0.81 8.7 0.34 2.37 0.8 G7 G7 0.46 0.78 6.8 0.36 2.61 0.9 G8 G8 0.48 0.78 6.9 0.37 2.61 1.0 H1 H1 0.44 0.77 7.3 0.34 2.55 0.9 H2 H2 0.53 0.77 7.3 0.41 2.55 1.0 H3 H3 0.92 0.80 7.3 0.73 2.55 1.9 H4 H4 1.02 0.80 7.4 0.81 2.55 2.1 Page 14 of 17 6/1/2022 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C100Tc|100-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS D1 D1 1.37 0.73 8.4 1.00 8.45 8.5 0.5 3.7 734 14.1 0.9 D2 D2 3.29 0.74 15.9 2.44 6.35 15.5 D3 D3 1.11 0.86 7.4 0.96 8.86 8.5 0.5 8.5 400 14.1 0.5 8.8 1.96 8.24 16.1 D3.1 D3.1 0.71 0.75 10.7 0.53 7.54 4.0 10.7 2.48 7.54 18.7 Total Flow at D3 D4 D4 1.04 0.75 8.4 0.78 8.43 6.6 D5 D5 1.13 0.77 10.3 0.87 7.66 6.6 D6 D6 1.32 0.78 11.3 1.03 7.41 7.7 11.3 1.90 7.41 14.1 D7 D7 1.57 0.78 10.3 1.22 7.65 9.4 D8 D8 1.24 0.75 5.4 0.93 9.75 9.1 D8.1 D8.1 0.17 0.99 5.0 0.17 9.95 1.7 D9 D9 1.56 0.79 6.0 1.24 9.49 11.8 D10 D10 0.54 0.91 5.0 0.49 9.95 4.9 D11 D11 1.15 0.81 6.9 0.94 9.09 8.5 D12 D12 1.48 0.80 9.4 1.18 7.99 9.4 D13 D13 0.97 0.26 11.9 0.25 7.27 1.8 D14 D14 0.75 0.87 5.0 0.66 9.95 6.5 D15 D15 0.70 0.74 7.1 0.52 9.01 4.7 D15.1 D15.1 0.93 0.79 9.4 0.73 8.00 5.9 D16 D16 1.06 0.91 5.0 0.96 9.95 9.5 D17 D17 1.07 0.90 5.0 0.96 9.95 9.6 D18 D18 0.37 0.31 13.1 0.11 6.99 0.8 D19 D19 0.62 0.99 11.4 0.61 7.38 4.5 11.4 0.94 7.38 7.0 Combined with D23 D20 D20 0.60 1.00 7.5 0.60 8.83 5.3 D21 D21 1.60 0.23 15.1 0.37 6.51 2.4 D22 D22 0.24 0.19 5.5 0.05 9.75 0.4 D23 D23 0.68 0.53 8.7 0.36 8.32 3.0 D24 D24 3.02 0.19 5.0 0.57 9.95 5.6 OS1 OS1 0.70 0.55 7.8 0.38 8.69 3.3 OS2 OS2 0.54 0.44 8.1 0.24 8.58 2.0 OS3 OS3 0.85 0.41 11.8 0.35 7.30 2.6 OS4 OS4 0.29 0.57 5.0 0.17 9.95 1.7 OS5 OS5 0.15 0.99 5.0 0.15 9.95 1.5 OS6 OS6 0.43 0.75 7.2 0.32 8.96 2.9 OS7 OS7 0.41 0.72 7.4 0.29 8.87 2.6 EX-1 EX-1 0.78 1.00 14.9 0.78 6.53 5.1 14.9 2.68 6.53 17.5 Total Flow to Existing Inlet PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 6/2/21 Page 15 of 17 6/1/2022 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C100Tc|100-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 6/2/21 E1 E1 1.07 0.90 5.0 0.96 9.95 9.6 E2 E2 0.96 0.95 5.0 0.91 9.95 9.1 E3 E3 0.80 0.85 9.4 0.68 8.01 5.4 E3.1 E3.1 0.80 0.85 9.4 0.68 8.01 5.4 E4 E4 0.40 0.28 9.8 0.11 7.81 0.9 E5 E5 1.07 0.90 5.0 0.96 9.95 9.5 E6 E6 0.63 0.85 6.8 0.54 9.16 4.9 E7 E7 1.03 0.92 5.0 0.95 9.95 9.5 E8 E8 0.35 0.27 9.9 0.09 7.78 0.7 E9 E9 1.07 0.90 5.0 0.96 9.95 9.6 E10 E10 1.03 0.93 5.0 0.95 9.95 9.5 E11 E11 0.40 0.68 7.9 0.27 8.66 2.3 E11.1 E11.1 0.34 0.85 6.7 0.29 9.18 2.7 E12 E12 0.44 0.99 5.9 0.43 9.56 4.1 E12.1 E12.1 0.21 1.00 5.0 0.21 9.95 2.1 E13 E13 0.59 0.19 9.8 0.11 7.80 0.9 E14 E14 0.30 0.81 6.5 0.24 9.29 2.2 E14.1 E14.1 1.30 1.00 10.0 1.30 7.72 10.0 E15 E15 0.57 1.00 12.3 0.57 7.16 4.1 E15.1 E15.1 0.56 1.00 10.0 0.56 7.72 4.3 E16 E16 1.00 0.19 14.8 0.19 6.57 1.2 E17 E17 0.59 0.81 7.6 0.48 8.78 4.2 E17.1 E17.1 0.40 0.69 8.8 0.28 8.27 2.3 E18 E18 0.41 0.69 6.6 0.28 9.26 2.6 E19 E19 2.72 1.00 10.0 2.72 7.72 21.0 E20 E20 0.74 0.95 15.7 0.71 6.39 4.5 E21 E20.1 0.23 0.96 7.0 0.22 9.08 2.0 E21 E21 1.04 0.26 14.0 0.27 6.75 1.8 E22 E22 0.99 0.96 5.0 0.95 9.95 9.4 E23 E23 0.99 0.96 5.0 0.94 9.95 9.4 E24 E24 0.73 0.67 11.6 0.49 7.33 3.6 E24.1 E24.1 0.36 0.84 9.4 0.30 7.97 2.4 E25 E25 0.74 0.98 13.3 0.73 6.93 5.0 E25.1 E25.1 0.19 0.78 8.5 0.15 8.37 1.2 E26 E26 2.39 1.00 10.0 2.39 7.72 18.5 E26.1 E26.1 0.72 1.00 10.0 0.72 7.72 5.5 E27 E27 0.33 0.86 5.0 0.29 9.95 2.9 E28 E28 0.84 0.95 14.6 0.80 6.63 5.3 E29 E29 1.77 0.19 5.0 0.33 9.95 3.3 E30 E30 1.04 0.97 15.7 1.00 6.39 6.4 Page 16 of 17 6/1/2022 STANDARD FORM SF-3 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE) Project Name:Mulberry Filing 1 Subdivision:Mulberry Project No.:HFH22 Location:CO, Fort Collins Calculated By:MJP Design Storm:Checked By:JP Date: TRAVEL TIME STREET DesignPointBasinIDArea(Ac)RunoffCoeff.|C100Tc|100-Year(min)C*A(Ac)I(in/hr)Q(cfs)Tc(min)C*A(Ac)I(in/hr)Q(cfs)Slope(%)StreetFlow(cfs)DesignFlow(cfs)Slope(%)PipeSize(inches)Length(ft)Velocity(fps)Tt(min)REMARKS PIPE 100-Year DIRECT RUNOFF TOTAL RUNOFF STREET 6/2/21 G1 G1 1.15 0.99 17.1 1.14 6.14 7.0 G2 G2 1.15 0.99 17.1 1.14 6.14 7.0 G3 G3 1.18 1.00 16.8 1.18 6.19 7.3 G4 G4 1.16 1.00 16.8 1.16 6.19 7.2 G5 G5 0.34 0.96 7.6 0.33 8.78 2.9 G6 G6 0.37 0.96 7.6 0.35 8.78 3.1 G6.1 G6.1 0.45 0.96 7.6 0.43 8.79 3.8 G7.1 G7.1 0.42 1.00 7.3 0.42 8.92 3.7 G7 G7 0.46 0.98 5.4 0.45 9.78 4.4 G8 G8 0.48 0.97 5.5 0.47 9.74 4.5 FUT-G FUT-G 17.03 1.00 9.2 17.03 8.09 137.8 H1 H1 0.44 0.97 5.9 0.43 9.56 4.1 H2 H2 0.53 0.96 5.9 0.51 9.55 4.9 H3 H3 0.92 1.00 5.8 0.92 9.58 8.8 H4 H4 1.02 0.99 5.9 1.02 9.56 9.7 Page 17 of 17 6/1/2022 Bloom Filing 1 Final Drainage Report APPENDIX D Hydraulic Calculations Project:Bloom F1 Calculations By:M. Pepin Date:6/1/2022 Manning's Formula for flow in shallow triangular channels: Q = 0.56(Z/n)S01/2y8/3 Where: Q Theoretical Gutter Capacity, cfs y Depth of Flow at Face of Gutter, ft n Roughness Coefficient,see below S0 Longitudinal Channel Slope, ft/ft Sa Cross-Slope of Gutter Pan, ft/ft Sb Cross-Slope of Gutter Pan, ft/ft Sc Cross-Slope of Asphalt, ft/ft Z Reciprocal of Cross-Slope, ft/ft n 0.016 Sa 0.00%Za = 1/Sa 0.00 Za/n 0 Sb 8.33%Zb = 1/Sb 12.00 Zb/n 750 Sc 2.00%Zc = 1/Sc 50.00 Zc/n 3125 FL to FL Distance 15' CL to FL (Vert.)Select y 0.43 water depth at flowline, ft 5.64 y' 0.26 water depth at EOP, ft S0 =See Below longitudinal slope of street, % a b b'c 100-year 0.56(Z/n)y8/3 =79.95 0.00 43.33 11.57 48.19 Depth 99.95 Street Name Determination D1 Aria Way 15 Local 1.7 8.5 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay D14 Aria Way 15 Local 0.4 1.8 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay D15 Conquest Street 15 Local 1.4 6.5 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay D15.1 Aria Way 15 Local 1.0 4.7 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay D2 Parkland Street 15 Local 3.6 15.5 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay D3 Tourmaline Place 15 Local 1.7 8.5 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay D4 Tourmaline Place 15 Local 0.8 4.0 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay D6 Parkland Street 15 Local 1.6 6.6 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay D7 Whisperwind Lane 15 Local 2.0 7.7 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay D8 Parkland Street 15 Local 2.0 9.4 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay D9 Conquest Street 15 Local 0.3 1.7 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay E11 Crusader Street 15 Local 1.2 5.4 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay E12 Aria Way 15 Local 2.2 9.5 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay E12.1 Aria Way 15 Local 1.1 4.9 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay E14 Crusader Street 15 Local 0.2 0.7 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay E20 Flourish Lane 15 Local 2.3 10.0 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay E24 Aria Way 15 Local 0.9 4.2 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay E24.1 Crusader Street 15 Local 0.5 2.3 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay E25 Flourish Lane 15 Local 0.6 2.6 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay E25.1 Crusader Street 15 Local 4.8 21.0 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Problem E27 Aria Way 15 Local 0.4 9.4 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay E3 Aria Way 15 Local 0.6 2.6 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay E6 Roselyn 15 Local 0.6 2.9 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay E8 Comet Street 15 Local 2.0 9.6 0.45%5.4 1.00 5.4 Okay 18.0 1.00 18.0 Okay Notes: 1. Capacity shown is for half-section with flow depth at right-of-way. Minor Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Calculated Capacity (FlowMaster)1 cfs Major Storm Reduction Factor (UDFCD Figure 7-4) Determination (see below for notes ) Allowable Capacity cfs Street Capacity Calculations Vertical Curb & Gutter - 15' CL to FL Inputs Results Minor Storm Event Major Storm Event Longitudinal Grade, S0 % Calculated Capacity cfs Design Point Width FL to CL ft Street Classification Developed Q2 cfs Developed Q100 cfs Sc Project:Bloom F1 Calculations By:M. Pepin Date:6/1/2022 Manning's Formula for flow in shallow triangular channels: Q = 0.56(Z/n)S0 1/2y8/3 Where: Q Theoretical Gutter Capacity, cfs y Depth of Flow at Face of Gutter, ft n Roughness Coefficient,see below S0 Longitudinal Channel Slope, ft/ft Sa Cross-Slope of Gutter Pan, ft/ft Sb Cross-Slope of Gutter Pan, ft/ft Sc Cross-Slope of Asphalt, ft/ft Z Reciprocal of Cross-Slope, ft/ft n 0.016 Sa 0.00%Za = 1/Sa 0.00 Za/n 0 Sb 8.33%Zb = 1/Sb 12.00 Zb/n 750 Sc 2.00%Zc = 1/Sc 50.00 Zc/n 3125 FL to FL Distance 27' CL to FL (Vert.)Select y 0.5000 water depth at flowline, ft y' 0.5000 water depth at EOP, ft S0 =See Below longitudinal slope of street, % a b b'c 100-year 0.56(Z/n)y8/3 =275.61 0.00 66.17 66.17 275.61 Depth 99.90 Street Name Determination D19 Sykes Drive 27 0.2 0.8 0.50%19.5 1.00 19.5 Okay 31.7 1.00 31.7 Okay D20 Sykes Drive 27 1.0 4.5 0.50%19.5 1.00 19.5 Okay 31.7 1.00 31.7 Okay E12 Aria Way 27 2.2 9.5 0.50%19.5 1.00 19.5 Okay 31.7 1.00 31.7 Okay E12.1 Aria Way 27 1.1 4.9 0.50%19.5 1.00 19.5 Okay 31.7 1.00 31.7 Okay E24 Aria Way 27 0.5 4.2 0.50%19.5 1.00 19.5 Okay 31.7 1.00 31.7 Okay E27 Aria Way 27 0.4 9.4 0.50%19.5 1.00 19.5 Okay 31.7 1.00 31.7 Okay E15 International Blvd 27 2.2 9.5 0.50%19.5 1.00 19.5 Okay 31.7 1.00 31.7 Okay E17 International Blvd 27 0.9 4.1 0.50%19.5 1.00 19.5 Okay 31.7 1.00 31.7 Okay E28 Greenfields Drive 27 2.2 9.4 0.50%19.5 1.00 19.5 Okay 31.7 1.00 31.7 Okay E30 Greenfields Drive 27 0.5 2.4 0.50%19.5 1.00 19.5 Okay 31.7 1.00 31.7 Okay Notes: 1. Capacity shown is for half-section with flow depth at right-of-way. Calculated Capacity cfs Minor Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Calculated Capacity (FlowMaster)1 cfs Major Storm Reduction Factor (UDFCD Figure 7-4) Allowable Capacity cfs Longitudinal Grade, S0 % Street Capacity Calculations Vertical Curb & Gutter - 27' CL to FL Inputs Results Minor Storm Event Major Storm Event Design Point Width FL to CL ft Street Classification Developed Q2 cfs Developed Q100 cfs Determination (see below for notes ) Sc MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME DP D1 | SD Inlet H4 DP D2 | SD Inlet E3.1 DP D3 | SD Inlet H5.1 Site Type (Urban or Rural)URBAN URBAN URBAN Inlet Application (Street or Area)STREET STREET STREET Hydraulic Condition On Grade In Sump In Sump Inlet Type CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs)2.4 3.6 1.7 Major QKnown (cfs)11.3 15.5 8.5 Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from:No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received Minor Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Major Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs)2.4 3.6 1.7 Major Total Design Peak Flow, Q (cfs)11.3 15.5 8.5 Minor Flow Bypassed Downstream, Qb (cfs)0.0 N/A N/A Major Flow Bypassed Downstream, Qb (cfs)3.7 N/A N/A INLET MANAGEMENT MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP D4 | SD Inlet H5.1A DP D5&D6 | SD Inlet E6 DP D7 | SD Inlet Z5.1 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 1.3 3.0 2.0 6.6 14.3 9.4 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.3 3.0 2.0 6.6 14.3 9.4 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP D8 | SD Inlet E5.1 DP 9 | STM Inlet Z3.1 DP10 | STM Inlet Z6 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 2.0 2.6 1.0 9.1 11.8 4.9 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 2.0 2.6 1.0 9.1 11.8 4.9 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP D11 | SD Inlet E3.1A DP D12 | SD Inlet H9 DP D14 | SD Inlet Z2.2 URBAN URBAN URBAN STREET STREET STREET In Sump On Grade In Sump CDOT Type R Curb Opening CDOT/Denver 13 Combination CDOT Type R Curb Opening 1.7 2.0 1.4 8.5 9.4 6.5 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 1.7 2.0 1.4 8.5 9.4 6.5 N/A 0.0 N/A N/A 1.5 N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP D15 | SD Inlet Z3-A DP D19 | SD Inlet F1 DP D20 | SD Inlet F2.1 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 1.0 1.0 1.1 4.7 4.5 5.3 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.0 1.1 4.7 4.5 5.3 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP E3 | SD S217 DP E11 | SD Inlet I4.1-A.1 DP E14 | SD Inlet i4.1-A URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 1.2 0.5 0.5 5.3 2.3 2.2 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.5 0.5 5.3 2.3 2.2 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP E15 | SD Inlet J5-A DP E17 | SD Inlet J5.1 DP E20 | SD S-205 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 0.9 0.9 1.5 4.1 4.2 6.5 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 0.9 0.9 1.5 4.1 4.2 6.5 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP E12.1 | SD Inlet J4.1-A DP E28 | SD Inlet D1 DP E30 | SD Inlet D2 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 0.6 1.0 0.8 2.1 5.3 6.4 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 0.6 1.0 0.8 2.1 5.3 6.4 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP G1 SD Inlet L2 DP G2 | SD Inlet L1 DP G3 | SD Inlet K1 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 1.6 1.6 1.7 7.0 7.0 7.3 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.6 1.6 1.7 7.0 7.0 7.3 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP G4 | SD Inlet K2.1 DP G5 | SD Inlet C3.1A DP G6 | SD Inlet C3.1 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 1.7 1.1 1.1 7.2 5.0 5.0 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.7 1.1 1.1 7.2 5.0 5.0 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP G7 | SD Inlet M8 DP G8 | SD Inlet M7.1 DP H1 | SD Inlet M4 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 0.9 1.0 0.9 4.4 4.5 4.1 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.9 1.0 0.9 4.4 4.5 4.1 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP H2 | SD Inlet M4.1 DP H3 | SD Inlet M4.1.1 DP D8.1| SD Inlet Z2.1-A URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 1.0 1.9 0.3 4.9 8.8 1.7 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.0 1.9 0.3 4.9 8.8 1.7 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP E11.1|SD Inlet I4.3-1 DP E15.1|Inlet J1 DP E17.1 | SD Inlet S-98 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 0.6 2.0 0.5 2.7 8.9 2.3 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 0.6 2.0 0.5 2.7 8.9 2.3 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP E20.1 | SD Inlet F3-B DP E24.1 | SD 210 DP E24 | Inlet I4-A.2 URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening CDOT Type R Curb Opening 0.4 0.8 0.8 2.0 2.4 3.6 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 0.4 0.8 0.8 2.0 2.4 3.6 N/A N/A N/A N/A N/A N/A MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT DP E25 | Inlet S202 DP E25.1 | Inlet S205User-Defined URBAN URBAN STREET STREET In Sump In Sump CDOT Type R Curb Opening CDOT Type R Curb Opening 0.5 0.3 2.4 1.2 No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.5 0.3 2.4 1.2 N/A N/A N/A N/A Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.006 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =6.2 37.4 cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D1 | SD Inlet H4 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D1 | SD Inlet H4 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =3.0 3.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =2 2 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =5.00 5.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width)Wo =N/A N/A ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =N/A N/A Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =2.4 7.6 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 3.7 cfs Capture Percentage = Qa/Qo =C% =100 67 % INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) CDOT Type R Curb OpeningCDOT Type R Curb Opening HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D1 | SD Inlet H4 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D2 | SD Inlet E3.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D2 | SD Inlet E3.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =3 3 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.48 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.73 0.94 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =8.6 34.0 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =3.6 15.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D2 | SD Inlet E3.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.013 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D3 | SD Inlet H5.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D3 | SD Inlet H5.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.7 8.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D3 | SD Inlet H5.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =21.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D4 | SD Inlet H5.1A HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D4 | SD Inlet H5.1A 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.3 6.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D4 | SD Inlet H5.1A 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =21.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D5&D6 | SD Inlet E6 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D5&D6 | SD Inlet E6 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.48 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.88 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.8 22.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =3.0 14.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D5&D6 | SD Inlet E6 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D7 | SD Inlet Z5.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D7 | SD Inlet Z5.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.48 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.88 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.8 22.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =2.0 9.4 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D7 | SD Inlet Z5.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D8 | SD Inlet E5.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D8 | SD Inlet E5.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =2.0 9.1 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D8 | SD Inlet E5.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP 9 | STM Inlet Z3.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP 9 | STM Inlet Z3.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.48 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.88 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.8 22.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =2.6 11.8 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP 9 | STM Inlet Z3.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP10 | STM Inlet Z6 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP10 | STM Inlet Z6 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.0 4.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP10 | STM Inlet Z6 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.3 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D11 | SD Inlet E3.1A HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D11 | SD Inlet E3.1A 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.7 8.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D11 | SD Inlet E3.1A 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.005 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Allow Flow Depth at Street Crown (check box for yes, leave blank for no) MINOR STORM Allowable Capacity is based on Spread Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =5.7 34.1 cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. Minor storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' Major storm max. allowable capacity GOOD - greater than the design flow given on sheet 'Inlet Management' MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D12 | SD Inlet H9 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D12 | SD Inlet H9 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a')aLOCAL =2.0 2.0 inches Total Number of Units in the Inlet (Grate or Curb Opening)No =3 3 Length of a Single Unit Inlet (Grate or Curb Opening)Lo =3.00 3.00 ft Width of a Unit Grate (cannot be greater than W, Gutter Width)Wo =1.73 1.73 ft Clogging Factor for a Single Unit Grate (typical min. value = 0.5)Cf-G =0.50 0.50 Clogging Factor for a Single Unit Curb Opening (typical min. value = 0.1)Cf-C =0.10 0.10 Street Hydraulics: OK - Q < Allowable Street Capacity'MINOR MAJOR Total Inlet Interception Capacity Q =2.1 7.9 cfs Total Inlet Carry-Over Flow (flow bypassing inlet)Qb =0.0 1.5 cfs Capture Percentage = Qa/Qo =C% =100 84 % INLET ON A CONTINUOUS GRADE MHFD-Inlet, Version 5.01 (April 2021) CDOT/Denver 13 CombinationCDOT/Denver 13 Combination HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D12 | SD Inlet H9 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =18.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =13.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =13.0 13.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 10.4 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D14 | SD Inlet Z2.2 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D14 | SD Inlet Z2.2 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =4.6 10.4 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.22 0.70 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.59 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =2.9 11.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.4 6.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D14 | SD Inlet Z2.2 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D15 | SD Inlet Z3-A HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D15 | SD Inlet Z3-A 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.0 4.7 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D15 | SD Inlet Z3-A 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D19 | SD Inlet F1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D19 | SD Inlet F1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.0 4.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D19 | SD Inlet F1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D20 | SD Inlet F2.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D20 | SD Inlet F2.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.1 5.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D20 | SD Inlet F2.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E3 | SD S217 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E3 | SD S217 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.2 5.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E3 | SD S217 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E11 | SD Inlet I4.1-A.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E11 | SD Inlet I4.1-A.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.5 2.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E11 | SD Inlet I4.1-A.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E14 | SD Inlet i4.1-A HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E14 | SD Inlet i4.1-A 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.48 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.88 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.8 22.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.5 2.2 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E14 | SD Inlet i4.1-A 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E15 | SD Inlet J5-A HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E15 | SD Inlet J5-A 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.9 4.1 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E15 | SD Inlet J5-A 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E17 | SD Inlet J5.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E17 | SD Inlet J5.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.9 4.2 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E17 | SD Inlet J5.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E20 | SD S-205 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E20 | SD S-205 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.5 6.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E20 | SD S-205 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E12.1 | SD Inlet J4.1-A HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E12.1 | SD Inlet J4.1-A 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.48 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.88 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.8 22.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.6 2.1 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E12.1 | SD Inlet J4.1-A 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E28 | SD Inlet D1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E28 | SD Inlet D1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.0 5.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E28 | SD Inlet D1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =20.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =27.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 10.8 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E30 | SD Inlet D2 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E30 | SD Inlet D2 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 8.0 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.50 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 9.3 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.8 6.4 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E30 | SD Inlet D2 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =27.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP G1 SD Inlet L2 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G1 SD Inlet L2 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.6 7.0 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G1 SD Inlet L2 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =27.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP G2 | SD Inlet L1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G2 | SD Inlet L1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.6 7.0 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G2 | SD Inlet L1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =27.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP G3 | SD Inlet K1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G3 | SD Inlet K1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.7 7.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G3 | SD Inlet K1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =27.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP G4 | SD Inlet K2.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G4 | SD Inlet K2.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.7 7.2 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G4 | SD Inlet K2.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =27.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP G5 | SD Inlet C3.1A HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G5 | SD Inlet C3.1A 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.1 5.0 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G5 | SD Inlet C3.1A 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =27.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP G6 | SD Inlet C3.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G6 | SD Inlet C3.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.1 5.0 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G6 | SD Inlet C3.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =27.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP G7 | SD Inlet M8 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G7 | SD Inlet M8 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.9 4.4 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G7 | SD Inlet M8 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =27.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP G8 | SD Inlet M7.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G8 | SD Inlet M7.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.0 4.5 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP G8 | SD Inlet M7.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =27.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP H1 | SD Inlet M4 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP H1 | SD Inlet M4 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.9 4.1 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP H1 | SD Inlet M4 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =27.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP H2 | SD Inlet M4.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP H2 | SD Inlet M4.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.0 4.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP H2 | SD Inlet M4.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =27.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =27.0 27.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 6.0 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP H3 | SD Inlet M4.1.1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP H3 | SD Inlet M4.1.1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.77 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.4 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.9 8.8 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP H3 | SD Inlet M4.1.1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP D8.1| SD Inlet Z2.1-A HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D8.1| SD Inlet Z2.1-A 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.48 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.88 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.8 22.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.3 1.7 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP D8.1| SD Inlet Z2.1-A 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E11.1|SD Inlet I4.3-1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E11.1|SD Inlet I4.3-1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.48 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.88 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.8 22.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.6 2.7 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E11.1|SD Inlet I4.3-1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =16.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.8 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E15.1|Inlet J1 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E15.1|Inlet J1 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.65 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.92 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =10.5 23.1 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =2.0 8.9 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E15.1|Inlet J1 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =16.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.8 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E17.1 | SD Inlet S-98 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E17.1 | SD Inlet S-98 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.65 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.92 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =10.5 23.1 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.5 2.3 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E17.1 | SD Inlet S-98 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =16.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.016 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =26.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =26.0 26.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.8 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E20.1 | SD Inlet F3-B HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E20.1 | SD Inlet F3-B 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =6.0 9.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.33 0.65 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.57 0.92 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.93 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =10.5 23.1 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.4 2.0 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E20.1 | SD Inlet F3-B 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E24.1 | SD 210 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E24.1 | SD 210 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.48 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.88 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.8 22.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.8 2.4 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E24.1 | SD 210 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E24 | Inlet I4-A.2 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E24 | Inlet I4-A.2 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.48 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.88 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.8 22.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.8 3.6 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E24 | Inlet I4-A.2 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E25 | Inlet S202 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E25 | Inlet S202 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.48 0.87 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =0.88 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.8 22.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.5 2.4 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E25 | Inlet S202 6/1/2022, 8:37 AM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =13.5 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.020 ft/ft Warning 01 Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.025 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =15.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.020 ft/ft Gutter Cross Slope (typically 2 inches over 24 inches or 0.083 ft/ft)SW =0.083 ft/ft Street Longitudinal Slope - Enter 0 for sump condition SO =0.000 ft/ft Manning's Roughness for Street Section (typically between 0.012 and 0.020)nSTREET =0.016 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =15.0 15.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.0 9.2 inches Check boxes are not applicable in SUMP conditions MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs Warning 01: Manning's n-value does not meet the USDCM recommended design range. MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) DP E25.1 | Inlet S205 HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E25.1 | Inlet S205 6/1/2022, 8:37 AM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =3.00 3.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.1 9.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =N/A N/A feet Width of a Unit Grate Wo =N/A N/A feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =N/A N/A Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =N/A N/A Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =N/A N/A Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =N/A N/A Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =5.00 5.00 feet Height of Vertical Curb Opening in Inches Hvert =6.00 6.00 inches Height of Curb Orifice Throat in Inches Hthroat =6.00 6.00 inches Angle of Throat (see USDCM Figure ST-5)Theta =63.40 63.40 degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =2.00 2.00 feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =0.10 0.10 Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =3.60 3.60 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.67 0.67 Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =N/A N/A ft Depth for Curb Opening Weir Equation dCurb =0.26 0.60 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.66 1.00 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =N/A N/A MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.7 10.8 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.3 1.2 cfs CDOT Type R Curb Opening INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT Type R Curb Opening Override Depths HFH022_MHFD-Inlet_v5.01_F1.xlsm, DP E25.1 | Inlet S205 6/1/2022, 8:37 AM Scenario: 2 Year Current Time Step: 0.000Hr FlexTable: GAL Conduit Table Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-2 (Storm A)SDMH A2 (Storm A)SDMH A1 (Storm A)4,941.97 4,941.49 395.4 0.001 24.0 0.013 9.52 3.03 7.87 4,943.94 4,943.32 4,944.09 4,943.47 0.63 P-1 (Storm A)SDMH A1 (Storm A)SD FES A (Storm A)4,941.49 4,941.01 395.4 0.001 24.0 0.013 9.52 3.03 7.87 4,943.22 4,942.11 4,943.39 4,942.56 1.11 P-3 (Storm A)SD OUTLET STRUCTURE A3 (Storm A)SDMH A2 (Storm A)4,942.01 4,941.97 35.9 0.001 24.0 0.013 9.52 3.03 7.87 4,944.09 4,944.03 4,944.24 4,944.17 0.06 P-93 (Storm B)SDMH B7 (Storm B)SDMH B6 (Storm B)4,941.90 4,941.61 296.7 0.001 18.0 0.013 0.16 0.96 3.28 4,942.59 4,942.59 4,942.59 4,942.59 0.00 P-162 (Storm B)SDMH B6 (Storm B)SDMH B5 (Storm B)4,941.61 4,941.22 400.0 0.001 18.0 0.013 0.16 0.96 3.28 4,942.59 4,942.59 4,942.59 4,942.59 0.00 P-161 (Storm B)SDMH B5 (Storm B)SDMH B4 (Storm B)4,941.22 4,940.84 400.0 0.001 18.0 0.013 0.16 0.95 3.24 4,942.59 4,942.59 4,942.59 4,942.59 0.00 P-160 (Storm B)SDMH B4 (Storm B)SDMH B3 (Storm B)4,940.84 4,940.45 400.0 0.001 18.0 0.013 0.16 0.09 3.28 4,942.59 4,942.59 4,942.59 4,942.59 0.00 P-94 (Storm B)SD OUTLET STRUCTURE B8 (Storm B)SDMH B7 (Storm B)4,942.00 4,941.90 103.0 0.001 18.0 0.013 0.16 0.96 3.27 4,942.59 4,942.59 4,942.60 4,942.59 0.00 P-92 (Storm B)SDMH B3 (Storm B)SDMH B2 (Storm B)4,940.45 4,940.30 149.0 0.001 24.0 0.013 6.48 2.06 7.18 4,942.55 4,942.42 4,942.61 4,942.49 0.12 P-91 (Storm B)SDMH B2 (Storm B)SDMH B1 (Storm B)4,940.30 4,940.17 136.5 0.001 30.0 0.013 14.08 2.87 12.66 4,942.33 4,942.15 4,942.50 4,942.33 0.17 P-90 (Storm B)SDMH B1 (Storm B)SD FES B (Storm B)4,940.17 4,940.01 176.5 0.001 30.0 0.013 14.08 2.87 12.35 4,941.95 4,941.27 4,942.17 4,941.77 0.68 P-103 (Storm B)SD AREA INLET B2.1 (Storm B)SDMH B2 (Storm B)4,941.48 4,940.88 150.6 0.004 24.0 0.013 7.60 4.62 14.31 4,942.60 4,942.45 4,942.88 4,942.58 0.15 P-104 (Storm B)SD OUTLET STRUCTURE B3.1 (Storm B)SDMH B3 (Storm B)4,941.01 4,940.56 80.1 0.006 24.0 0.013 6.32 5.02 17.02 4,942.65 4,942.61 4,942.73 4,942.68 0.04 P-25 (Storm E)SDMH E7 (Storm E)SDMH E6 (Storm E)4,945.48 4,943.81 423.0 0.004 -0.013 3.57 3.44 25.57 4,946.00 4,945.13 4,946.19 4,945.15 0.87 P-26 (Storm E)SDMH E8 (Storm E)SDMH E7 (Storm E)4,945.91 4,945.48 107.0 0.004 30.0 0.013 3.63 3.73 26.00 4,946.68 4,946.67 4,946.80 4,946.71 0.01 CO-4 SDMH E5 (Storm E)MH-4 4,943.57 4,942.57 225.4 0.004 -0.013 8.93 4.59 60.53 4,944.36 4,943.46 4,944.64 4,943.66 0.90 P-27 (Storm E)SD Inlet Z6 SDMH E8 (Storm E)4,946.02 4,945.91 26.0 0.004 18.0 0.013 1.04 2.79 6.83 4,946.78 4,946.78 4,946.80 4,946.79 0.00 P-24 (Storm E)SDMH E6 (Storm E)SDMH E5 (Storm E)4,943.81 4,943.47 78.0 0.004 -0.013 7.70 4.40 43.35 4,944.66 4,944.69 4,944.84 4,944.76 -0.03 P-22 (Storm E)SDMH E4 (Storm E)SDMH E3 (Storm E)4,944.50 4,943.89 186.5 0.003 -0.013 4.77 3.44 37.55 4,945.13 4,945.09 4,945.29 4,945.11 0.04 P-21 (Storm E)SDMH E3 (Storm E)SDMH E2 (Storm E)4,943.89 4,943.18 141.6 0.005 -0.013 9.03 4.84 47.26 4,944.69 4,944.54 4,944.98 4,944.61 0.15 P-110 (Storm E)SDMH E3 (Storm E)SD INLET E3.1A (Storm E)4,943.92 4,943.89 6.4 0.005 18.0 0.013 1.91 1.08 7.18 4,945.09 4,945.08 4,945.11 4,945.11 0.00 P-20 (Storm E)SDMH E2 (Storm E)SDMH E1 (Storm E)4,943.18 4,942.92 66.0 0.004 42.0 0.013 8.90 4.64 63.15 4,944.46 4,944.47 4,944.58 4,944.54 0.00 CO-6 SDMH E1 (Storm E)MH-5 4,942.92 4,942.32 148.9 0.004 42.0 0.013 8.84 4.66 63.86 4,943.82 4,943.59 4,944.14 4,943.71 0.23 P-112 (Storm E)SD Inlet Z3.1 SDMH E6 (Storm E)4,943.92 4,943.81 29.4 0.004 24.0 0.013 2.70 3.41 13.83 4,945.14 4,945.13 4,945.16 4,945.16 0.00 P-111 (Storm E)SD Inlet Z3-A SDMH E6 (Storm E)4,943.81 4,943.84 8.5 -0.004 18.0 0.013 2.29 1.29 6.24 4,945.14 4,945.14 4,945.17 4,945.17 0.00 P-114 (Storm E)SD INLET E4.2 (Storm E)SDMH E4.1 (Storm E)4,944.92 4,944.81 26.4 0.004 24.0 0.013 3.26 3.74 14.60 4,945.65 4,945.64 4,945.80 4,945.75 0.01 P-113 (Storm E)SDMH E4.1 (Storm E)SDMH E4 (Storm E)4,944.81 4,944.48 76.0 0.004 -0.013 4.82 3.81 43.01 4,945.39 4,945.31 4,945.60 4,945.39 0.08 P-115 (Storm E)SDMH E4.1 (Storm E)SD INLET E4.1-1 (Storm E)4,944.84 4,944.81 6.4 0.005 18.0 0.013 1.64 0.93 7.18 4,945.63 4,945.61 4,945.67 4,945.66 0.01 P-109 (Storm E)SD INLET E3.1 (Storm E)SDMH E3 (Storm E)4,944.00 4,943.89 26.4 0.004 24.0 0.013 3.54 3.83 14.60 4,945.10 4,945.10 4,945.16 4,945.15 0.00 P-34 (Storm F)SD AREA INLET F8 (Storm F)SD AREA INLET F7 (Storm F)4,946.75 4,946.55 40.1 0.005 18.0 0.013 2.16 3.64 7.43 4,947.68 4,947.67 4,947.73 4,947.70 0.01 P-32 (1) (Storm F)SDMH F6 (Storm F)SDMH F5 (Storm F)4,945.65 4,945.58 17.0 0.004 18.0 0.013 2.08 3.36 6.74 4,946.71 4,946.70 4,946.75 4,946.74 0.00 P-32 (Storm F)SDMH F5 (Storm F)SDMH F4 (Storm F)4,945.58 4,944.89 174.0 0.004 24.0 0.013 4.11 3.93 14.28 4,946.32 4,946.20 4,946.56 4,946.25 0.12 P-121 (Storm F)SD AREA INLET F5.2 (Storm F)SD AREA INLET F5.1 (Storm F)4,947.03 4,946.81 43.0 0.005 18.0 0.013 2.16 3.64 7.43 4,947.82 4,947.81 4,947.90 4,947.86 0.01 P-120 (Storm F)SD AREA INLET F5.1 (Storm F)SDMH F5 (Storm F)4,946.61 4,945.78 165.6 0.005 18.0 0.013 2.14 3.63 7.43 4,947.16 4,946.71 4,947.37 4,946.77 0.45 P-33 (Storm F)SD AREA INLET F7 (Storm F)SDMH F6 (Storm F)4,946.55 4,946.06 120.8 0.004 18.0 0.013 2.14 3.35 6.64 4,947.13 4,946.78 4,947.30 4,946.88 0.35 P-31 (Storm F)SDMH F4 (Storm F)SDMH F3 (Storm F)4,944.89 4,944.07 203.0 0.004 36.0 0.013 7.82 4.58 42.39 4,945.77 4,945.22 4,946.09 4,945.37 0.55 P-116 (Storm F)SD AREA INLET F4.1 (Storm F)SDMH F4 (Storm F)4,945.54 4,944.71 165.6 0.005 24.0 0.013 2.02 3.49 16.00 4,946.18 4,946.18 4,946.26 4,946.19 0.00 P-117 (Storm F)SD AREA INLET F4.2 (Storm F)SD AREA INLET F4.1 (Storm F)4,945.96 4,945.74 43.0 0.005 18.0 0.013 2.05 3.59 7.43 4,946.50 4,946.34 4,946.69 4,946.49 0.16 P-118 (Storm F)SD AREA INLET F4-A.1 (Storm F)SDMH F4 (Storm F)4,945.32 4,944.71 120.9 0.005 24.0 0.013 2.11 3.53 16.00 4,946.18 4,946.18 4,946.22 4,946.19 0.00 P-119 (Storm F)SD AREA INLET F4-A.2 (Storm F)SD AREA INLET F4-A.1 (Storm F)4,945.78 4,945.52 51.6 0.005 18.0 0.013 2.14 3.63 7.43 4,946.33 4,946.25 4,946.53 4,946.35 0.07 CO-8 SDMH F3 (Storm F)MH-6 4,944.07 4,942.60 415.1 0.004 42.0 0.013 8.28 4.37 59.87 4,944.95 4,943.75 4,945.25 4,943.89 1.20 P-81 (Storm F)SD INLET F2.1 (Storm F)SDMH F2 (Storm F)4,942.64 4,942.41 45.6 0.005 24.0 0.013 1.22 3.01 16.06 4,943.72 4,943.72 4,943.73 4,943.72 0.00 P-28 (Storm F)SD INLET F1 (Storm F)SD FES F (Storm F)4,942.38 4,942.00 81.0 0.005 42.0 0.013 10.27 5.14 68.91 4,943.35 4,942.91 4,943.70 4,943.32 0.44 P-29 (Storm F)SDMH F2 (Storm F)SD INLET F1 (Storm F)4,942.41 4,942.38 11.3 0.003 42.0 0.013 8.73 4.01 51.84 4,943.64 4,943.64 4,943.77 4,943.76 0.00 P-37 (Storm G)SDMH G3 (Storm G)SDMH G2 (Storm G)4,946.37 4,943.40 302.4 0.010 24.0 0.013 6.00 6.05 22.42 4,947.24 4,945.00 4,947.57 4,945.08 2.24 P-36 (Storm G)SDMH G2 (Storm G)SD AREA INLET G1 (Storm G)4,943.40 4,939.44 120.8 0.033 -0.013 6.00 8.71 39.36 4,944.13 4,942.06 4,944.42 4,942.12 2.07 P-38 (Storm G)SD AREA INLET G4 (Storm G)SDMH G3 (Storm G)4,947.00 4,946.37 64.3 0.010 24.0 0.013 6.00 6.04 22.39 4,947.87 4,947.91 4,948.20 4,948.00 -0.05 P-35 (Storm G)SD AREA INLET G1 (Storm G)SD FES G (Storm G)4,939.44 4,939.00 22.1 0.020 -0.013 6.00 1.79 30.67 4,942.03 4,942.01 4,942.08 4,942.07 0.02 P-39 (Storm H)SDMH H1 (Storm H)SD FES H (Storm H)4,943.80 4,943.00 160.4 0.005 30.0 0.013 6.39 4.74 28.97 4,944.64 4,943.80 4,944.94 4,944.15 0.84 P-40 (Storm H)SDMH H2 (Storm H)SDMH H1 (Storm H)4,944.56 4,943.80 151.8 0.005 30.0 0.013 6.53 4.77 29.02 4,945.41 4,944.96 4,945.72 4,945.09 0.45 P-41 (Storm H)SDMH H3 (Storm H)SDMH H2 (Storm H)4,945.11 4,944.56 137.6 0.004 30.0 0.013 6.67 4.43 25.93 4,946.34 4,946.31 4,946.46 4,946.37 0.02 P-43 (Storm H)SDMH H5 (Storm H)SDMH H4 (Storm H)4,945.58 4,945.23 88.7 0.004 30.0 0.013 6.79 4.43 25.76 4,946.52 4,946.49 4,946.77 4,946.61 0.03 P-122 (Storm H)SDMH H5 (Storm H)SD INLET H5.1A (Storm H)4,945.62 4,945.58 6.5 0.006 18.0 0.013 1.49 0.84 8.24 4,946.73 4,946.73 4,946.75 4,946.75 0.00 P-42 (Storm H)SDMH H4 (Storm H)SDMH H3 (Storm H)4,945.23 4,945.11 29.5 0.004 30.0 0.013 6.70 4.46 26.15 4,946.41 4,946.41 4,946.54 4,946.51 0.00 P-46 (Storm H)SDMH H8 (Storm H)SDMH H7 (Storm H)4,946.17 4,945.96 52.8 0.004 18.0 0.013 1.77 3.17 6.63 4,946.82 4,946.80 4,946.91 4,946.85 0.02 P-45 (Storm H)SDMH H7 (Storm H)SDMH H6 (Storm H)4,945.96 4,945.71 61.8 0.004 18.0 0.013 1.74 3.18 6.68 4,946.77 4,946.75 4,946.82 4,946.78 0.01 P-44 (Storm H)SDMH H6 (Storm H)SDMH H5 (Storm H)4,945.71 4,945.58 31.6 0.004 18.0 0.013 1.72 3.19 6.74 4,946.74 4,946.73 4,946.77 4,946.75 0.01 P-79 (Storm H)SD INLET H5.1 (Storm H)SDMH H5 (Storm H)4,945.72 4,945.58 26.4 0.005 24.0 0.013 3.82 4.27 16.47 4,946.75 4,946.75 4,946.83 4,946.81 0.00 P-67 (Storm E)SD Inlet Z5.1 SDMH E8 (Storm E)4,945.94 4,945.91 6.6 0.005 24.0 0.013 2.78 3.68 15.20 4,946.80 4,946.80 4,946.87 4,946.87 0.00 P-47 (Storm H)SD Inlet H9 SDMH H8 (Storm H)4,946.93 4,946.17 190.2 0.004 18.0 0.013 1.86 3.22 6.64 4,947.47 4,946.88 4,947.63 4,946.96 0.60 CO-1 SDMH Z2.1 SDMH E5 (Storm E)4,943.80 4,943.47 -0.006 18.0 0.013 1.81 3.61 7.84 4,944.67 4,944.67 4,944.72 4,944.69 0.01 CO-3 SDMH Z2.1 SD Inlet Z2.1-A 4,943.80 4,943.83 --0.001 18.0 0.013 0.38 1.26 3.37 4,944.68 4,944.68 4,944.69 4,944.69 0.00 CO-2 SD Inlet Z2.2 SDMH Z2.1 4,943.91 4,943.80 28.6 0.004 18.0 0.013 1.47 2.98 6.52 4,944.70 4,944.69 4,944.74 4,944.72 0.01 CO-5 O-1 MH-4 4,942.00 4,942.57 143.0 -0.004 42.0 0.013 8.69 4.62 63.52 4,943.46 4,942.87 4,943.78 4,943.21 0.59 Page 1 of 2 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/zhwsiosb.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm D_Eastern Pipes.stsw CO-7 MH-5 SD FES E (Storm E)4,942.32 4,942.00 80.8 0.004 42.0 0.013 8.70 4.61 63.31 4,943.21 4,942.88 4,943.53 4,943.21 0.33 CO-9 MH-6 SDMH F2 (Storm F)4,942.60 4,942.41 48.0 0.004 42.0 0.013 7.89 4.49 63.30 4,943.75 4,943.75 4,943.88 4,943.84 0.00 CO-10 MH-7 SDMH F3 (Storm F)4,944.94 4,943.87 212.8 0.005 24.0 0.013 2.65 3.78 16.04 4,945.51 4,945.16 4,945.71 4,945.18 0.35 CO-11 SD Inlet F3-B MH-7 4,945.32 4,945.13 37.5 0.005 18.0 0.013 0.54 2.46 7.48 4,946.04 4,946.04 4,946.05 4,946.04 0.00 CO-12 MH-9 MH-7 4,945.22 4,945.13 -0.006 18.0 0.013 2.49 3.97 7.91 4,946.07 4,946.07 4,946.16 4,946.14 0.00 CO-13 MH-10 O-2 4,951.61 4,951.41 -0.005 12.0 0.013 0.40 1.71 7.65 4,951.77 4,951.56 4,951.81 4,951.61 0.21 Page 2 of 2 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/zhwsiosb.xml Scenario: 2 Year Current Time Step: 0.000Hr FlexTable: GAL Conduit Table H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm South Storm.stsw Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-95 (Storm C)SDMH C4 (Storm C)SDMH C3 (Storm C)4,937.66 4,933.56 413.3 0.010 18.0 0.013 3.70 5.41 10.47 4,938.40 4,934.59 4,938.68 4,934.72 3.80 P-10 (Storm C)SD OUTLET STRUCTURE C5 (Storm C)SDMH C4 (Storm C)4,939.01 4,937.66 136.0 0.010 18.0 0.013 3.70 5.41 10.46 4,939.74 4,939.20 4,940.03 4,939.27 0.54 P-71 (Storm C)SD INLET C3.1 (Storm C)SDMH C3 (Storm C)4,933.79 4,933.56 47.0 0.005 36.0 0.013 0.70 2.42 47.16 4,934.53 4,934.53 4,934.54 4,934.54 0.00 P-107 (Storm C)SDMH C3 (Storm C)SD INLET C3.1A (Storm C)4,933.59 4,933.56 6.0 0.005 36.0 0.013 0.65 0.09 47.16 4,934.53 4,934.53 4,934.54 4,934.54 0.00 P-70 (Storm C)SDMH C3 (Storm C)SDMH C2 (Storm C)4,933.56 4,931.78 356.0 0.005 -0.013 4.99 4.05 46.61 4,934.15 4,932.93 4,934.36 4,932.96 1.22 P-105 (Storm C)SDMH C2 (Storm C)SD INLET C2.1A (Storm C)4,933.34 4,933.28 6.0 0.010 18.0 0.013 0.86 0.48 10.50 4,933.77 4,933.68 4,933.82 4,933.80 0.09 P-69 (Storm C)SDMH C2 (Storm C)SDMH C1 (Storm C)4,931.78 4,929.84 388.1 0.005 36.0 0.013 6.44 4.67 47.16 4,932.58 4,931.38 4,932.86 4,931.43 1.19 P-68 (Storm C)SDMH C1 (Storm C)STORM FES C (Storm C)4,929.84 4,929.39 63.5 0.007 36.0 0.013 6.30 5.26 56.17 4,930.63 4,930.07 4,930.91 4,930.50 0.56 P-99 (Storm K)SDMH K4 (Storm K)SDMH K3 (Storm K)4,932.89 4,932.17 180.9 0.004 54.0 0.013 15.00 5.28 124.36 4,933.99 4,933.58 4,934.38 4,933.77 0.41 P-187 (1) (Storm K)SDMH K5 (Storm K)SDMH K4 (Storm K)4,934.40 4,932.89 377.1 0.004 42.0 0.013 5.00 3.94 63.63 4,935.07 4,934.65 4,935.30 4,934.67 0.42 P-98 (Storm K)SDMH K3 (Storm K)SDMH K2 (Storm K)4,932.17 4,931.41 186.6 0.004 54.0 0.013 15.00 5.32 125.62 4,933.26 4,933.01 4,933.65 4,933.14 0.26 P-97 (Storm K)SDMH K2 (Storm K)SD INLET K1 (Storm K)4,931.41 4,931.25 38.4 0.004 54.0 0.013 16.61 5.42 123.79 4,932.81 4,932.83 4,933.05 4,933.00 -0.01 P-147 (Storm K)SD INLET K2.1 (Storm K)SDMH K2 (Storm K)4,932.99 4,932.91 16.6 0.005 36.0 0.013 1.67 0.24 47.66 4,936.87 4,936.87 4,936.87 4,936.87 0.00 P-96 (Storm K)SD INLET K1 (Storm K)FES K (Storm K)4,931.25 4,931.01 61.8 0.004 54.0 0.013 18.25 5.56 123.36 4,932.47 4,932.18 4,932.90 4,932.66 0.29 P-100 (Storm L)SD INLET L1 (Storm L)SD FES L (Storm L)4,932.23 4,932.01 55.3 0.004 -0.013 3.17 3.27 41.44 4,932.70 4,932.48 4,932.86 4,932.65 0.22 P-101 (Storm L)SD INLET L2 (Storm L)SD INLET L1 (Storm L)4,932.45 4,932.23 55.0 0.004 18.0 0.013 1.60 3.09 6.64 4,932.95 4,932.87 4,933.10 4,932.95 0.08 P-76 (Storm M)SDMH M6 (Storm M)SDMH M5 (Storm M)4,928.35 4,927.72 183.2 0.003 24.0 0.013 0.00 0.00 13.26 4,928.35 4,927.72 4,928.35 4,927.72 0.63 CO-43 SDMH M6 (Storm M)MH-45 4,928.35 4,928.75 119.6 -0.003 24.0 0.013 0.00 0.00 13.02 4,928.75 4,928.35 4,928.75 4,928.35 0.40 P-150 (Storm M)SD INLET M8 (Storm M)SDMH M7 (Storm M)4,928.76 4,928.79 6.0 -0.003 18.0 0.013 1.01 2.58 6.18 4,929.79 4,929.79 4,929.80 4,929.80 0.00 P-75 (Storm M)SDMH M5 (Storm M)SD INLET M4 (Storm M)4,927.72 4,927.06 193.1 0.003 24.0 0.013 0.00 0.00 13.26 4,927.72 4,927.60 4,927.72 4,927.60 0.13 P-102 (Storm M)SD INLET M4 (Storm M)SDMH M3 (Storm M)4,927.06 4,926.35 207.1 0.003 36.0 0.013 1.97 2.89 39.09 4,927.52 4,926.87 4,927.65 4,926.96 0.65 P-74 (Storm M)SDMH M3 (Storm M)SDMH M2 (Storm M)4,926.35 4,924.98 400.0 0.003 36.0 0.013 1.86 2.84 39.08 4,926.80 4,925.48 4,926.92 4,925.57 1.32 P-73 (Storm M)SDMH M2 (Storm M)SDMH M1 (Storm M)4,924.98 4,924.62 103.7 0.003 36.0 0.013 1.69 2.76 39.10 4,925.40 4,925.11 4,925.52 4,925.19 0.29 P-72 (Storm M)SDMH M1 (Storm M)O-6 4,924.62 4,924.21 125.7 0.003 36.0 0.013 1.65 2.69 38.13 4,925.05 4,924.61 4,925.16 4,924.74 0.44 CO-42 SDMH M-A1 (Storm M)O-7 4,924.68 4,924.40 133.4 0.002 48.0 0.013 0.00 0.00 196.23 4,924.68 4,924.40 4,924.68 4,924.40 0.28 P-186 (2) (Storm M)SD INLET M-A2 (Storm M)SDMH M-A1 (Storm M)4,925.57 4,924.68 444.2 0.002 48.0 0.013 0.00 0.00 192.71 4,925.57 4,924.68 4,925.57 4,924.68 0.89 P-148 (Storm M)SD OUTLET STRUCTURE M1.1 (Storm M)SDMH M1 (Storm M)4,925.01 4,924.62 30.1 0.013 18.0 0.013 0.00 0.00 11.95 4,925.07 4,925.07 4,925.07 4,925.07 0.00 P-187 (2) (Storm K)MH-39 SDMH K5 (Storm K)4,934.60 4,934.40 50.5 0.004 36.0 0.013 5.00 4.01 42.18 4,935.41 4,935.41 4,935.57 4,935.50 0.00 P-166 (Storm K)MH-40 SDMH K4 (Storm K)4,933.74 4,933.54 50.5 0.004 36.0 0.013 10.00 4.89 42.18 4,934.74 4,934.76 4,935.11 4,934.97 -0.01 P-106 (Storm C)MH-41 SDMH C2 (Storm C)4,933.75 4,933.28 47.2 0.010 18.0 0.013 0.85 3.58 10.50 4,934.09 4,933.57 4,934.21 4,933.77 0.53 P-151 (Storm M)MH-42 SDMH M7 (Storm M)4,930.50 4,930.26 46.5 0.005 18.0 0.013 1.02 2.95 7.43 4,930.87 4,930.64 4,931.01 4,930.78 0.23 P-149 (Storm M)MH-43 SD INLET M4 (Storm M)4,929.82 4,929.56 52.5 0.005 18.0 0.013 1.09 3.01 7.43 4,930.21 4,929.95 4,930.35 4,930.09 0.26 P-78 (Storm M)O-8 SD INLET M8 (Storm M)4,929.01 4,928.79 65.5 0.003 18.0 0.013 1.97 1.12 6.15 4,929.78 4,929.54 4,929.82 4,929.73 0.24 CO-44 MH-45 MH-46 4,928.75 4,929.00 --0.004 24.0 0.013 0.00 0.00 13.70 4,929.00 4,928.75 4,929.00 4,928.75 0.25 Page 1 of 1 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/fqmo52yf.xml Scenario: 2 Year Current Time Step: 0.000Hr FlexTable: GAL Conduit Table H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm E_Split.stsw Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-137 (Storm I)SD AREA INLET I6.3 (Storm I)SD AREA INLET I6.2 (Storm I)4,944.91 4,944.71 40.1 0.005 18.0 0.013 2.16 3.64 7.43 4,945.49 4,945.49 4,945.67 4,945.57 0.01 P-136 (Storm I)SD AREA INLET I6.2 (Storm I)SD AREA INLET I6.1 (Storm I)4,944.50 4,942.98 304.0 0.005 24.0 0.013 2.14 3.54 16.00 4,945.01 4,944.11 4,945.19 4,944.13 0.90 P-143 (Storm I)SDMH I2-A.6 (Storm I)SDMH I2-A.5 (Storm I)4,942.10 4,941.60 134.8 0.004 24.0 0.013 2.40 3.29 13.78 4,943.08 4,943.07 4,943.12 4,943.08 0.01 P-159 (Storm I)SD AREA INLET I6.1-A (Storm I)SD AREA INLET I6.1 (Storm I)4,942.99 4,942.79 40.1 0.005 18.0 0.013 2.16 3.64 7.43 4,944.12 4,944.11 4,944.16 4,944.14 0.01 P-135 (Storm I)SD AREA INLET I6.1 (Storm I)SDMH I6 (Storm I)4,942.79 4,942.03 151.0 0.005 24.0 0.013 3.99 4.23 16.00 4,943.49 4,942.71 4,943.75 4,942.99 0.78 P-129 (Storm I)SD AREA INLET I5-A.2 (Storm I)SD AREA INLET I5-A.1 (Storm I)4,943.47 4,942.25 304.0 0.004 24.0 0.013 2.11 3.26 14.31 4,943.99 4,943.07 4,944.15 4,943.11 0.92 P-134 (Storm I)SD AREA INLET I6-A.2 (Storm I)SD AREA INLET I6-A.1 (Storm I)4,943.41 4,943.21 39.9 0.005 18.0 0.013 2.11 3.62 7.43 4,943.98 4,943.97 4,944.16 4,944.06 0.01 P-142 (Storm I)SDMH I2-A.5 (Storm I)SDMH I2-A.4 (Storm I)4,941.60 4,941.20 99.8 0.004 24.0 0.013 4.80 4.11 14.32 4,942.52 4,942.48 4,942.70 4,942.56 0.04 P-130 (Storm I)SD AREA INLET I5-A.3 (Storm I)SD AREA INLET I5-A.2 (Storm I)4,943.63 4,943.47 40.1 0.004 24.0 0.013 2.14 3.27 14.31 4,944.38 4,944.37 4,944.44 4,944.41 0.00 P-133 (Storm I)SD AREA INLET I6-A.1 (Storm I)SDMH I6 (Storm I)4,943.01 4,942.03 194.5 0.005 24.0 0.013 2.09 3.52 16.00 4,943.51 4,942.52 4,943.69 4,942.71 0.99 P-141 (Storm I)SDMH I2-A.4 (Storm I)SDMH I2-A.3 (Storm I)4,941.20 4,940.60 141.4 0.004 30.0 0.013 6.20 4.43 26.71 4,942.02 4,941.85 4,942.32 4,941.95 0.17 P-128 (Storm I)SD AREA INLET I5-A.1 (Storm I)SDMH I5 (Storm I)4,942.25 4,941.65 151.0 0.004 30.0 0.013 3.92 3.81 25.94 4,942.91 4,942.30 4,943.14 4,942.53 0.61 P-158 (Storm I)SD AREA INLET I5-A.1 (Storm I)SD AREA INLET I5-A.1-A (Storm I)4,942.45 4,942.25 40.1 0.005 24.0 0.013 2.14 0.68 16.00 4,943.19 4,943.09 4,943.22 4,943.19 0.10 P-53 (Storm I)SDMH I6 (Storm I)SDMH I5 (Storm I)4,940.07 4,939.68 96.0 0.004 36.0 0.013 5.77 4.20 42.51 4,941.36 4,941.35 4,941.42 4,941.39 0.00 P-50 (Storm I)SDMH I3 (Storm I)SDMH I2 (Storm I)4,937.56 4,937.45 24.8 0.004 54.0 0.013 15.75 5.56 130.92 4,939.07 4,939.08 4,939.25 4,939.22 -0.01 CO-36 SDMH I2 (Storm I)SD FES I (Storm I)4,937.39 4,937.00 -0.005 54.0 0.013 15.71 5.76 137.74 4,938.99 4,939.01 4,939.14 4,939.09 -0.02 P-131 (Storm I)SD AREA INLET I5.1 (Storm I)SDMH I5 (Storm I)4,942.62 4,941.65 194.5 0.005 30.0 0.013 2.12 3.44 29.00 4,943.10 4,942.11 4,943.26 4,942.29 0.99 P-132 (Storm I)SD AREA INLET I5.2 (Storm I)SD AREA INLET I5.1 (Storm I)4,943.02 4,942.82 39.9 0.005 24.0 0.013 2.14 3.54 16.00 4,943.53 4,943.39 4,943.71 4,943.52 0.14 P-124 (Storm I)SDMH I4.2 (Storm I)SDMH I4.1 (Storm I)4,940.22 4,939.30 235.0 0.004 36.0 0.013 4.00 3.73 41.73 4,940.85 4,940.71 4,941.06 4,940.74 0.13 P-140 (Storm I)SDMH I2-A.3 (Storm I)SDMH I2-A.2 (Storm I)4,940.60 4,940.40 51.0 0.004 36.0 0.013 7.60 4.49 41.78 4,941.77 4,941.76 4,941.91 4,941.86 0.00 CO-41 SDMH I2-A.1 (Storm I)O-4 4,939.70 4,939.50 -0.004 42.0 0.013 12.00 5.22 66.07 4,940.75 4,940.51 4,941.13 4,940.93 0.24 CO-26 SDMH I5 (Storm I)MH-28 4,939.68 4,939.20 120.4 0.004 42.0 0.013 11.33 4.99 63.52 4,940.76 4,940.78 4,941.07 4,940.90 -0.02 CO-32 SDMH I2-A.2 (Storm I)MH-33 4,940.40 4,939.95 108.0 0.004 36.0 0.013 9.00 4.82 43.05 4,941.68 4,941.68 4,941.83 4,941.75 0.00 CO-24 SDMH I4 (Storm I)MH-27 4,938.83 4,938.49 86.8 0.004 54.0 0.013 15.56 5.30 123.09 4,939.95 4,939.95 4,940.34 4,940.14 0.00 P-123 (Storm I)SDMH I4.1 (Storm I)SDMH I4 (Storm I)4,939.14 4,938.83 76.0 0.004 42.0 0.013 4.76 3.91 64.25 4,940.70 4,940.70 4,940.72 4,940.71 0.00 P-127 (Storm I)SD INLET I4.1-A.1 (Storm I)SDMH I4.1 (Storm I)4,940.42 4,940.30 28.5 0.004 24.0 0.013 0.54 2.22 14.68 4,940.72 4,940.71 4,940.77 4,940.73 0.01 P-126 (Storm I)SD INLET I4.1-A (Storm I)SDMH I4.1 (Storm I)4,940.80 4,940.85 8.5 -0.006 18.0 0.013 0.53 0.30 8.06 4,941.20 4,941.12 4,941.23 4,941.21 0.08 P-156 (Storm I)MH-1 SDMH I2-A.6 (Storm I)4,942.30 4,942.10 50.5 0.004 24.0 0.013 2.40 3.37 14.23 4,943.13 4,943.12 4,943.19 4,943.16 0.01 P-155 (Storm I)MH-2 SDMH I2-A.5 (Storm I)4,941.72 4,940.83 29.3 0.030 24.0 0.013 2.40 6.94 39.43 4,943.06 4,943.06 4,943.08 4,943.07 -0.01 P-154 (Storm I)MH-3 SDMH I2-A.4 (Storm I)4,941.68 4,941.53 30.5 0.005 18.0 0.013 1.40 3.21 7.36 4,942.46 4,942.45 4,942.49 4,942.48 0.00 P-153 (Storm I)MH-4 SDMH I2-A.3 (Storm I)4,941.11 4,940.96 30.5 0.005 18.0 0.013 1.40 3.21 7.37 4,941.82 4,941.82 4,941.87 4,941.85 0.00 P-152 (Storm I)MH-5 SDMH I2-A.2 (Storm I)4,940.41 4,940.26 31.2 0.005 24.0 0.013 1.40 3.09 15.70 4,941.73 4,941.73 4,941.73 4,941.73 0.00 P-125 (Storm I)MH-6 SDMH I4.2 (Storm I)4,943.44 4,943.33 21.5 0.005 24.0 0.013 2.33 3.63 16.00 4,943.97 4,943.85 4,944.16 4,944.05 0.12 CO-3 MH-8 SDMH J7 4,941.69 4,941.47 -0.009 18.0 0.013 1.00 3.54 9.70 4,942.06 4,941.99 4,942.20 4,942.04 0.08 CO-4 SDMH J7 SDMH J6 4,941.47 4,940.41 279.3 0.004 -0.013 1.00 2.40 13.39 4,941.77 4,941.11 4,941.86 4,941.12 0.66 CO-5 SDMH J6 MH-11 4,940.41 4,940.68 45.8 -0.006 18.0 0.013 1.00 3.11 8.07 4,941.11 4,941.12 4,941.20 4,941.14 -0.01 CO-6 SDMH J6 SDMH J5 4,940.41 4,939.98 93.2 0.005 -0.013 2.00 3.15 14.77 4,940.82 4,940.77 4,940.97 4,940.80 0.05 CO-9 SDMH J5 SDMH J4 4,939.98 4,939.69 74.8 0.004 -0.013 3.74 3.40 40.88 4,940.49 4,940.43 4,940.67 4,940.49 0.06 CO-7 SD Inlet J5-A SDMH J5 4,940.08 4,939.98 23.5 0.004 18.0 0.013 0.96 2.73 6.85 4,940.77 4,940.77 4,940.79 4,940.78 0.00 CO-8 SD Inlet J5.1 SDMH J5 4,941.02 4,940.90 -0.005 18.0 0.013 0.95 2.78 7.06 4,941.39 4,941.26 4,941.51 4,941.39 0.13 CO-13 SDMH J4 SDMH J3 4,939.69 4,938.85 210.6 0.004 -0.013 4.86 3.64 63.76 4,940.25 4,939.67 4,940.44 4,939.74 0.58 CO-10 SDMH J4.1 SDMH J4 4,940.01 4,939.69 79.8 0.004 36.0 0.013 1.30 2.69 42.23 4,940.41 4,940.40 4,940.49 4,940.42 0.01 CO-11 SDMH J4.1 SD Inlet J4.2 4,940.01 4,940.16 37.5 -0.004 18.0 0.013 0.79 2.53 6.64 4,940.51 4,940.45 4,940.61 4,940.50 0.06 CO-12 SDMH J4.1 SD Inlet J4.1 4,940.07 4,940.10 17.5 -0.002 24.0 0.013 0.61 1.68 9.37 4,940.46 4,940.44 4,940.50 4,940.48 0.02 CO-15 SDMH J3 SDMH J2 4,938.85 4,937.46 346.9 0.004 -0.013 5.82 3.84 63.90 4,939.46 4,939.03 4,939.68 4,939.05 0.43 CO-14 MH-20 SDMH J3 4,939.12 4,938.85 54.0 0.005 18.0 0.013 1.29 3.15 7.43 4,939.66 4,939.66 4,939.74 4,939.68 0.00 CO-17 SDMH J2 SD Inlet J1 4,937.46 4,937.37 23.5 0.004 -0.013 6.20 3.85 62.48 4,939.01 4,939.01 4,939.03 4,939.03 0.00 CO-16 SD Inlet J2.1 SDMH J2 4,940.50 4,940.30 29.5 0.007 -0.013 0.75 2.63 54.06 4,940.73 4,940.50 4,940.80 4,940.61 0.22 CO-18 SD Inlet J1 SD FES J 4,937.37 4,937.00 83.0 0.004 -0.013 7.78 4.34 66.38 4,939.00 4,939.00 4,939.03 4,939.02 0.00 CO-19 MH-24 SDMH I4.2 (Storm I)4,940.85 4,940.42 86.0 0.005 24.0 0.013 1.86 3.40 16.00 4,941.32 4,941.25 4,941.49 4,941.28 0.07 CO-20 MH-24 MH-25 4,941.05 4,941.20 --0.009 18.0 0.013 0.60 3.16 10.19 4,941.49 4,941.43 4,941.59 4,941.48 0.06 CO-21 MH-26 MH-24 4,941.10 4,941.05 10.6 0.005 18.0 0.013 1.29 3.09 7.21 4,941.53 4,941.51 4,941.68 4,941.63 0.02 CO-25 MH-27 SDMH I3 (Storm I)4,938.49 4,937.56 232.1 0.004 54.0 0.013 16.15 5.40 124.47 4,939.63 4,939.22 4,940.03 4,939.36 0.41 CO-31 MH-27 MH-32 4,938.69 4,938.73 8.5 -0.005 18.0 0.013 0.27 1.94 7.21 4,939.86 4,939.86 4,939.86 4,939.86 0.00 CO-27 MH-28 SDMH I4 (Storm I)4,939.20 4,938.83 93.3 0.004 48.0 0.013 11.10 4.89 90.45 4,940.72 4,940.72 4,940.82 4,940.78 0.00 CO-29 MH-28 MH-30 4,939.20 4,939.29 --0.006 18.0 0.013 0.93 3.04 8.05 4,940.74 4,940.74 4,940.74 4,940.74 0.00 CO-28 MH-29 MH-28 4,939.39 4,939.20 -0.005 18.0 0.013 0.83 2.72 7.23 4,940.74 4,940.74 4,940.74 4,940.74 0.00 CO-30 MH-31 MH-27 4,938.83 4,938.69 28.5 0.005 18.0 0.013 0.51 2.39 7.36 4,939.86 4,939.86 4,939.87 4,939.87 0.00 CO-33 MH-33 SDMH I2-A.1 (Storm I)4,939.95 4,939.70 70.7 0.004 42.0 0.013 12.02 4.86 59.82 4,941.62 4,941.62 4,941.73 4,941.70 0.01 CO-34 MH-33 SD INLET I2.1 (Storm I)4,937.85 4,937.99 28.5 -0.005 18.0 0.013 1.61 0.91 7.36 4,941.66 4,941.65 4,941.67 4,941.66 0.01 CO-35 MH-33 MH-35 4,937.85 4,937.90 9.3 -0.005 18.0 0.013 1.51 0.85 7.70 4,941.65 4,941.65 4,941.66 4,941.66 0.00 CO-37 SD FES D SD INLET D1 4,939.00 4,939.27 68.3 -0.004 24.0 0.013 2.62 3.45 14.22 4,939.85 4,939.56 4,940.04 4,939.77 0.29 CO-40 SD INLET D2 SD INLET D1 4,939.49 4,939.27 53.0 0.004 18.0 0.013 1.47 3.06 6.77 4,940.02 4,939.99 4,940.13 4,940.04 0.03 Page 1 of 1 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/v4krpam0.xml Scenario: 2 Year Current Time Step: 0.000Hr FlexTable: GAL Manhole Table Label Elevation (Rim) (ft) Headloss Method Headloss (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) MH-4 4,951.40 HEC-22 Energy (Third Edition)0.00 4,943.46 4,943.46 4,943.66 4,943.78 MH-5 4,952.86 HEC-22 Energy (Third Edition)0.33 4,943.54 4,943.21 4,943.66 4,943.53 MH-6 4,948.88 HEC-22 Energy (Third Edition)0.00 4,943.75 4,943.75 4,943.89 4,943.88 MH-7 4,949.41 HEC-22 Energy (Third Edition)0.53 4,946.04 4,945.51 4,946.04 4,945.71 MH-9 4,949.30 HEC-22 Energy (Third Edition)0.00 4,946.07 4,946.07 4,946.16 4,946.16 MH-10 4,954.00 HEC-22 Energy (Third Edition)0.00 4,951.77 4,951.77 4,951.81 4,951.81 SD AREA INLET B2.1 (Storm B)4,943.19 HEC-22 Energy (Third Edition)0.00 4,942.60 4,942.60 4,942.88 4,942.88 SD AREA INLET F4-A.1 (Storm F)4,951.15 HEC-22 Energy (Third Edition)0.03 4,946.21 4,946.18 4,946.30 4,946.22 SD AREA INLET F4-A.2 (Storm F)4,950.68 HEC-22 Energy (Third Edition)0.00 4,946.33 4,946.33 4,946.53 4,946.53 SD AREA INLET F4.1 (Storm F)4,952.12 HEC-22 Energy (Third Edition)0.06 4,946.23 4,946.18 4,946.39 4,946.26 SD AREA INLET F4.2 (Storm F)4,951.77 HEC-22 Energy (Third Edition)0.00 4,946.50 4,946.50 4,946.69 4,946.69 SD AREA INLET F5.1 (Storm F)4,953.11 HEC-22 Energy (Third Edition)0.63 4,947.79 4,947.16 4,947.84 4,947.37 SD AREA INLET F5.2 (Storm F)4,953.32 HEC-22 Energy (Third Edition)0.00 4,947.82 4,947.82 4,947.90 4,947.90 SD AREA INLET F7 (Storm F)4,953.05 HEC-22 Energy (Third Edition)0.52 4,947.65 4,947.13 4,947.69 4,947.30 SD AREA INLET F8 (Storm F)4,953.45 HEC-22 Energy (Third Edition)0.00 4,947.68 4,947.68 4,947.73 4,947.73 SD AREA INLET G1 (Storm G)4,944.60 HEC-22 Energy (Third Edition)0.01 4,942.04 4,942.03 4,942.10 4,942.08 SD AREA INLET G4 (Storm G)4,951.82 HEC-22 Energy (Third Edition)0.00 4,947.87 4,947.87 4,948.20 4,948.20 SD INLET E3.1 (Storm E)4,948.61 HEC-22 Energy (Third Edition)0.00 4,945.10 4,945.10 4,945.16 4,945.16 SD INLET E3.1A (Storm E)4,948.61 HEC-22 Energy (Third Edition)0.00 4,945.09 4,945.09 4,945.11 4,945.11 SD INLET E4.1-1 (Storm E)4,948.96 HEC-22 Energy (Third Edition)0.00 4,945.63 4,945.63 4,945.67 4,945.67 SD INLET E4.2 (Storm E)4,948.96 HEC-22 Energy (Third Edition)0.00 4,945.65 4,945.65 4,945.80 4,945.80 SD INLET F1 (Storm F)4,948.85 HEC-22 Energy (Third Edition)0.23 4,943.58 4,943.35 4,943.70 4,943.70 SD INLET F2.1 (Storm F)4,948.85 HEC-22 Energy (Third Edition)0.00 4,943.72 4,943.72 4,943.73 4,943.73 SD INLET H5.1 (Storm H)4,951.61 HEC-22 Energy (Third Edition)0.00 4,946.75 4,946.75 4,946.83 4,946.83 SD INLET H5.1A (Storm H)4,951.61 HEC-22 Energy (Third Edition)0.00 4,946.73 4,946.73 4,946.75 4,946.75 SD Inlet F3-B 4,949.30 HEC-22 Energy (Third Edition)0.00 4,946.04 4,946.04 4,946.05 4,946.05 SD Inlet Z2.1-A 4,947.98 HEC-22 Energy (Third Edition)0.00 4,944.68 4,944.68 4,944.69 4,944.69 SD Inlet Z2.2 4,948.02 HEC-22 Energy (Third Edition)0.00 4,944.70 4,944.70 4,944.74 4,944.74 SD Inlet Z3-A 4,947.92 HEC-22 Energy (Third Edition)0.00 4,945.14 4,945.14 4,945.17 4,945.17 SD Inlet Z3.1 4,947.84 HEC-22 Energy (Third Edition)0.00 4,945.14 4,945.14 4,945.16 4,945.16 SD Inlet Z6 4,952.36 HEC-22 Energy (Third Edition)0.00 4,946.78 4,946.78 4,946.80 4,946.80 SD OUTLET STRUCTURE A3 (Storm A)4,946.01 HEC-22 Energy (Third Edition)0.00 4,944.09 4,944.09 4,944.24 4,944.24 SD OUTLET STRUCTURE B3.1 (Storm B)4,942.72 HEC-22 Energy (Third Edition)0.00 4,942.65 4,942.65 4,942.74 4,942.74 SD OUTLET STRUCTURE B8 (Storm B)4,944.76 HEC-22 Energy (Third Edition)0.00 4,942.59 4,942.59 4,942.60 4,942.60 SDMH A1 (Storm A)4,951.55 HEC-22 Energy (Third Edition)0.03 4,943.25 4,943.22 4,943.41 4,943.39 SDMH A2 (Storm A)4,952.98 HEC-22 Energy (Third Edition)0.03 4,943.97 4,943.94 4,944.12 4,944.09 SDMH B1 (Storm B)4,943.51 HEC-22 Energy (Third Edition)0.13 4,942.08 4,941.95 4,942.25 4,942.17 SDMH B2 (Storm B)4,944.17 HEC-22 Energy (Third Edition)0.07 4,942.40 4,942.33 4,942.46 4,942.50 SDMH B3 (Storm B)4,944.38 HEC-22 Energy (Third Edition)0.04 4,942.59 4,942.55 4,942.59 4,942.61 SDMH B4 (Storm B)4,946.10 HEC-22 Energy (Third Edition)0.00 4,942.59 4,942.59 4,942.59 4,942.59 SDMH B5 (Storm B)4,949.18 HEC-22 Energy (Third Edition)0.00 4,942.59 4,942.59 4,942.59 4,942.59 SDMH B6 (Storm B)4,952.02 HEC-22 Energy (Third Edition)0.00 4,942.59 4,942.59 4,942.59 4,942.59 SDMH B7 (Storm B)4,952.60 HEC-22 Energy (Third Edition)0.00 4,942.59 4,942.59 4,942.59 4,942.59 SDMH E1 (Storm E)4,949.96 HEC-22 Energy (Third Edition)0.62 4,944.43 4,943.82 4,944.51 4,944.14 SDMH E2 (Storm E)4,949.19 HEC-22 Energy (Third Edition)0.04 4,944.51 4,944.46 4,944.58 4,944.58 SDMH E3 (Storm E)4,948.52 HEC-22 Energy (Third Edition)0.38 4,945.07 4,944.69 4,945.10 4,944.98 SDMH E4 (Storm E)4,951.75 HEC-22 Energy (Third Edition)0.15 4,945.28 4,945.13 4,945.35 4,945.29 SDMH E4.1 (Storm E)4,948.76 HEC-22 Energy (Third Edition)0.20 4,945.59 4,945.39 4,945.64 4,945.60 SDMH E5 (Storm E)4,948.45 HEC-22 Energy (Third Edition)0.30 4,944.66 4,944.36 4,944.68 4,944.64 SDMH E6 (Storm E)4,947.77 HEC-22 Energy (Third Edition)0.46 4,945.12 4,944.66 4,945.14 4,944.84 SDMH E7 (Storm E)4,953.23 HEC-22 Energy (Third Edition)0.65 4,946.66 4,946.00 4,946.69 4,946.19 SDMH E8 (Storm E)4,952.16 HEC-22 Energy (Third Edition)0.09 4,946.77 4,946.68 4,946.79 4,946.80 SDMH F2 (Storm F)4,948.67 HEC-22 Energy (Third Edition)0.07 4,943.72 4,943.64 4,943.72 4,943.77 SDMH F3 (Storm F)4,950.56 HEC-22 Energy (Third Edition)0.20 4,945.15 4,944.95 4,945.17 4,945.25 SDMH F4 (Storm F)4,952.29 HEC-22 Energy (Third Edition)0.40 4,946.17 4,945.77 4,946.18 4,946.09 SDMH F5 (Storm F)4,953.34 HEC-22 Energy (Third Edition)0.37 4,946.69 4,946.32 4,946.72 4,946.56 SDMH F6 (Storm F)4,953.44 HEC-22 Energy (Third Edition)0.03 4,946.73 4,946.71 4,946.83 4,946.74 SDMH G2 (Storm G)4,953.56 HEC-22 Energy (Third Edition)0.84 4,944.97 4,944.13 4,945.05 4,944.41 SDMH G3 (Storm G)4,953.59 HEC-22 Energy (Third Edition)0.64 4,947.88 4,947.24 4,947.96 4,947.57 SDMH H1 (Storm H)4,956.30 HEC-22 Energy (Third Edition)0.26 4,944.90 4,944.64 4,945.03 4,944.94 SDMH H2 (Storm H)4,955.20 HEC-22 Energy (Third Edition)0.89 4,946.29 4,945.41 4,946.34 4,945.72 SDMH H3 (Storm H)4,952.64 HEC-22 Energy (Third Edition)0.02 4,946.36 4,946.34 4,946.47 4,946.46 SDMH H4 (Storm H)4,952.06 HEC-22 Energy (Third Edition)0.03 4,946.44 4,946.41 4,946.55 4,946.54 Page 1 of 2 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/gvrsnikj.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm D_Eastern Pipes.stsw SDMH H5 (Storm H)4,951.43 HEC-22 Energy (Third Edition)0.21 4,946.72 4,946.52 4,946.74 4,946.77 SDMH H6 (Storm H)4,951.56 HEC-22 Energy (Third Edition)0.01 4,946.74 4,946.74 4,946.77 4,946.77 SDMH H7 (Storm H)4,951.89 HEC-22 Energy (Third Edition)0.01 4,946.78 4,946.77 4,946.83 4,946.82 SDMH H8 (Storm H)4,952.23 HEC-22 Energy (Third Edition)0.02 4,946.84 4,946.82 4,946.92 4,946.91 SDMH Z2.1 4,948.14 HEC-22 Energy (Third Edition)0.01 4,944.68 4,944.67 4,944.68 4,944.72 Page 2 of 2 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/gvrsnikj.xml Scenario: 2 Year Current Time Step: 0.000Hr FlexTable: GAL Manhole Table H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm South Storm.stsw Label Elevation (Rim) (ft) Headloss Method Headloss (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) MH-39 4,938.12 HEC-22 Energy (Third Edition)0.00 4,935.41 4,935.41 4,935.57 4,935.57 MH-40 4,937.26 HEC-22 Energy (Third Edition)0.00 4,934.74 4,934.74 4,935.11 4,935.11 MH-41 4,938.75 HEC-22 Energy (Third Edition)0.00 4,934.09 4,934.09 4,934.21 4,934.21 MH-42 4,937.20 HEC-22 Energy (Third Edition)0.00 4,930.87 4,930.87 4,931.01 4,931.01 MH-43 4,935.42 HEC-22 Energy (Third Edition)0.00 4,930.21 4,930.21 4,930.35 4,930.35 MH-45 4,936.97 HEC-22 Energy (Third Edition)0.00 4,928.75 4,928.75 4,928.75 4,928.75 MH-46 4,933.00 HEC-22 Energy (Third Edition)0.00 4,929.00 4,929.00 4,929.00 4,929.00 SD INLET C2.1A (Storm C)4,938.75 HEC-22 Energy (Third Edition)0.00 4,933.77 4,933.77 4,933.82 4,933.82 SD INLET C3.1 (Storm C)4,940.53 HEC-22 Energy (Third Edition)0.00 4,934.53 4,934.53 4,934.54 4,934.54 SD INLET C3.1A (Storm C)4,940.53 HEC-22 Energy (Third Edition)0.00 4,934.53 4,934.53 4,934.54 4,934.54 SD INLET K1 (Storm K)4,936.80 HEC-22 Energy (Third Edition)0.28 4,932.74 4,932.47 4,932.92 4,932.90 SD INLET K2.1 (Storm K)4,936.80 HEC-22 Energy (Third Edition)0.00 4,936.80 4,936.80 4,936.80 4,936.80 SD INLET L1 (Storm L)4,936.17 HEC-22 Energy (Third Edition)0.14 4,932.84 4,932.70 4,932.91 4,932.86 SD INLET L2 (Storm L)4,936.17 HEC-22 Energy (Third Edition)0.00 4,932.95 4,932.95 4,933.10 4,933.10 SD INLET M-A2 (Storm M)4,929.98 HEC-22 Energy (Third Edition)0.00 4,925.57 4,925.57 4,925.57 4,925.57 SD INLET M4 (Storm M)4,935.42 HEC-22 Energy (Third Edition)0.08 4,927.60 4,927.52 4,927.60 4,927.65 SD INLET M8 (Storm M)4,937.20 HEC-22 Energy (Third Edition)0.01 4,929.79 4,929.78 4,929.80 4,929.82 SD OUTLET STRUCTURE C5 (Storm C)4,940.72 HEC-22 Energy (Third Edition)0.00 4,939.74 4,939.74 4,940.03 4,940.03 SD OUTLET STRUCTURE M1.1 (Storm M)4,926.72 HEC-22 Energy (Third Edition)0.00 4,925.07 4,925.07 4,925.07 4,925.07 SDMH C1 (Storm C)4,937.28 HEC-22 Energy (Third Edition)0.74 4,931.36 4,930.63 4,931.41 4,930.91 SDMH C2 (Storm C)4,938.52 HEC-22 Energy (Third Edition)0.34 4,932.91 4,932.58 4,932.95 4,932.86 SDMH C3 (Storm C)4,940.27 HEC-22 Energy (Third Edition)0.38 4,934.53 4,934.15 4,934.54 4,934.36 SDMH C4 (Storm C)4,945.68 HEC-22 Energy (Third Edition)0.78 4,939.18 4,938.40 4,939.25 4,938.68 SDMH K2 (Storm K)4,936.87 HEC-22 Energy (Third Edition)0.13 4,932.95 4,932.81 4,933.08 4,933.05 SDMH K3 (Storm K)4,937.76 HEC-22 Energy (Third Edition)0.22 4,933.49 4,933.26 4,933.68 4,933.65 SDMH K4 (Storm K)4,938.70 HEC-22 Energy (Third Edition)0.66 4,934.64 4,933.99 4,934.66 4,934.38 SDMH K5 (Storm K)4,937.96 HEC-22 Energy (Third Edition)0.30 4,935.37 4,935.07 4,935.46 4,935.30 SDMH M-A1 (Storm M)4,931.90 HEC-22 Energy (Third Edition)0.00 4,924.68 4,924.68 4,924.68 4,924.68 SDMH M1 (Storm M)4,932.51 HEC-22 Energy (Third Edition)0.02 4,925.07 4,925.05 4,925.07 4,925.16 SDMH M2 (Storm M)4,932.66 HEC-22 Energy (Third Edition)0.03 4,925.43 4,925.40 4,925.52 4,925.52 SDMH M3 (Storm M)4,933.09 HEC-22 Energy (Third Edition)0.03 4,926.83 4,926.80 4,926.91 4,926.92 SDMH M5 (Storm M)4,936.30 HEC-22 Energy (Third Edition)0.00 4,927.72 4,927.72 4,927.72 4,927.72 SDMH M6 (Storm M)4,937.38 HEC-22 Energy (Third Edition)0.00 4,928.35 4,928.35 4,928.35 4,928.35 SDMH M7 (Storm M)4,936.98 HEC-22 Energy (Third Edition)0.01 4,929.80 4,929.79 4,929.94 4,929.80 Page 1 of 1 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/j4cad13u.xml Scenario: 2 Year Current Time Step: 0.000Hr FlexTable: GAL Manhole Table Label Elevation (Rim) (ft) Headloss Method Headloss (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) MH-1 4,948.00 HEC-22 Energy (Third Edition)0.00 4,943.13 4,943.13 4,943.19 4,943.19 MH-2 4,947.00 HEC-22 Energy (Third Edition)0.00 4,943.06 4,943.06 4,943.08 4,943.08 MH-3 4,947.00 HEC-22 Energy (Third Edition)0.00 4,942.46 4,942.46 4,942.49 4,942.49 MH-4 4,946.00 HEC-22 Energy (Third Edition)0.00 4,941.82 4,941.82 4,941.87 4,941.87 MH-5 4,945.00 HEC-22 Energy (Third Edition)0.00 4,941.73 4,941.73 4,941.73 4,941.73 MH-6 4,948.00 HEC-22 Energy (Third Edition)0.00 4,943.97 4,943.97 4,944.16 4,944.16 MH-8 4,946.51 HEC-22 Energy (Third Edition)0.00 4,942.06 4,942.06 4,942.20 4,942.20 MH-11 4,946.00 HEC-22 Energy (Third Edition)0.00 4,941.11 4,941.11 4,941.20 4,941.20 MH-20 4,945.56 HEC-22 Energy (Third Edition)0.00 4,939.66 4,939.66 4,939.74 4,939.74 MH-24 4,946.28 HEC-22 Energy (Third Edition)0.09 4,941.41 4,941.32 4,941.45 4,941.49 MH-25 4,946.49 HEC-22 Energy (Third Edition)0.00 4,941.49 4,941.49 4,941.59 4,941.59 MH-26 4,946.49 HEC-22 Energy (Third Edition)0.00 4,941.53 4,941.53 4,941.68 4,941.68 MH-27 4,945.76 HEC-22 Energy (Third Edition)0.23 4,939.86 4,939.63 4,939.86 4,940.03 MH-28 4,945.85 HEC-22 Energy (Third Edition)0.02 4,940.74 4,940.72 4,940.74 4,940.82 MH-29 4,946.49 HEC-22 Energy (Third Edition)0.00 4,940.74 4,940.74 4,940.74 4,940.74 MH-30 4,946.49 HEC-22 Energy (Third Edition)0.00 4,940.74 4,940.74 4,940.74 4,940.74 MH-31 4,945.93 HEC-22 Energy (Third Edition)0.00 4,939.86 4,939.86 4,939.87 4,939.87 MH-32 4,945.93 HEC-22 Energy (Third Edition)0.00 4,939.86 4,939.86 4,939.86 4,939.86 MH-33 4,946.64 HEC-22 Energy (Third Edition)0.02 4,941.65 4,941.62 4,941.66 4,941.73 MH-35 4,946.21 HEC-22 Energy (Third Edition)0.00 4,941.65 4,941.65 4,941.66 4,941.66 SD AREA INLET I5-A.1 (Storm I)4,947.29 HEC-22 Energy (Third Edition)0.13 4,943.04 4,942.91 4,943.09 4,943.14 SD AREA INLET I5-A.1-A (Storm I)4,947.01 HEC-22 Energy (Third Edition)0.00 4,943.19 4,943.19 4,943.22 4,943.22 SD AREA INLET I5-A.2 (Storm I)4,947.92 HEC-22 Energy (Third Edition)0.37 4,944.36 4,943.99 4,944.40 4,944.15 SD AREA INLET I5-A.3 (Storm I)4,947.66 HEC-22 Energy (Third Edition)0.00 4,944.38 4,944.38 4,944.44 4,944.44 SD AREA INLET I5.1 (Storm I)4,947.00 HEC-22 Energy (Third Edition)0.20 4,943.30 4,943.10 4,943.43 4,943.26 SD AREA INLET I5.2 (Storm I)4,946.88 HEC-22 Energy (Third Edition)0.00 4,943.53 4,943.53 4,943.71 4,943.71 SD AREA INLET I6-A.1 (Storm I)4,947.56 HEC-22 Energy (Third Edition)0.42 4,943.93 4,943.51 4,944.02 4,943.69 SD AREA INLET I6-A.2 (Storm I)4,947.91 HEC-22 Energy (Third Edition)0.00 4,943.98 4,943.98 4,944.16 4,944.16 SD AREA INLET I6.1 (Storm I)4,948.28 HEC-22 Energy (Third Edition)0.61 4,944.10 4,943.49 4,944.12 4,943.75 SD AREA INLET I6.1-A (Storm I)4,948.84 HEC-22 Energy (Third Edition)0.00 4,944.12 4,944.12 4,944.16 4,944.16 SD AREA INLET I6.2 (Storm I)4,949.07 HEC-22 Energy (Third Edition)0.44 4,945.45 4,945.01 4,945.53 4,945.19 SD AREA INLET I6.3 (Storm I)4,949.76 HEC-22 Energy (Third Edition)0.00 4,945.49 4,945.49 4,945.67 4,945.67 SD INLET D1 4,945.86 HEC-22 Energy (Third Edition)0.12 4,939.97 4,939.85 4,940.02 4,940.04 SD INLET D2 4,945.86 HEC-22 Energy (Third Edition)0.00 4,940.02 4,940.02 4,940.13 4,940.13 SD INLET I2.1 (Storm I)4,946.38 HEC-22 Energy (Third Edition)0.00 4,941.66 4,941.66 4,941.67 4,941.67 SD INLET I4.1-A (Storm I)4,945.81 HEC-22 Energy (Third Edition)0.00 4,941.20 4,941.20 4,941.23 4,941.23 SD INLET I4.1-A.1 (Storm I)4,945.81 HEC-22 Energy (Third Edition)0.00 4,940.72 4,940.72 4,940.77 4,940.77 SD Inlet J1 4,945.36 HEC-22 Energy (Third Edition)0.01 4,939.00 4,939.00 4,939.02 4,939.03 SD Inlet J2.1 4,945.36 HEC-22 Energy (Third Edition)0.00 4,940.73 4,940.73 4,940.80 4,940.80 SD Inlet J4.1 4,945.04 HEC-22 Energy (Third Edition)0.00 4,940.46 4,940.46 4,940.50 4,940.50 SD Inlet J4.2 4,945.07 HEC-22 Energy (Third Edition)0.00 4,940.51 4,940.51 4,940.61 4,940.61 SD Inlet J5-A 4,945.42 HEC-22 Energy (Third Edition)0.00 4,940.77 4,940.77 4,940.79 4,940.79 SD Inlet J5.1 4,945.42 HEC-22 Energy (Third Edition)0.00 4,941.39 4,941.39 4,941.51 4,941.51 SDMH I2 (Storm I)4,947.01 HEC-22 Energy (Third Edition)0.03 4,939.02 4,938.99 4,939.16 4,939.14 SDMH I2-A.1 (Storm I)4,946.69 HEC-22 Energy (Third Edition)0.84 4,941.59 4,940.75 4,941.66 4,941.13 SDMH I2-A.2 (Storm I)4,946.46 HEC-22 Energy (Third Edition)0.05 4,941.72 4,941.68 4,941.73 4,941.83 SDMH I2-A.3 (Storm I)4,946.72 HEC-22 Energy (Third Edition)0.04 4,941.81 4,941.77 4,941.84 4,941.91 SDMH I2-A.4 (Storm I)4,947.44 HEC-22 Energy (Third Edition)0.42 4,942.44 4,942.02 4,942.47 4,942.32 SDMH I2-A.5 (Storm I)4,947.84 HEC-22 Energy (Third Edition)0.54 4,943.06 4,942.52 4,943.07 4,942.70 SDMH I2-A.6 (Storm I)4,948.96 HEC-22 Energy (Third Edition)0.03 4,943.11 4,943.08 4,943.14 4,943.12 SDMH I3 (Storm I)4,947.08 HEC-22 Energy (Third Edition)0.08 4,939.15 4,939.07 4,939.30 4,939.25 SDMH I4 (Storm I)4,946.20 HEC-22 Energy (Third Edition)0.75 4,940.70 4,939.95 4,940.71 4,940.34 SDMH I4.1 (Storm I)4,946.10 HEC-22 Energy (Third Edition)0.00 4,940.71 4,940.70 4,940.73 4,940.72 SDMH I4.2 (Storm I)4,946.81 HEC-22 Energy (Third Edition)0.39 4,941.23 4,940.85 4,941.27 4,941.06 SDMH I5 (Storm I)4,946.55 HEC-22 Energy (Third Edition)0.58 4,941.34 4,940.76 4,941.37 4,941.07 SDMH I6 (Storm I)4,947.16 HEC-22 Energy (Third Edition)0.06 4,941.41 4,941.36 4,941.61 4,941.42 SDMH J2 4,945.50 HEC-22 Energy (Third Edition)0.01 4,939.02 4,939.01 4,939.04 4,939.03 SDMH J3 4,946.84 HEC-22 Energy (Third Edition)0.18 4,939.64 4,939.46 4,939.67 4,939.68 SDMH J4 4,945.86 HEC-22 Energy (Third Edition)0.15 4,940.40 4,940.25 4,940.41 4,940.44 SDMH J4.1 4,945.10 HEC-22 Energy (Third Edition)0.02 4,940.43 4,940.41 4,940.46 4,940.49 Page 1 of 2 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/irynyql4.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm E_Split.stsw SDMH J5 4,945.56 HEC-22 Energy (Third Edition)0.27 4,940.76 4,940.49 4,940.78 4,940.67 SDMH J6 4,945.90 HEC-22 Energy (Third Edition)0.29 4,941.11 4,940.82 4,941.12 4,940.97 SDMH J7 4,946.58 HEC-22 Energy (Third Edition)0.19 4,941.96 4,941.77 4,942.01 4,941.86 Page 2 of 2 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/irynyql4.xml Scenario: 100 Year Current Time Step: 0.000Hr FlexTable: GAL Conduit Table H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm D_Eastern Pipes.stsw Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-2 (Storm A)SDMH A2 (Storm A)SDMH A1 (Storm A)4,941.97 4,941.49 395.4 0.001 24.0 0.013 17.20 5.47 7.87 4,947.59 4,945.30 4,948.06 4,945.77 2.29 P-1 (Storm A)SDMH A1 (Storm A)SD FES A (Storm A)4,941.49 4,941.01 395.4 0.001 24.0 0.013 17.20 5.47 7.87 4,945.03 4,942.50 4,945.49 4,943.23 2.52 P-3 (Storm A)SD OUTLET STRUCTURE A3 (Storm A)SDMH A2 (Storm A)4,942.01 4,941.97 35.9 0.001 24.0 0.013 17.20 5.47 7.87 4,948.08 4,947.87 4,948.55 4,948.34 0.21 P-93 (Storm B)SDMH B7 (Storm B)SDMH B6 (Storm B)4,941.90 4,941.61 296.7 0.001 18.0 0.013 0.34 0.19 3.28 4,944.15 4,944.14 4,944.15 4,944.15 0.00 P-162 (Storm B)SDMH B6 (Storm B)SDMH B5 (Storm B)4,941.61 4,941.22 400.0 0.001 18.0 0.013 0.34 0.19 3.28 4,944.14 4,944.14 4,944.15 4,944.14 0.00 P-161 (Storm B)SDMH B5 (Storm B)SDMH B4 (Storm B)4,941.22 4,940.84 400.0 0.001 18.0 0.013 0.34 0.19 3.24 4,944.14 4,944.14 4,944.14 4,944.14 0.00 P-160 (Storm B)SDMH B4 (Storm B)SDMH B3 (Storm B)4,940.84 4,940.45 400.0 0.001 18.0 0.013 0.34 0.19 3.28 4,944.14 4,944.13 4,944.14 4,944.13 0.00 P-94 (Storm B)SD OUTLET STRUCTURE B8 (Storm B)SDMH B7 (Storm B)4,942.00 4,941.90 103.0 0.001 18.0 0.013 0.34 0.19 3.27 4,944.15 4,944.15 4,944.15 4,944.15 0.00 P-92 (Storm B)SDMH B3 (Storm B)SDMH B2 (Storm B)4,940.45 4,940.30 149.0 0.001 24.0 0.013 11.11 3.54 7.18 4,944.01 4,943.65 4,944.20 4,943.84 0.36 P-91 (Storm B)SDMH B2 (Storm B)SDMH B1 (Storm B)4,940.30 4,940.17 136.5 0.001 30.0 0.013 23.03 4.69 12.66 4,943.44 4,943.01 4,943.78 4,943.35 0.43 P-90 (Storm B)SDMH B1 (Storm B)SD FES B (Storm B)4,940.17 4,940.01 176.5 0.001 30.0 0.013 23.03 4.69 12.35 4,942.55 4,941.64 4,942.91 4,942.36 0.91 P-103 (Storm B)SD AREA INLET B2.1 (Storm B)SDMH B2 (Storm B)4,941.48 4,940.88 150.6 0.004 24.0 0.013 11.92 3.79 14.31 4,944.08 4,943.66 4,944.30 4,943.88 0.42 P-104 (Storm B)SD OUTLET STRUCTURE B3.1 (Storm B)SDMH B3 (Storm B)4,941.01 4,940.56 80.1 0.006 24.0 0.013 10.77 3.43 17.02 4,944.39 4,944.20 4,944.57 4,944.39 0.18 P-25 (Storm E)SDMH E7 (Storm E)SDMH E6 (Storm E)4,945.48 4,943.81 423.0 0.004 -0.013 15.62 2.91 25.57 4,948.34 4,947.71 4,948.49 4,947.87 0.63 P-26 (Storm E)SDMH E8 (Storm E)SDMH E7 (Storm E)4,945.91 4,945.48 107.0 0.004 30.0 0.013 15.95 3.25 26.00 4,948.67 4,948.51 4,948.83 4,948.67 0.16 CO-4 SDMH E5 (Storm E)MH-4 4,943.57 4,942.57 225.4 0.004 -0.013 38.55 3.95 60.53 4,947.11 4,946.70 4,947.39 4,946.99 0.41 P-27 (Storm E)SD Inlet Z6 SDMH E8 (Storm E)4,946.02 4,945.91 26.0 0.004 18.0 0.013 4.57 2.58 6.83 4,948.88 4,948.83 4,948.98 4,948.94 0.05 P-24 (Storm E)SDMH E6 (Storm E)SDMH E5 (Storm E)4,943.81 4,943.47 78.0 0.004 -0.013 33.26 4.33 43.35 4,947.50 4,947.30 4,947.85 4,947.64 0.20 P-22 (Storm E)SDMH E4 (Storm E)SDMH E3 (Storm E)4,944.50 4,943.89 186.5 0.003 -0.013 20.85 2.71 37.55 4,948.33 4,948.14 4,948.46 4,948.27 0.19 P-21 (Storm E)SDMH E3 (Storm E)SDMH E2 (Storm E)4,943.89 4,943.18 141.6 0.005 -0.013 39.57 5.08 47.26 4,947.99 4,947.49 4,948.46 4,947.96 0.50 P-110 (Storm E)SDMH E3 (Storm E)SD INLET E3.1A (Storm E)4,943.92 4,943.89 6.4 0.005 18.0 0.013 8.29 4.69 7.18 4,948.26 4,948.22 4,948.60 4,948.56 0.04 P-20 (Storm E)SDMH E2 (Storm E)SDMH E1 (Storm E)4,943.18 4,942.92 66.0 0.004 42.0 0.013 39.02 4.06 63.15 4,947.21 4,947.11 4,947.46 4,947.36 0.10 CO-6 SDMH E1 (Storm E)MH-5 4,942.92 4,942.32 148.9 0.004 42.0 0.013 38.71 4.02 63.86 4,946.84 4,946.62 4,947.09 4,946.87 0.22 P-112 (Storm E)SD Inlet Z3.1 SDMH E6 (Storm E)4,943.92 4,943.81 29.4 0.004 24.0 0.013 11.86 3.78 13.83 4,947.82 4,947.74 4,948.04 4,947.96 0.08 P-111 (Storm E)SD Inlet Z3-A SDMH E6 (Storm E)4,943.81 4,943.84 8.5 -0.004 18.0 0.013 10.01 5.66 6.24 4,947.85 4,947.77 4,948.35 4,948.27 0.08 P-114 (Storm E)SD INLET E4.2 (Storm E)SDMH E4.1 (Storm E)4,944.92 4,944.81 26.4 0.004 24.0 0.013 14.10 4.49 14.60 4,948.74 4,948.64 4,949.06 4,948.95 0.10 P-113 (Storm E)SDMH E4.1 (Storm E)SDMH E4 (Storm E)4,944.81 4,944.48 76.0 0.004 -0.013 21.20 2.77 43.01 4,948.49 4,948.41 4,948.63 4,948.55 0.08 P-115 (Storm E)SDMH E4.1 (Storm E)SD INLET E4.1-1 (Storm E)4,944.84 4,944.81 6.4 0.005 18.0 0.013 7.46 4.22 7.18 4,948.66 4,948.63 4,948.94 4,948.90 0.03 P-109 (Storm E)SD INLET E3.1 (Storm E)SDMH E3 (Storm E)4,944.00 4,943.89 26.4 0.004 24.0 0.013 15.50 4.93 14.60 4,948.36 4,948.23 4,948.74 4,948.61 0.12 P-34 (Storm F)SD AREA INLET F8 (Storm F)SD AREA INLET F7 (Storm F)4,946.75 4,946.55 40.1 0.005 18.0 0.013 9.42 5.33 7.43 4,952.48 4,952.15 4,952.92 4,952.60 0.32 P-32 (1) (Storm F)SDMH F6 (Storm F)SDMH F5 (Storm F)4,945.65 4,945.58 17.0 0.004 18.0 0.013 9.17 5.19 6.74 4,950.28 4,950.15 4,950.70 4,950.57 0.13 P-32 (Storm F)SDMH F5 (Storm F)SDMH F4 (Storm F)4,945.58 4,944.89 174.0 0.004 24.0 0.013 18.21 5.80 14.28 4,949.81 4,948.68 4,950.33 4,949.20 1.13 P-121 (Storm F)SD AREA INLET F5.2 (Storm F)SD AREA INLET F5.1 (Storm F)4,947.03 4,946.81 43.0 0.005 18.0 0.013 9.42 5.33 7.43 4,952.28 4,951.93 4,952.72 4,952.38 0.35 P-120 (Storm F)SD AREA INLET F5.1 (Storm F)SDMH F5 (Storm F)4,946.61 4,945.78 165.6 0.005 18.0 0.013 9.35 5.29 7.43 4,951.47 4,950.16 4,951.91 4,950.60 1.31 P-33 (Storm F)SD AREA INLET F7 (Storm F)SDMH F6 (Storm F)4,946.55 4,946.06 120.8 0.004 18.0 0.013 9.36 5.29 6.64 4,951.69 4,950.73 4,952.13 4,951.17 0.96 P-31 (Storm F)SDMH F4 (Storm F)SDMH F3 (Storm F)4,944.89 4,944.07 203.0 0.004 36.0 0.013 35.07 4.96 42.39 4,948.34 4,947.78 4,948.72 4,948.16 0.56 P-116 (Storm F)SD AREA INLET F4.1 (Storm F)SDMH F4 (Storm F)4,945.54 4,944.71 165.6 0.005 24.0 0.013 8.85 2.82 16.00 4,948.77 4,948.52 4,948.90 4,948.64 0.25 P-117 (Storm F)SD AREA INLET F4.2 (Storm F)SD AREA INLET F4.1 (Storm F)4,945.96 4,945.74 43.0 0.005 18.0 0.013 8.92 5.05 7.43 4,949.32 4,949.01 4,949.72 4,949.41 0.31 P-118 (Storm F)SD AREA INLET F4-A.1 (Storm F)SDMH F4 (Storm F)4,945.32 4,944.71 120.9 0.005 24.0 0.013 9.35 2.98 16.00 4,948.73 4,948.53 4,948.87 4,948.66 0.21 P-119 (Storm F)SD AREA INLET F4-A.2 (Storm F)SD AREA INLET F4-A.1 (Storm F)4,945.78 4,945.52 51.6 0.005 18.0 0.013 9.43 5.34 7.43 4,949.42 4,949.00 4,949.86 4,949.44 0.42 CO-8 SDMH F3 (Storm F)MH-6 4,944.07 4,942.60 415.1 0.004 42.0 0.013 35.91 3.73 59.87 4,947.57 4,947.04 4,947.79 4,947.26 0.53 P-81 (Storm F)SD INLET F2.1 (Storm F)SDMH F2 (Storm F)4,942.64 4,942.41 45.6 0.005 24.0 0.013 5.20 1.65 16.06 4,946.83 4,946.80 4,946.87 4,946.84 0.02 P-28 (Storm F)SD INLET F1 (Storm F)SD FES F (Storm F)4,942.38 4,942.00 81.0 0.005 42.0 0.013 44.01 4.57 68.91 4,946.48 4,946.32 4,946.80 4,946.65 0.16 P-29 (Storm F)SDMH F2 (Storm F)SD INLET F1 (Storm F)4,942.41 4,942.38 11.3 0.003 42.0 0.013 37.41 3.89 51.84 4,946.65 4,946.63 4,946.88 4,946.87 0.02 P-37 (Storm G)SDMH G3 (Storm G)SDMH G2 (Storm G)4,946.37 4,943.40 302.4 0.010 24.0 0.013 18.00 5.73 22.42 4,949.93 4,948.01 4,950.44 4,948.52 1.92 P-36 (Storm G)SDMH G2 (Storm G)SD AREA INLET G1 (Storm G)4,943.40 4,939.44 120.8 0.033 -0.013 18.00 5.36 39.36 4,947.62 4,946.79 4,948.14 4,947.31 0.83 P-38 (Storm G)SD AREA INLET G4 (Storm G)SDMH G3 (Storm G)4,947.00 4,946.37 64.3 0.010 24.0 0.013 18.00 5.73 22.39 4,950.72 4,950.31 4,951.23 4,950.82 0.41 P-35 (Storm G)SD AREA INLET G1 (Storm G)SD FES G (Storm G)4,939.44 4,939.00 22.1 0.020 -0.013 18.00 5.36 30.67 4,946.47 4,946.32 4,947.00 4,946.84 0.15 P-39 (Storm H)SDMH H1 (Storm H)SD FES H (Storm H)4,943.80 4,943.00 160.4 0.005 30.0 0.013 28.27 5.76 28.97 4,947.08 4,946.32 4,947.60 4,946.84 0.76 P-40 (Storm H)SDMH H2 (Storm H)SDMH H1 (Storm H)4,944.56 4,943.80 151.8 0.005 30.0 0.013 28.77 5.86 29.02 4,948.15 4,947.40 4,948.68 4,947.93 0.75 P-41 (Storm H)SDMH H3 (Storm H)SDMH H2 (Storm H)4,945.11 4,944.56 137.6 0.004 30.0 0.013 29.23 5.95 25.93 4,949.42 4,948.72 4,949.97 4,949.27 0.70 P-43 (Storm H)SDMH H5 (Storm H)SDMH H4 (Storm H)4,945.58 4,945.23 88.7 0.004 30.0 0.013 29.64 6.04 25.76 4,950.70 4,950.24 4,951.27 4,950.80 0.46 P-122 (Storm H)SDMH H5 (Storm H)SD INLET H5.1A (Storm H)4,945.62 4,945.58 6.5 0.006 18.0 0.013 6.50 3.68 8.24 4,950.92 4,950.90 4,951.13 4,951.11 0.02 P-42 (Storm H)SDMH H4 (Storm H)SDMH H3 (Storm H)4,945.23 4,945.11 29.5 0.004 30.0 0.013 29.33 5.98 26.15 4,949.90 4,949.75 4,950.46 4,950.30 0.15 P-46 (Storm H)SDMH H8 (Storm H)SDMH H7 (Storm H)4,946.17 4,945.96 52.8 0.004 18.0 0.013 7.82 4.43 6.63 4,952.09 4,951.79 4,952.39 4,952.10 0.29 P-45 (Storm H)SDMH H7 (Storm H)SDMH H6 (Storm H)4,945.96 4,945.71 61.8 0.004 18.0 0.013 7.75 4.38 6.68 4,951.61 4,951.28 4,951.91 4,951.58 0.34 P-44 (Storm H)SDMH H6 (Storm H)SDMH H5 (Storm H)4,945.71 4,945.58 31.6 0.004 18.0 0.013 7.66 4.33 6.74 4,951.10 4,950.93 4,951.39 4,951.22 0.17 P-79 (Storm H)SD INLET H5.1 (Storm H)SDMH H5 (Storm H)4,945.72 4,945.58 26.4 0.005 24.0 0.013 16.56 5.27 16.47 4,951.13 4,950.99 4,951.56 4,951.42 0.14 P-67 (Storm E)SD Inlet Z5.1 SDMH E8 (Storm E)4,945.94 4,945.91 6.6 0.005 24.0 0.013 12.18 3.88 15.20 4,948.90 4,948.88 4,949.14 4,949.12 0.02 P-47 (Storm H)SD Inlet H9 SDMH H8 (Storm H)4,946.93 4,946.17 190.2 0.004 18.0 0.013 8.10 4.59 6.64 4,953.36 4,952.23 4,953.69 4,952.56 1.13 CO-1 SDMH Z2.1 SDMH E5 (Storm E)4,943.80 4,943.47 -0.006 18.0 0.013 7.81 4.42 7.84 4,947.62 4,947.29 4,947.92 4,947.59 0.33 CO-3 SDMH Z2.1 SD Inlet Z2.1-A 4,943.80 4,943.83 --0.001 18.0 0.013 1.65 0.93 3.37 4,947.69 4,947.68 4,947.70 4,947.70 0.01 CO-2 SD Inlet Z2.2 SDMH Z2.1 4,943.91 4,943.80 28.6 0.004 18.0 0.013 6.38 3.61 6.52 4,947.86 4,947.76 4,948.07 4,947.96 0.11 CO-5 O-1 MH-4 4,942.00 4,942.57 143.0 -0.004 42.0 0.013 37.37 3.88 63.52 4,946.52 4,946.32 4,946.75 4,946.55 0.20 CO-7 MH-5 SD FES E (Storm E)4,942.32 4,942.00 80.8 0.004 42.0 0.013 38.02 3.95 63.31 4,946.44 4,946.32 4,946.68 4,946.56 0.12 CO-9 MH-6 SDMH F2 (Storm F)4,942.60 4,942.41 48.0 0.004 42.0 0.013 33.96 3.53 63.30 4,946.92 4,946.86 4,947.11 4,947.06 0.05 CO-10 MH-7 SDMH F3 (Storm F)4,944.94 4,943.87 212.8 0.005 24.0 0.013 11.48 3.65 16.04 4,948.26 4,947.71 4,948.46 4,947.92 0.55 CO-11 SD Inlet F3-B MH-7 4,945.32 4,945.13 37.5 0.005 18.0 0.013 2.37 1.34 7.48 4,948.44 4,948.43 4,948.47 4,948.45 0.02 CO-12 MH-9 MH-7 4,945.22 4,945.13 -0.006 18.0 0.013 10.86 6.15 7.91 4,948.82 4,948.65 4,949.41 4,949.24 0.17 CO-13 MH-10 O-2 4,951.61 4,951.41 -0.005 12.0 0.013 2.40 2.87 7.65 4,952.00 4,951.78 4,952.12 4,951.92 0.21 Page 1 of 1 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/y5tgsiqi.xml Scenario: 100 Year Current Time Step: 0.000Hr FlexTable: GAL Conduit Table H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm South Storm.stsw Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-95 (Storm C)SDMH C4 (Storm C)SDMH C3 (Storm C)4,937.66 4,933.56 413.3 0.010 18.0 0.013 11.20 6.34 10.47 4,941.27 4,936.57 4,941.89 4,937.19 4.70 P-10 (Storm C)SD OUTLET STRUCTURE C5 (Storm C)SDMH C4 (Storm C)4,939.01 4,937.66 136.0 0.010 18.0 0.013 11.20 6.34 10.46 4,943.35 4,941.81 4,943.98 4,942.43 1.55 P-71 (Storm C)SD INLET C3.1 (Storm C)SDMH C3 (Storm C)4,933.79 4,933.56 47.0 0.005 36.0 0.013 3.06 3.76 47.16 4,936.32 4,936.32 4,936.33 4,936.33 0.00 P-107 (Storm C)SDMH C3 (Storm C)SD INLET C3.1A (Storm C)4,933.59 4,933.56 6.0 0.005 36.0 0.013 2.81 0.40 47.16 4,936.32 4,936.32 4,936.32 4,936.32 0.00 P-70 (Storm C)SDMH C3 (Storm C)SDMH C2 (Storm C)4,933.56 4,931.78 356.0 0.005 -0.013 17.01 2.21 46.61 4,936.28 4,936.05 4,936.37 4,936.13 0.24 P-105 (Storm C)SDMH C2 (Storm C)SD INLET C2.1A (Storm C)4,933.34 4,933.28 6.0 0.010 18.0 0.013 3.73 2.11 10.50 4,936.04 4,936.04 4,936.11 4,936.11 0.01 P-69 (Storm C)SDMH C2 (Storm C)SDMH C1 (Storm C)4,931.78 4,929.84 388.1 0.005 36.0 0.013 22.91 3.24 47.16 4,935.94 4,935.49 4,936.11 4,935.65 0.46 P-68 (Storm C)SDMH C1 (Storm C)STORM FES C (Storm C)4,929.84 4,929.39 63.5 0.007 36.0 0.013 22.09 3.13 56.17 4,935.29 4,935.22 4,935.44 4,935.37 0.07 P-99 (Storm K)SDMH K4 (Storm K)SDMH K3 (Storm K)4,932.89 4,932.17 180.9 0.004 54.0 0.013 85.00 5.34 124.36 4,937.62 4,937.28 4,938.07 4,937.73 0.34 P-187 (1) (Storm K)SDMH K5 (Storm K)SDMH K4 (Storm K)4,934.40 4,932.89 377.1 0.004 42.0 0.013 25.00 2.60 63.63 4,938.18 4,937.95 4,938.29 4,938.06 0.23 P-98 (Storm K)SDMH K3 (Storm K)SDMH K2 (Storm K)4,932.17 4,931.41 186.6 0.004 54.0 0.013 85.00 5.34 125.62 4,937.01 4,936.66 4,937.46 4,937.11 0.35 P-97 (Storm K)SDMH K2 (Storm K)SD INLET K1 (Storm K)4,931.41 4,931.25 38.4 0.004 54.0 0.013 92.13 5.79 123.79 4,936.19 4,936.10 4,936.71 4,936.62 0.08 P-147 (Storm K)SD INLET K2.1 (Storm K)SDMH K2 (Storm K)4,932.99 4,932.91 16.6 0.005 36.0 0.013 7.19 1.02 47.66 4,936.49 4,936.49 4,936.51 4,936.51 0.00 P-96 (Storm K)SD INLET K1 (Storm K)FES K (Storm K)4,931.25 4,931.01 61.8 0.004 54.0 0.013 99.34 8.63 123.36 4,935.33 4,935.22 4,936.00 4,935.86 0.11 P-100 (Storm L)SD INLET L1 (Storm L)SD FES L (Storm L)4,932.23 4,932.01 55.3 0.004 -0.013 13.89 1.80 41.44 4,935.24 4,935.22 4,935.30 4,935.28 0.02 P-101 (Storm L)SD INLET L2 (Storm L)SD INLET L1 (Storm L)4,932.45 4,932.23 55.0 0.004 18.0 0.013 6.99 3.96 6.64 4,935.60 4,935.36 4,935.84 4,935.60 0.24 P-76 (Storm M)SDMH M6 (Storm M)SDMH M5 (Storm M)4,928.35 4,927.72 183.2 0.003 24.0 0.013 21.50 6.84 13.26 4,934.07 4,932.41 4,934.80 4,933.14 1.65 CO-43 SDMH M6 (Storm M)MH-45 4,928.35 4,928.75 119.6 -0.003 24.0 0.013 21.50 6.84 13.02 4,935.58 4,934.50 4,936.31 4,935.23 1.08 P-150 (Storm M)SD INLET M8 (Storm M)SDMH M7 (Storm M)4,928.76 4,928.79 6.0 -0.003 18.0 0.013 4.40 2.49 6.18 4,930.90 4,930.89 4,930.99 4,930.98 0.01 P-75 (Storm M)SDMH M5 (Storm M)SD INLET M4 (Storm M)4,927.72 4,927.06 193.1 0.003 24.0 0.013 21.50 6.84 13.26 4,931.97 4,930.22 4,932.69 4,930.95 1.74 P-102 (Storm M)SD INLET M4 (Storm M)SDMH M3 (Storm M)4,927.06 4,926.35 207.1 0.003 36.0 0.013 30.16 6.10 39.09 4,929.60 4,929.28 4,929.94 4,929.57 0.32 P-74 (Storm M)SDMH M3 (Storm M)SDMH M2 (Storm M)4,926.35 4,924.98 400.0 0.003 36.0 0.013 29.92 6.09 39.08 4,929.09 4,928.33 4,929.39 4,928.61 0.76 P-73 (Storm M)SDMH M2 (Storm M)SDMH M1 (Storm M)4,924.98 4,924.62 103.7 0.003 36.0 0.013 29.51 4.18 39.10 4,928.16 4,927.96 4,928.43 4,928.23 0.20 P-72 (Storm M)SDMH M1 (Storm M)O-6 4,924.62 4,924.21 125.7 0.003 36.0 0.013 31.37 4.44 38.13 4,927.78 4,927.50 4,928.08 4,927.81 0.28 CO-42 SDMH M-A1 (Storm M)O-7 4,924.68 4,924.40 133.4 0.002 48.0 0.013 217.00 5.76 196.23 4,928.74 4,928.40 4,929.25 4,928.92 0.34 P-186 (2) (Storm M)SD INLET M-A2 (Storm M)SDMH M-A1 (Storm M)4,925.57 4,924.68 444.2 0.002 48.0 0.013 217.00 5.76 192.71 4,930.35 4,929.22 4,930.86 4,929.74 1.13 P-148 (Storm M)SD OUTLET STRUCTURE M1.1 (Storm M)SDMH M1 (Storm M)4,925.01 4,924.62 30.1 0.013 18.0 0.013 2.00 1.13 11.95 4,927.87 4,927.86 4,927.89 4,927.88 0.01 P-187 (2) (Storm K)MH-39 SDMH K5 (Storm K)4,934.60 4,934.40 50.5 0.004 36.0 0.013 25.00 3.54 42.18 4,938.03 4,937.96 4,938.22 4,938.15 0.07 P-166 (Storm K)MH-40 SDMH K4 (Storm K)4,933.74 4,933.54 50.5 0.004 36.0 0.013 60.00 8.49 42.18 4,938.77 4,938.36 4,939.89 4,939.48 0.41 P-106 (Storm C)MH-41 SDMH C2 (Storm C)4,933.75 4,933.28 47.2 0.010 18.0 0.013 3.67 2.08 10.50 4,936.09 4,936.04 4,936.16 4,936.10 0.06 P-151 (Storm M)MH-42 SDMH M7 (Storm M)4,930.50 4,930.26 46.5 0.005 18.0 0.013 4.44 4.39 7.43 4,931.33 4,931.16 4,931.63 4,931.41 0.18 P-149 (Storm M)MH-43 SD INLET M4 (Storm M)4,929.82 4,929.56 52.5 0.005 18.0 0.013 4.75 4.46 7.43 4,931.27 4,931.17 4,931.38 4,931.28 0.10 P-78 (Storm M)O-8 SD INLET M8 (Storm M)4,929.01 4,928.79 65.5 0.003 18.0 0.013 8.64 4.89 6.15 4,930.77 4,930.15 4,931.14 4,930.71 0.62 CO-44 MH-45 MH-46 4,928.75 4,929.00 --0.004 24.0 0.013 21.50 6.84 13.70 4,936.64 4,936.02 4,937.36 4,936.75 0.62 Page 1 of 1 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/1pazrkjg.xml Scenario: 100 Year Current Time Step: 0.000Hr FlexTable: GAL Conduit Table H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm E_Split.stsw Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-137 (Storm I)SD AREA INLET I6.3 (Storm I)SD AREA INLET I6.2 (Storm I)4,944.91 4,944.71 40.1 0.005 18.0 0.013 9.42 5.33 7.43 4,949.19 4,948.86 4,949.63 4,949.31 0.32 P-136 (Storm I)SD AREA INLET I6.2 (Storm I)SD AREA INLET I6.1 (Storm I)4,944.50 4,942.98 304.0 0.005 24.0 0.013 9.36 2.98 16.00 4,948.57 4,948.05 4,948.71 4,948.19 0.52 P-143 (Storm I)SDMH I2-A.6 (Storm I)SDMH I2-A.5 (Storm I)4,942.10 4,941.60 134.8 0.004 24.0 0.013 7.00 2.23 13.78 4,947.97 4,947.84 4,948.05 4,947.92 0.13 P-159 (Storm I)SD AREA INLET I6.1-A (Storm I)SD AREA INLET I6.1 (Storm I)4,942.99 4,942.79 40.1 0.005 18.0 0.013 9.42 5.33 7.43 4,948.50 4,948.17 4,948.94 4,948.62 0.32 P-135 (Storm I)SD AREA INLET I6.1 (Storm I)SDMH I6 (Storm I)4,942.79 4,942.03 151.0 0.005 24.0 0.013 17.21 5.48 16.00 4,947.75 4,946.87 4,948.21 4,947.34 0.87 P-129 (Storm I)SD AREA INLET I5-A.2 (Storm I)SD AREA INLET I5-A.1 (Storm I)4,943.47 4,942.25 304.0 0.004 24.0 0.013 9.16 2.91 14.31 4,947.22 4,946.72 4,947.35 4,946.86 0.50 P-134 (Storm I)SD AREA INLET I6-A.2 (Storm I)SD AREA INLET I6-A.1 (Storm I)4,943.41 4,943.21 39.9 0.005 18.0 0.013 9.29 5.26 7.43 4,947.66 4,947.35 4,948.09 4,947.78 0.31 P-142 (Storm I)SDMH I2-A.5 (Storm I)SDMH I2-A.4 (Storm I)4,941.60 4,941.20 99.8 0.004 24.0 0.013 14.00 4.46 14.32 4,947.62 4,947.24 4,947.93 4,947.54 0.38 P-130 (Storm I)SD AREA INLET I5-A.3 (Storm I)SD AREA INLET I5-A.2 (Storm I)4,943.63 4,943.47 40.1 0.004 24.0 0.013 9.27 2.95 14.31 4,947.45 4,947.39 4,947.59 4,947.52 0.07 P-133 (Storm I)SD AREA INLET I6-A.1 (Storm I)SDMH I6 (Storm I)4,943.01 4,942.03 194.5 0.005 24.0 0.013 9.23 2.94 16.00 4,947.06 4,946.74 4,947.20 4,946.88 0.32 P-141 (Storm I)SDMH I2-A.4 (Storm I)SDMH I2-A.3 (Storm I)4,941.20 4,940.60 141.4 0.004 30.0 0.013 21.00 4.28 26.71 4,947.00 4,946.63 4,947.28 4,946.91 0.37 P-128 (Storm I)SD AREA INLET I5-A.1 (Storm I)SDMH I5 (Storm I)4,942.25 4,941.65 151.0 0.004 30.0 0.013 16.91 3.45 25.94 4,946.63 4,946.38 4,946.82 4,946.56 0.26 P-158 (Storm I)SD AREA INLET I5-A.1 (Storm I)SD AREA INLET I5-A.1-A (Storm I)4,942.45 4,942.25 40.1 0.005 24.0 0.013 9.37 2.98 16.00 4,946.79 4,946.73 4,946.93 4,946.86 0.07 P-53 (Storm I)SDMH I6 (Storm I)SDMH I5 (Storm I)4,940.07 4,939.68 96.0 0.004 36.0 0.013 25.16 3.56 42.51 4,946.52 4,946.38 4,946.72 4,946.58 0.14 P-50 (Storm I)SDMH I3 (Storm I)SDMH I2 (Storm I)4,937.56 4,937.45 24.8 0.004 54.0 0.013 67.15 4.22 130.92 4,944.40 4,944.37 4,944.67 4,944.65 0.03 CO-36 SDMH I2 (Storm I)SD FES I (Storm I)4,937.39 4,937.00 -0.005 54.0 0.013 66.93 4.21 137.74 4,944.20 4,944.11 4,944.48 4,944.39 0.09 P-131 (Storm I)SD AREA INLET I5.1 (Storm I)SDMH I5 (Storm I)4,942.62 4,941.65 194.5 0.005 30.0 0.013 9.19 1.87 29.00 4,946.42 4,946.32 4,946.48 4,946.38 0.10 P-132 (Storm I)SD AREA INLET I5.2 (Storm I)SD AREA INLET I5.1 (Storm I)4,943.02 4,942.82 39.9 0.005 24.0 0.013 9.29 2.96 16.00 4,946.59 4,946.52 4,946.73 4,946.66 0.07 P-124 (Storm I)SDMH I4.2 (Storm I)SDMH I4.1 (Storm I)4,940.22 4,939.30 235.0 0.004 36.0 0.013 16.70 2.36 41.73 4,945.63 4,945.49 4,945.72 4,945.57 0.15 P-140 (Storm I)SDMH I2-A.3 (Storm I)SDMH I2-A.2 (Storm I)4,940.60 4,940.40 51.0 0.004 36.0 0.013 30.25 4.28 41.78 4,946.40 4,946.30 4,946.69 4,946.58 0.10 CO-41 SDMH I2-A.1 (Storm I)O-4 4,939.70 4,939.50 -0.004 42.0 0.013 54.51 5.67 66.07 4,944.64 4,944.50 4,945.14 4,945.00 0.14 CO-26 SDMH I5 (Storm I)MH-28 4,939.68 4,939.20 120.4 0.004 42.0 0.013 49.14 5.11 63.52 4,946.08 4,945.79 4,946.48 4,946.20 0.29 CO-32 SDMH I2-A.2 (Storm I)MH-33 4,940.40 4,939.95 108.0 0.004 36.0 0.013 39.50 5.59 43.05 4,946.01 4,945.63 4,946.50 4,946.12 0.38 CO-24 SDMH I4 (Storm I)MH-27 4,938.83 4,938.49 86.8 0.004 54.0 0.013 66.53 4.18 123.09 4,945.20 4,945.10 4,945.47 4,945.37 0.10 P-123 (Storm I)SDMH I4.1 (Storm I)SDMH I4 (Storm I)4,939.14 4,938.83 76.0 0.004 42.0 0.013 19.46 2.02 64.25 4,945.44 4,945.41 4,945.50 4,945.47 0.03 P-127 (Storm I)SD INLET I4.1-A.1 (Storm I)SDMH I4.1 (Storm I)4,940.42 4,940.30 28.5 0.004 24.0 0.013 2.31 0.74 14.68 4,945.46 4,945.45 4,945.47 4,945.46 0.00 P-126 (Storm I)SD INLET I4.1-A (Storm I)SDMH I4.1 (Storm I)4,940.80 4,940.85 8.5 -0.006 18.0 0.013 2.15 1.21 8.06 4,945.46 4,945.46 4,945.49 4,945.48 0.00 P-156 (Storm I)MH-1 SDMH I2-A.6 (Storm I)4,942.30 4,942.10 50.5 0.004 24.0 0.013 7.00 2.23 14.23 4,948.12 4,948.07 4,948.19 4,948.15 0.05 P-155 (Storm I)MH-2 SDMH I2-A.5 (Storm I)4,941.72 4,940.83 29.3 0.030 24.0 0.013 7.00 2.23 39.43 4,947.87 4,947.84 4,947.95 4,947.92 0.03 P-154 (Storm I)MH-3 SDMH I2-A.4 (Storm I)4,941.68 4,941.53 30.5 0.005 18.0 0.013 7.00 3.96 7.36 4,947.34 4,947.21 4,947.59 4,947.45 0.14 P-153 (Storm I)MH-4 SDMH I2-A.3 (Storm I)4,941.11 4,940.96 30.5 0.005 18.0 0.013 9.25 5.23 7.37 4,946.92 4,946.68 4,947.35 4,947.11 0.24 P-152 (Storm I)MH-5 SDMH I2-A.2 (Storm I)4,940.41 4,940.26 31.2 0.005 24.0 0.013 9.25 2.94 15.70 4,946.29 4,946.24 4,946.43 4,946.37 0.05 P-125 (Storm I)MH-6 SDMH I4.2 (Storm I)4,943.44 4,943.33 21.5 0.005 24.0 0.013 10.14 3.23 16.00 4,945.82 4,945.77 4,945.98 4,945.93 0.04 CO-3 MH-8 SDMH J7 4,941.69 4,941.47 -0.009 18.0 0.013 4.50 2.55 9.70 4,945.35 4,945.30 4,945.45 4,945.40 0.05 CO-4 SDMH J7 SDMH J6 4,941.47 4,940.41 279.3 0.004 -0.013 4.50 1.34 13.39 4,945.24 4,945.12 4,945.27 4,945.15 0.12 CO-5 SDMH J6 MH-11 4,940.41 4,940.68 45.8 -0.006 18.0 0.013 4.50 2.55 8.07 4,945.23 4,945.14 4,945.33 4,945.24 0.08 CO-6 SDMH J6 SDMH J5 4,940.41 4,939.98 93.2 0.005 -0.013 9.00 2.68 14.77 4,945.06 4,944.90 4,945.19 4,945.03 0.16 CO-9 SDMH J5 SDMH J4 4,939.98 4,939.69 74.8 0.004 -0.013 16.46 2.14 40.88 4,944.81 4,944.77 4,944.90 4,944.85 0.05 CO-7 SD Inlet J5-A SDMH J5 4,940.08 4,939.98 23.5 0.004 18.0 0.013 4.08 2.31 6.85 4,944.91 4,944.88 4,944.99 4,944.96 0.04 CO-8 SD Inlet J5.1 SDMH J5 4,941.02 4,940.90 -0.005 18.0 0.013 4.12 2.33 7.06 4,944.92 4,944.88 4,945.00 4,944.96 0.04 CO-13 SDMH J4 SDMH J3 4,939.69 4,938.85 210.6 0.004 -0.013 20.69 1.95 63.76 4,944.72 4,944.63 4,944.79 4,944.70 0.09 CO-10 SDMH J4.1 SDMH J4 4,940.01 4,939.69 79.8 0.004 36.0 0.013 5.44 0.77 42.23 4,944.74 4,944.74 4,944.75 4,944.75 0.01 CO-11 SDMH J4.1 SD Inlet J4.2 4,940.01 4,940.16 37.5 -0.004 18.0 0.013 3.48 1.97 6.64 4,944.81 4,944.77 4,944.87 4,944.83 0.04 CO-12 SDMH J4.1 SD Inlet J4.1 4,940.07 4,940.10 17.5 -0.002 24.0 0.013 2.38 0.76 9.37 4,944.75 4,944.75 4,944.76 4,944.76 0.00 CO-15 SDMH J3 SDMH J2 4,938.85 4,937.46 346.9 0.004 -0.013 24.36 2.30 63.90 4,944.58 4,944.38 4,944.68 4,944.48 0.20 CO-14 MH-20 SDMH J3 4,939.12 4,938.85 54.0 0.005 18.0 0.013 5.62 3.18 7.43 4,944.82 4,944.67 4,944.98 4,944.82 0.15 CO-17 SDMH J2 SD Inlet J1 4,937.46 4,937.37 23.5 0.004 -0.013 24.90 2.35 62.48 4,944.28 4,944.26 4,944.38 4,944.36 0.01 CO-16 SD Inlet J2.1 SDMH J2 4,940.50 4,940.30 29.5 0.007 -0.013 2.26 0.29 54.06 4,944.34 4,944.34 4,944.34 4,944.34 0.00 CO-18 SD Inlet J1 SD FES J 4,937.37 4,937.00 83.0 0.004 -0.013 30.97 2.95 66.38 4,944.19 4,944.11 4,944.35 4,944.27 0.08 CO-19 MH-24 SDMH I4.2 (Storm I)4,940.85 4,940.42 86.0 0.005 24.0 0.013 7.32 2.33 16.00 4,945.83 4,945.74 4,945.92 4,945.83 0.09 CO-20 MH-24 MH-25 4,941.05 4,941.20 --0.009 18.0 0.013 2.62 1.48 10.19 4,945.87 4,945.86 4,945.91 4,945.90 0.01 CO-21 MH-26 MH-24 4,941.10 4,941.05 10.6 0.005 18.0 0.013 4.85 2.74 7.21 4,945.92 4,945.90 4,946.03 4,946.01 0.02 CO-25 MH-27 SDMH I3 (Storm I)4,938.49 4,937.56 232.1 0.004 54.0 0.013 69.21 4.35 124.47 4,944.93 4,944.65 4,945.23 4,944.94 0.29 CO-31 MH-27 MH-32 4,938.69 4,938.73 8.5 -0.005 18.0 0.013 1.49 0.85 7.21 4,945.00 4,945.00 4,945.01 4,945.01 0.00 CO-27 MH-28 SDMH I4 (Storm I)4,939.20 4,938.83 93.3 0.004 48.0 0.013 48.30 3.84 90.45 4,945.58 4,945.48 4,945.81 4,945.71 0.11 CO-29 MH-28 MH-30 4,939.20 4,939.29 --0.006 18.0 0.013 4.07 2.30 8.05 4,945.68 4,945.66 4,945.77 4,945.74 0.02 CO-28 MH-29 MH-28 4,939.39 4,939.20 -0.005 18.0 0.013 3.59 2.03 7.23 4,945.70 4,945.65 4,945.76 4,945.72 0.05 CO-30 MH-31 MH-27 4,938.83 4,938.69 28.5 0.005 18.0 0.013 2.22 1.26 7.36 4,945.01 4,945.00 4,945.04 4,945.03 0.01 CO-33 MH-33 SDMH I2-A.1 (Storm I)4,939.95 4,939.70 70.7 0.004 42.0 0.013 54.61 5.68 59.82 4,945.34 4,945.13 4,945.84 4,945.63 0.21 CO-34 MH-33 SD INLET I2.1 (Storm I)4,937.85 4,937.99 28.5 -0.005 18.0 0.013 6.23 3.52 7.36 4,945.62 4,945.52 4,945.81 4,945.71 0.10 CO-35 MH-33 MH-35 4,937.85 4,937.90 9.3 -0.005 18.0 0.013 9.22 5.22 7.70 4,945.68 4,945.61 4,946.10 4,946.03 0.07 CO-37 SD FES D SD INLET D1 4,939.00 4,939.27 68.3 -0.004 24.0 0.013 11.49 3.66 14.22 4,944.29 4,944.11 4,944.49 4,944.32 0.18 CO-40 SD INLET D2 SD INLET D1 4,939.49 4,939.27 53.0 0.004 18.0 0.013 6.46 3.66 6.77 4,944.61 4,944.41 4,944.82 4,944.62 0.20 Page 1 of 1 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/3hx2yamj.xml Scenario: 100 Year Current Time Step: 0.000Hr FlexTable: GAL Manhole Table Label Elevation (Rim) (ft) Headloss Method Headloss (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) MH-4 4,951.40 HEC-22 Energy (Third Edition)0.07 4,946.59 4,946.52 4,946.87 4,946.75 MH-5 4,952.86 HEC-22 Energy (Third Edition)0.09 4,946.52 4,946.44 4,946.77 4,946.68 MH-6 4,948.88 HEC-22 Energy (Third Edition)0.04 4,946.96 4,946.92 4,947.17 4,947.11 MH-7 4,949.41 HEC-22 Energy (Third Edition)0.16 4,948.41 4,948.26 4,948.44 4,948.46 MH-9 4,949.30 HEC-22 Energy (Third Edition)0.00 4,948.82 4,948.82 4,949.41 4,949.41 MH-10 4,954.00 HEC-22 Energy (Third Edition)0.00 4,952.00 4,952.00 4,952.12 4,952.12 SD AREA INLET B2.1 (Storm B)4,943.19 HEC-22 Energy (Third Edition)0.00 4,943.19 4,943.19 4,943.41 4,943.41 SD AREA INLET F4-A.1 (Storm F)4,951.15 HEC-22 Energy (Third Edition)0.09 4,948.82 4,948.73 4,949.27 4,948.87 SD AREA INLET F4-A.2 (Storm F)4,950.68 HEC-22 Energy (Third Edition)0.00 4,949.42 4,949.42 4,949.86 4,949.86 SD AREA INLET F4.1 (Storm F)4,952.12 HEC-22 Energy (Third Edition)0.08 4,948.85 4,948.77 4,949.25 4,948.90 SD AREA INLET F4.2 (Storm F)4,951.77 HEC-22 Energy (Third Edition)0.00 4,949.32 4,949.32 4,949.72 4,949.72 SD AREA INLET F5.1 (Storm F)4,953.11 HEC-22 Energy (Third Edition)0.28 4,951.76 4,951.47 4,952.20 4,951.91 SD AREA INLET F5.2 (Storm F)4,953.32 HEC-22 Energy (Third Edition)0.00 4,952.28 4,952.28 4,952.72 4,952.72 SD AREA INLET F7 (Storm F)4,953.05 HEC-22 Energy (Third Edition)0.29 4,951.98 4,951.69 4,952.42 4,952.13 SD AREA INLET F8 (Storm F)4,953.45 HEC-22 Energy (Third Edition)0.00 4,952.48 4,952.48 4,952.92 4,952.92 SD AREA INLET G1 (Storm G)4,944.60 HEC-22 Energy (Third Edition)0.10 4,946.58 4,946.47 4,947.10 4,947.00 SD AREA INLET G4 (Storm G)4,951.82 HEC-22 Energy (Third Edition)0.00 4,950.72 4,950.72 4,951.23 4,951.23 SD INLET E3.1 (Storm E)4,948.61 HEC-22 Energy (Third Edition)0.00 4,948.36 4,948.36 4,948.74 4,948.74 SD INLET E3.1A (Storm E)4,948.61 HEC-22 Energy (Third Edition)0.00 4,948.26 4,948.26 4,948.60 4,948.60 SD INLET E4.1-1 (Storm E)4,948.96 HEC-22 Energy (Third Edition)0.00 4,948.66 4,948.66 4,948.94 4,948.94 SD INLET E4.2 (Storm E)4,948.96 HEC-22 Energy (Third Edition)0.00 4,948.74 4,948.74 4,949.06 4,949.06 SD INLET F1 (Storm F)4,948.85 HEC-22 Energy (Third Edition)0.07 4,946.54 4,946.48 4,946.77 4,946.80 SD INLET F2.1 (Storm F)4,948.85 HEC-22 Energy (Third Edition)0.00 4,946.83 4,946.83 4,946.87 4,946.87 SD INLET H5.1 (Storm H)4,951.61 HEC-22 Energy (Third Edition)0.00 4,951.13 4,951.13 4,951.56 4,951.56 SD INLET H5.1A (Storm H)4,951.61 HEC-22 Energy (Third Edition)0.00 4,950.92 4,950.92 4,951.13 4,951.13 SD Inlet F3-B 4,949.30 HEC-22 Energy (Third Edition)0.00 4,948.44 4,948.44 4,948.47 4,948.47 SD Inlet Z2.1-A 4,947.98 HEC-22 Energy (Third Edition)0.00 4,947.69 4,947.69 4,947.70 4,947.70 SD Inlet Z2.2 4,948.02 HEC-22 Energy (Third Edition)0.00 4,947.86 4,947.86 4,948.07 4,948.07 SD Inlet Z3-A 4,947.92 HEC-22 Energy (Third Edition)0.00 4,947.85 4,947.85 4,948.35 4,948.35 SD Inlet Z3.1 4,947.84 HEC-22 Energy (Third Edition)0.00 4,947.82 4,947.82 4,948.04 4,948.04 SD Inlet Z6 4,952.36 HEC-22 Energy (Third Edition)0.00 4,948.88 4,948.88 4,948.98 4,948.98 SD OUTLET STRUCTURE A3 (Storm A)4,946.01 HEC-22 Energy (Third Edition)0.00 4,946.01 4,946.01 4,946.48 4,946.48 SD OUTLET STRUCTURE B3.1 (Storm B)4,942.72 HEC-22 Energy (Third Edition)0.00 4,942.72 4,942.72 4,942.90 4,942.90 SD OUTLET STRUCTURE B8 (Storm B)4,944.76 HEC-22 Energy (Third Edition)0.00 4,944.15 4,944.15 4,944.15 4,944.15 SDMH A1 (Storm A)4,951.55 HEC-22 Energy (Third Edition)0.09 4,945.12 4,945.03 4,945.58 4,945.49 SDMH A2 (Storm A)4,952.98 HEC-22 Energy (Third Edition)0.10 4,947.69 4,947.59 4,948.15 4,948.06 SDMH B1 (Storm B)4,943.51 HEC-22 Energy (Third Edition)0.32 4,942.87 4,942.55 4,943.21 4,942.91 SDMH B2 (Storm B)4,944.17 HEC-22 Energy (Third Edition)0.13 4,943.57 4,943.44 4,943.77 4,943.78 SDMH B3 (Storm B)4,944.38 HEC-22 Energy (Third Edition)0.12 4,944.13 4,944.01 4,944.13 4,944.20 SDMH B4 (Storm B)4,946.10 HEC-22 Energy (Third Edition)0.00 4,944.14 4,944.14 4,944.14 4,944.14 SDMH B5 (Storm B)4,949.18 HEC-22 Energy (Third Edition)0.00 4,944.14 4,944.14 4,944.14 4,944.14 SDMH B6 (Storm B)4,952.02 HEC-22 Energy (Third Edition)0.00 4,944.14 4,944.14 4,944.15 4,944.14 SDMH B7 (Storm B)4,952.60 HEC-22 Energy (Third Edition)0.00 4,944.15 4,944.15 4,944.15 4,944.15 SDMH E1 (Storm E)4,949.96 HEC-22 Energy (Third Edition)0.16 4,947.01 4,946.84 4,947.26 4,947.09 SDMH E2 (Storm E)4,949.19 HEC-22 Energy (Third Edition)0.09 4,947.30 4,947.21 4,947.77 4,947.46 SDMH E3 (Storm E)4,948.52 HEC-22 Energy (Third Edition)0.09 4,948.08 4,947.99 4,948.22 4,948.46 SDMH E4 (Storm E)4,951.75 HEC-22 Energy (Third Edition)0.03 4,948.35 4,948.33 4,948.49 4,948.46 SDMH E4.1 (Storm E)4,948.76 HEC-22 Energy (Third Edition)0.03 4,948.52 4,948.49 4,948.79 4,948.63 SDMH E5 (Storm E)4,948.45 HEC-22 Energy (Third Edition)0.06 4,947.17 4,947.11 4,947.47 4,947.39 SDMH E6 (Storm E)4,947.77 HEC-22 Energy (Third Edition)0.15 4,947.65 4,947.50 4,947.81 4,947.85 SDMH E7 (Storm E)4,953.23 HEC-22 Energy (Third Edition)0.10 4,948.44 4,948.34 4,948.61 4,948.49 SDMH E8 (Storm E)4,952.16 HEC-22 Energy (Third Edition)0.12 4,948.79 4,948.67 4,948.89 4,948.83 SDMH F2 (Storm F)4,948.67 HEC-22 Energy (Third Edition)0.14 4,946.78 4,946.65 4,946.83 4,946.88 SDMH F3 (Storm F)4,950.56 HEC-22 Energy (Third Edition)0.05 4,947.63 4,947.57 4,947.83 4,947.79 SDMH F4 (Storm F)4,952.29 HEC-22 Energy (Third Edition)0.13 4,948.47 4,948.34 4,948.60 4,948.72 SDMH F5 (Storm F)4,953.34 HEC-22 Energy (Third Edition)0.18 4,949.99 4,949.81 4,950.41 4,950.33 SDMH F6 (Storm F)4,953.44 HEC-22 Energy (Third Edition)0.28 4,950.56 4,950.28 4,951.00 4,950.70 SDMH G2 (Storm G)4,953.56 HEC-22 Energy (Third Edition)0.19 4,947.81 4,947.62 4,948.32 4,948.14 SDMH G3 (Storm G)4,953.59 HEC-22 Energy (Third Edition)0.18 4,950.11 4,949.93 4,950.62 4,950.44 SDMH H1 (Storm H)4,956.30 HEC-22 Energy (Third Edition)0.10 4,947.18 4,947.08 4,947.72 4,947.60 SDMH H2 (Storm H)4,955.20 HEC-22 Energy (Third Edition)0.35 4,948.50 4,948.15 4,949.05 4,948.68 SDMH H3 (Storm H)4,952.64 HEC-22 Energy (Third Edition)0.11 4,949.53 4,949.42 4,950.08 4,949.97 SDMH H4 (Storm H)4,952.06 HEC-22 Energy (Third Edition)0.11 4,950.01 4,949.90 4,950.58 4,950.45 Page 1 of 2 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/2103v3wa.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm D_Eastern Pipes.stsw SDMH H5 (Storm H)4,951.43 HEC-22 Energy (Third Edition)0.11 4,950.81 4,950.70 4,951.02 4,951.27 SDMH H6 (Storm H)4,951.56 HEC-22 Energy (Third Edition)0.06 4,951.16 4,951.10 4,951.46 4,951.39 SDMH H7 (Storm H)4,951.89 HEC-22 Energy (Third Edition)0.06 4,951.67 4,951.61 4,951.98 4,951.91 SDMH H8 (Storm H)4,952.23 HEC-22 Energy (Third Edition)0.06 4,952.15 4,952.09 4,952.47 4,952.39 SDMH Z2.1 4,948.14 HEC-22 Energy (Third Edition)0.06 4,947.68 4,947.62 4,947.69 4,947.92 Page 2 of 2 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/2103v3wa.xml Scenario: 100 Year Current Time Step: 0.000Hr FlexTable: GAL Manhole Table H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm South Storm.stsw Label Elevation (Rim) (ft) Headloss Method Headloss (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) MH-39 4,938.12 HEC-22 Energy (Third Edition)0.00 4,938.03 4,938.03 4,938.22 4,938.22 MH-40 4,937.26 HEC-22 Energy (Third Edition)0.00 4,937.26 4,937.26 4,938.38 4,938.38 MH-41 4,938.75 HEC-22 Energy (Third Edition)0.00 4,936.09 4,936.09 4,936.16 4,936.16 MH-42 4,937.20 HEC-22 Energy (Third Edition)0.00 4,931.33 4,931.33 4,931.63 4,931.63 MH-43 4,935.42 HEC-22 Energy (Third Edition)0.00 4,931.27 4,931.27 4,931.38 4,931.38 MH-45 4,936.97 HEC-22 Energy (Third Edition)0.15 4,935.73 4,935.58 4,936.46 4,936.31 MH-46 4,933.00 HEC-22 Energy (Third Edition)0.00 4,933.00 4,933.00 4,933.73 4,933.73 SD INLET C2.1A (Storm C)4,938.75 HEC-22 Energy (Third Edition)0.00 4,936.04 4,936.04 4,936.11 4,936.11 SD INLET C3.1 (Storm C)4,940.53 HEC-22 Energy (Third Edition)0.00 4,936.32 4,936.32 4,936.33 4,936.33 SD INLET C3.1A (Storm C)4,940.53 HEC-22 Energy (Third Edition)0.00 4,936.32 4,936.32 4,936.32 4,936.32 SD INLET K1 (Storm K)4,936.80 HEC-22 Energy (Third Edition)0.56 4,935.89 4,935.33 4,936.42 4,936.00 SD INLET K2.1 (Storm K)4,936.80 HEC-22 Energy (Third Edition)0.00 4,936.49 4,936.49 4,936.51 4,936.51 SD INLET L1 (Storm L)4,936.17 HEC-22 Energy (Third Edition)0.01 4,935.26 4,935.24 4,935.50 4,935.30 SD INLET L2 (Storm L)4,936.17 HEC-22 Energy (Third Edition)0.00 4,935.60 4,935.60 4,935.84 4,935.84 SD INLET M-A2 (Storm M)4,929.98 HEC-22 Energy (Third Edition)0.00 4,929.98 4,929.98 4,930.50 4,930.50 SD INLET M4 (Storm M)4,935.42 HEC-22 Energy (Third Edition)0.33 4,929.93 4,929.60 4,930.66 4,929.94 SD INLET M8 (Storm M)4,937.20 HEC-22 Energy (Third Edition)0.07 4,930.85 4,930.77 4,930.94 4,931.14 SD OUTLET STRUCTURE C5 (Storm C)4,940.72 HEC-22 Energy (Third Edition)0.00 4,940.72 4,940.72 4,941.34 4,941.34 SD OUTLET STRUCTURE M1.1 (Storm M)4,926.72 HEC-22 Energy (Third Edition)0.00 4,926.72 4,926.72 4,926.74 4,926.74 SDMH C1 (Storm C)4,937.28 HEC-22 Energy (Third Edition)0.13 4,935.42 4,935.29 4,935.58 4,935.44 SDMH C2 (Storm C)4,938.52 HEC-22 Energy (Third Edition)0.07 4,936.01 4,935.94 4,936.08 4,936.11 SDMH C3 (Storm C)4,940.27 HEC-22 Energy (Third Edition)0.04 4,936.32 4,936.28 4,936.32 4,936.37 SDMH C4 (Storm C)4,945.68 HEC-22 Energy (Third Edition)0.29 4,941.56 4,941.27 4,942.18 4,941.89 SDMH K2 (Storm K)4,936.87 HEC-22 Energy (Third Edition)0.30 4,936.49 4,936.19 4,936.50 4,936.71 SDMH K3 (Storm K)4,937.76 HEC-22 Energy (Third Edition)0.09 4,937.11 4,937.01 4,937.55 4,937.46 SDMH K4 (Storm K)4,938.70 HEC-22 Energy (Third Edition)0.29 4,937.91 4,937.62 4,938.01 4,938.07 SDMH K5 (Storm K)4,937.96 HEC-22 Energy (Third Edition)0.00 4,937.96 4,937.96 4,938.15 4,938.06 SDMH M-A1 (Storm M)4,931.90 HEC-22 Energy (Third Edition)0.28 4,929.02 4,928.74 4,929.53 4,929.25 SDMH M1 (Storm M)4,932.51 HEC-22 Energy (Third Edition)0.07 4,927.85 4,927.78 4,927.87 4,928.08 SDMH M2 (Storm M)4,932.66 HEC-22 Energy (Third Edition)0.06 4,928.22 4,928.16 4,928.50 4,928.43 SDMH M3 (Storm M)4,933.09 HEC-22 Energy (Third Edition)0.07 4,929.16 4,929.09 4,929.45 4,929.39 SDMH M5 (Storm M)4,936.30 HEC-22 Energy (Third Edition)0.16 4,932.12 4,931.97 4,932.85 4,932.69 SDMH M6 (Storm M)4,937.38 HEC-22 Energy (Third Edition)0.15 4,934.21 4,934.07 4,934.94 4,934.80 SDMH M7 (Storm M)4,936.98 HEC-22 Energy (Third Edition)0.08 4,930.98 4,930.90 4,931.23 4,930.99 Page 1 of 1 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/nu1tqmzr.xml Scenario: 100 Year Current Time Step: 0.000Hr FlexTable: GAL Manhole Table Label Elevation (Rim) (ft) Headloss Method Headloss (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) MH-1 4,948.00 HEC-22 Energy (Third Edition)0.00 4,948.00 4,948.00 4,948.08 4,948.08 MH-2 4,947.00 HEC-22 Energy (Third Edition)0.00 4,947.00 4,947.00 4,947.08 4,947.08 MH-3 4,947.00 HEC-22 Energy (Third Edition)0.00 4,947.00 4,947.00 4,947.24 4,947.24 MH-4 4,946.00 HEC-22 Energy (Third Edition)0.00 4,946.00 4,946.00 4,946.43 4,946.43 MH-5 4,945.00 HEC-22 Energy (Third Edition)0.00 4,945.00 4,945.00 4,945.13 4,945.13 MH-6 4,948.00 HEC-22 Energy (Third Edition)0.00 4,945.82 4,945.82 4,945.98 4,945.98 MH-8 4,946.51 HEC-22 Energy (Third Edition)0.00 4,945.35 4,945.35 4,945.45 4,945.45 MH-11 4,946.00 HEC-22 Energy (Third Edition)0.00 4,945.23 4,945.23 4,945.33 4,945.33 MH-20 4,945.56 HEC-22 Energy (Third Edition)0.00 4,944.82 4,944.82 4,944.98 4,944.98 MH-24 4,946.28 HEC-22 Energy (Third Edition)0.02 4,945.85 4,945.83 4,945.88 4,945.92 MH-25 4,946.49 HEC-22 Energy (Third Edition)0.00 4,945.87 4,945.87 4,945.91 4,945.91 MH-26 4,946.49 HEC-22 Energy (Third Edition)0.00 4,945.92 4,945.92 4,946.03 4,946.03 MH-27 4,945.76 HEC-22 Energy (Third Edition)0.06 4,944.99 4,944.93 4,945.00 4,945.23 MH-28 4,945.85 HEC-22 Energy (Third Edition)0.05 4,945.63 4,945.58 4,945.69 4,945.81 MH-29 4,946.49 HEC-22 Energy (Third Edition)0.00 4,945.70 4,945.70 4,945.76 4,945.76 MH-30 4,946.49 HEC-22 Energy (Third Edition)0.00 4,945.68 4,945.68 4,945.77 4,945.77 MH-31 4,945.93 HEC-22 Energy (Third Edition)0.00 4,945.01 4,945.01 4,945.04 4,945.04 MH-32 4,945.93 HEC-22 Energy (Third Edition)0.00 4,945.00 4,945.00 4,945.01 4,945.01 MH-33 4,946.64 HEC-22 Energy (Third Edition)0.10 4,945.44 4,945.34 4,945.63 4,945.84 MH-35 4,946.21 HEC-22 Energy (Third Edition)0.00 4,945.68 4,945.68 4,946.10 4,946.10 SD AREA INLET I5-A.1 (Storm I)4,947.29 HEC-22 Energy (Third Edition)0.04 4,946.67 4,946.63 4,946.80 4,946.82 SD AREA INLET I5-A.1-A (Storm I)4,947.01 HEC-22 Energy (Third Edition)0.00 4,946.79 4,946.79 4,946.93 4,946.93 SD AREA INLET I5-A.2 (Storm I)4,947.92 HEC-22 Energy (Third Edition)0.11 4,947.33 4,947.22 4,947.47 4,947.35 SD AREA INLET I5-A.3 (Storm I)4,947.66 HEC-22 Energy (Third Edition)0.00 4,947.45 4,947.45 4,947.59 4,947.59 SD AREA INLET I5.1 (Storm I)4,947.00 HEC-22 Energy (Third Edition)0.05 4,946.47 4,946.42 4,946.60 4,946.48 SD AREA INLET I5.2 (Storm I)4,946.88 HEC-22 Energy (Third Edition)0.00 4,946.59 4,946.59 4,946.73 4,946.73 SD AREA INLET I6-A.1 (Storm I)4,947.56 HEC-22 Energy (Third Edition)0.11 4,947.18 4,947.06 4,947.61 4,947.20 SD AREA INLET I6-A.2 (Storm I)4,947.91 HEC-22 Energy (Third Edition)0.00 4,947.66 4,947.66 4,948.09 4,948.09 SD AREA INLET I6.1 (Storm I)4,948.28 HEC-22 Energy (Third Edition)0.25 4,948.00 4,947.75 4,948.14 4,948.21 SD AREA INLET I6.1-A (Storm I)4,948.84 HEC-22 Energy (Third Edition)0.00 4,948.50 4,948.50 4,948.94 4,948.94 SD AREA INLET I6.2 (Storm I)4,949.07 HEC-22 Energy (Third Edition)0.11 4,948.69 4,948.57 4,949.13 4,948.71 SD AREA INLET I6.3 (Storm I)4,949.76 HEC-22 Energy (Third Edition)0.00 4,949.19 4,949.19 4,949.63 4,949.63 SD INLET D1 4,945.86 HEC-22 Energy (Third Edition)0.04 4,944.33 4,944.29 4,944.54 4,944.49 SD INLET D2 4,945.86 HEC-22 Energy (Third Edition)0.00 4,944.61 4,944.61 4,944.82 4,944.82 SD INLET I2.1 (Storm I)4,946.38 HEC-22 Energy (Third Edition)0.00 4,945.62 4,945.62 4,945.81 4,945.81 SD INLET I4.1-A (Storm I)4,945.81 HEC-22 Energy (Third Edition)0.00 4,945.46 4,945.46 4,945.49 4,945.49 SD INLET I4.1-A.1 (Storm I)4,945.81 HEC-22 Energy (Third Edition)0.00 4,945.46 4,945.46 4,945.47 4,945.47 SD Inlet J1 4,945.36 HEC-22 Energy (Third Edition)0.03 4,944.22 4,944.19 4,944.32 4,944.35 SD Inlet J2.1 4,945.36 HEC-22 Energy (Third Edition)0.00 4,944.34 4,944.34 4,944.34 4,944.34 SD Inlet J4.1 4,945.04 HEC-22 Energy (Third Edition)0.00 4,944.75 4,944.75 4,944.76 4,944.76 SD Inlet J4.2 4,945.07 HEC-22 Energy (Third Edition)0.00 4,944.81 4,944.81 4,944.87 4,944.87 SD Inlet J5-A 4,945.42 HEC-22 Energy (Third Edition)0.00 4,944.91 4,944.91 4,944.99 4,944.99 SD Inlet J5.1 4,945.42 HEC-22 Energy (Third Edition)0.00 4,944.92 4,944.92 4,945.00 4,945.00 SDMH I2 (Storm I)4,947.01 HEC-22 Energy (Third Edition)0.06 4,944.26 4,944.20 4,944.53 4,944.48 SDMH I2-A.1 (Storm I)4,946.69 HEC-22 Energy (Third Edition)0.29 4,944.93 4,944.64 4,945.43 4,945.14 SDMH I2-A.2 (Storm I)4,946.46 HEC-22 Energy (Third Edition)0.17 4,946.18 4,946.01 4,946.32 4,946.50 SDMH I2-A.3 (Storm I)4,946.72 HEC-22 Energy (Third Edition)0.11 4,946.51 4,946.40 4,946.80 4,946.69 SDMH I2-A.4 (Storm I)4,947.44 HEC-22 Energy (Third Edition)0.11 4,947.11 4,947.00 4,947.36 4,947.28 SDMH I2-A.5 (Storm I)4,947.84 HEC-22 Energy (Third Edition)0.23 4,947.84 4,947.62 4,947.92 4,947.93 SDMH I2-A.6 (Storm I)4,948.96 HEC-22 Energy (Third Edition)0.06 4,948.04 4,947.97 4,948.11 4,948.05 SDMH I3 (Storm I)4,947.08 HEC-22 Energy (Third Edition)0.13 4,944.53 4,944.40 4,944.82 4,944.67 SDMH I4 (Storm I)4,946.20 HEC-22 Energy (Third Edition)0.19 4,945.38 4,945.20 4,945.45 4,945.47 SDMH I4.1 (Storm I)4,946.10 HEC-22 Energy (Third Edition)0.01 4,945.45 4,945.44 4,945.46 4,945.50 SDMH I4.2 (Storm I)4,946.81 HEC-22 Energy (Third Edition)0.07 4,945.71 4,945.63 4,945.79 4,945.72 SDMH I5 (Storm I)4,946.55 HEC-22 Energy (Third Edition)0.23 4,946.30 4,946.08 4,946.36 4,946.48 SDMH I6 (Storm I)4,947.16 HEC-22 Energy (Third Edition)0.17 4,946.69 4,946.52 4,946.82 4,946.72 SDMH J2 4,945.50 HEC-22 Energy (Third Edition)0.06 4,944.34 4,944.28 4,944.34 4,944.38 SDMH J3 4,946.84 HEC-22 Energy (Third Edition)0.02 4,944.60 4,944.58 4,944.67 4,944.68 SDMH J4 4,945.86 HEC-22 Energy (Third Edition)0.01 4,944.73 4,944.72 4,944.74 4,944.79 SDMH J4.1 4,945.10 HEC-22 Energy (Third Edition)0.00 4,944.74 4,944.74 4,944.75 4,944.75 Page 1 of 2 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/x1dmznuc.xml H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm E_Split.stsw SDMH J5 4,945.56 HEC-22 Energy (Third Edition)0.03 4,944.84 4,944.81 4,944.93 4,944.90 SDMH J6 4,945.90 HEC-22 Energy (Third Edition)0.05 4,945.10 4,945.06 4,945.14 4,945.19 SDMH J7 4,946.58 HEC-22 Energy (Third Edition)0.02 4,945.26 4,945.24 4,945.36 4,945.27 Page 2 of 2 6/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/x1dmznuc.xml Bloom Filing 1 Final Drainage Report Detention Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =EDB Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =22.00 acres 0.00 0 0.00 0.00 Watershed Length =1,125 ft 0.50 5,200 0.50 2.50 Watershed Length to Centroid =600 ft 1.00 16,374 1.00 5.00 Watershed Slope =0.010 ft/ft 2.00 19,739 2.00 11.00 Watershed Imperviousness =90.0%percent 3.00 23,427 3.00 15.50 Percentage Hydrologic Soil Group A =0.0%percent 4.00 27,434 4.00 17.50 Percentage Hydrologic Soil Group B =100.0%percent 5.00 31,761 5.00 21.00 Percentage Hydrologic Soil Groups C/D =0.0%percent 6.00 36,407 6.00 24.00 Target WQCV Drain Time =40.0 hours 7.00 41,374 7.00 25.75 8.00 46,660 8.00 27.17 User Input After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.82 1.14 1.40 2.35 2.86 in CUHP Runoff Volume =0.736 1.253 1.824 2.307 4.137 5.131 acre-ft Inflow Hydrograph Volume =N/A 1.253 1.824 2.307 4.137 5.131 acre-ft Time to Drain 97% of Inflow Volume =1.3 2.5 2.7 2.9 3.6 3.9 hours Time to Drain 99% of Inflow Volume =1.3 2.6 2.8 3.1 3.9 4.3 hours Maximum Ponding Depth =2.37 1.75 2.30 2.73 4.81 5.82 ft Maximum Ponded Area =0.48 0.43 0.48 0.51 0.71 0.82 acres Maximum Volume Stored =0.739 0.455 0.703 0.916 2.184 2.954 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Pond C Mulberry SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00_Pond C.xlsm, Design Data 8/11/2021, 11:29 AM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 10 20 30 40 50 60 70 80 90 100 0.1 1 10FLOW[cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 0.1 1 10 100PONDINGDEPTH[ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00_Pond C.xlsm, Design Data 8/11/2021, 11:29 AM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =EDB Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =33.65 acres 0.00 0 0.00 0.00 Watershed Length =1,750 ft 0.50 77,785 0.50 0.44 Watershed Length to Centroid =850 ft 1.00 80,653 1.00 0.84 Watershed Slope =0.010 ft/ft 2.00 86,235 2.00 1.36 Watershed Imperviousness =50.0%percent 3.00 91,973 3.00 1.70 Percentage Hydrologic Soil Group A =0.0%percent 4.00 97,871 4.00 1.88 Percentage Hydrologic Soil Group B =50.0%percent 5.00 103,927 5.00 1.89 Percentage Hydrologic Soil Groups C/D =50.0%percent 6.00 110,139 6.00 1.90 Target WQCV Drain Time =40.0 hours 6.50 113,306 6.50 1.91 User Input After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.82 1.14 1.40 2.35 2.86 in CUHP Runoff Volume =0.578 1.020 1.616 2.238 5.057 6.661 acre-ft Inflow Hydrograph Volume =N/A 1.020 1.616 2.238 5.057 6.661 acre-ft Time to Drain 97% of Inflow Volume =23.3 31.5 38.7 44.8 64.6 73.6 hours Time to Drain 99% of Inflow Volume =25.3 34.2 42.1 48.8 70.7 80.5 hours Maximum Ponding Depth =0.58 0.76 1.07 1.38 2.75 3.49 ft Maximum Ponded Area =1.80 1.82 1.86 1.90 2.08 2.18 acres Maximum Volume Stored =0.580 0.910 1.472 2.066 4.790 6.359 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Pond D Mulberry SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00_Pond D.xlsm, Design Data 8/17/2021, 1:14 PM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 10 20 30 40 50 60 70 80 90 100 0.1 1 10FLOW[cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 0.1 1 10 100PONDINGDEPTH[ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00_Pond D.xlsm, Design Data 8/17/2021, 1:14 PM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =EDB Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =14.80 acres 0.00 0 0.00 0.00 Watershed Length =1,750 ft 0.50 77,785 0.50 0.20 Watershed Length to Centroid =850 ft 1.00 80,653 1.00 0.40 Watershed Slope =0.010 ft/ft 2.00 86,235 2.00 1.36 Watershed Imperviousness =66.0%percent 3.00 91,973 3.00 1.70 Percentage Hydrologic Soil Group A =0.0%percent 4.00 97,871 4.00 1.88 Percentage Hydrologic Soil Group B =50.0%percent 5.00 103,927 5.00 1.89 Percentage Hydrologic Soil Groups C/D =50.0%percent 6.00 110,139 6.00 1.90 Target WQCV Drain Time =40.0 hours 6.50 113,306 6.50 1.91 User Input After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.82 1.14 1.40 2.35 2.86 in CUHP Runoff Volume =0.318 0.618 0.937 1.237 2.492 3.193 acre-ft Inflow Hydrograph Volume =N/A 0.618 0.937 1.237 2.492 3.193 acre-ft Time to Drain 97% of Inflow Volume =37.9 53.5 65.3 73.9 92.6 97.1 hours Time to Drain 99% of Inflow Volume =41.3 58.2 71.0 80.5 101.9 107.7 hours Maximum Ponding Depth =0.43 0.57 0.74 0.90 1.53 1.87 ft Maximum Ponded Area =1.51 1.79 1.82 1.84 1.92 1.96 acres Maximum Volume Stored =0.323 0.570 0.880 1.164 2.352 3.008 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Pond D - WQCV Drain Time Only Mulberry SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00_Pond D - WQCV Only.xlsm, Design Data 8/17/2021, 4:28 PM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 5 10 15 20 25 30 35 40 45 0.1 1 10FLOW [cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2 0.1 1 10 100PONDING DEPTH [ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00_Pond D - WQCV Only.xlsm, Design Data 8/17/2021, 4:28 PM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =EDB Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =31.32 acres 0.00 0 0.00 0.00 Watershed Length =1,750 ft 0.50 22,617 0.50 1.06 Watershed Length to Centroid =850 ft 1.00 28,204 1.00 2.65 Watershed Slope =0.010 ft/ft 2.00 32,998 2.00 5.02 Watershed Imperviousness =54.0%percent 3.00 38,019 3.00 6.30 Percentage Hydrologic Soil Group A =0.0%percent 4.00 43,264 4.00 7.55 Percentage Hydrologic Soil Group B =30.0%percent 5.00 48,736 5.00 8.77 Percentage Hydrologic Soil Groups C/D =70.0%percent 6.00 54,433 6.00 10.20 Target WQCV Drain Time =40.0 hours 6.50 56,800 6.50 12.42 User Input After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.82 1.14 1.40 2.35 2.86 in CUHP Runoff Volume =0.568 1.043 1.647 2.249 4.894 6.385 acre-ft Inflow Hydrograph Volume =N/A 1.043 1.647 2.249 4.894 6.385 acre-ft Time to Drain 97% of Inflow Volume =4.5 6.5 7.4 8.2 11.0 12.3 hours Time to Drain 99% of Inflow Volume =5.0 7.1 8.2 9.1 12.3 13.8 hours Maximum Ponding Depth =1.23 1.30 1.90 2.48 4.87 6.00 ft Maximum Ponded Area =0.67 0.68 0.75 0.81 1.10 1.25 acres Maximum Volume Stored =0.569 0.617 1.044 1.493 3.774 5.110 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Pond E Mulberry SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00_Pond E.xlsm, Design Data 8/17/2021, 5:18 PM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 10 20 30 40 50 60 70 80 90 100 0.1 1 10FLOW[cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 1 2 3 4 5 6 7 0.1 1 10 100PONDINGDEPTH[ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00_Pond E.xlsm, Design Data 8/17/2021, 5:18 PM Stormwater Facility Name: Facility Location & Jurisdiction: User Input: Watershed Characteristics User Defined User Defined User Defined User Defined Selected BMP Type =EDB Stage [ft]Area [ft^2]Stage [ft]Discharge [cfs] Watershed Area =21.18 acres 0.00 0 0.00 0.00 Watershed Length =1,750 ft 0.50 22,617 0.50 1.06 Watershed Length to Centroid =850 ft 1.00 28,204 1.00 2.65 Watershed Slope =0.010 ft/ft 2.00 32,998 2.00 5.02 Watershed Imperviousness =65.2%percent 3.00 38,019 3.00 6.30 Percentage Hydrologic Soil Group A =0.0%percent 4.00 43,264 4.00 7.55 Percentage Hydrologic Soil Group B =30.0%percent 5.00 48,736 5.00 8.77 Percentage Hydrologic Soil Groups C/D =70.0%percent 6.00 54,433 6.00 10.20 Target WQCV Drain Time =40.0 hours 7.00 56,800 7.00 12.42 User Input After completing and printing this worksheet to a pdf, go to: https://maperture.digitaldataservices.com/gvh/?viewer=cswdif Create a new stormwater facility, and attach the PDF of this worksheet to that record. Routed Hydrograph Results Design Storm Return Period =WQCV 2 Year 5 Year 10 Year 50 Year 100 Year One-Hour Rainfall Depth =N/A 0.82 1.14 1.40 2.35 2.86 in CUHP Runoff Volume =0.450 0.871 1.331 1.763 3.558 4.558 acre-ft Inflow Hydrograph Volume =N/A 0.871 1.331 1.763 3.558 4.558 acre-ft Time to Drain 97% of Inflow Volume =4.2 6.2 6.9 7.6 9.8 10.8 hours Time to Drain 99% of Inflow Volume =4.6 6.7 7.7 8.3 10.8 12.0 hours Maximum Ponding Depth =1.05 1.12 1.59 1.99 3.74 4.61 ft Maximum Ponded Area =0.65 0.66 0.71 0.76 0.96 1.07 acres Maximum Volume Stored =0.450 0.497 0.817 1.115 2.615 3.494 acre-ft Once CUHP has been run and the Stage-Area-Discharge information has been provided, click 'Process Data' to interpolate the Stage-Area-Volume-Discharge data and generate summary results in the table below. Once this is complete, click 'Print to PDF'. Stormwater Detention and Infiltration Design Data Sheet Pond E WQCV Drain Time Only Mulberry SDI-Design Data v2.00, Released January 2020 Location for 1-hr Rainfall Depths (use dropdown): After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. SDI_Design_Data_v2.00_Pond E - WQCV Only.xlsm, Design Data 8/17/2021, 5:25 PM Booleans for Message Booleans for CUHP Watershed L:W 1 CUHP Inputs Complete Watershed Lc:L 1 CUHP Results Calculated Watershed Slope FALSE Time Interval RunOnce 1 CountA 1 Draintime Coeff 1.0 User Precip 1 Equal SA Inputs 1 Equal SD Inputs 1 Stormwater Detention and Infiltration Design Data Sheet 0 10 20 30 40 50 60 70 0.1 1 10FLOW[cfs]TIME [hr] 100YR IN 100YR OUT 50YR IN 50YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT WQCV IN WQCV OUT 0 0.5 1 1.5 2 2.5 3 3.5 4 4.5 5 0.1 1 10 100PONDINGDEPTH[ft]DRAIN TIME [hr] 100YR 50YR 10YR 5YR 2YR WQCV SDI_Design_Data_v2.00_Pond E - WQCV Only.xlsm, Design Data 8/17/2021, 5:25 PM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia =70.0 percent Catchment Area, A =56.00 acres Diameter of holes, D =1.418 inches Depth at WQCV outlet above lowest perforation, H =2.25 feet Number of holes per row, N =2 Vertical distance between rows, h =4.00 inches OR Number of rows, NL =6.00 Orifice discharge coefficient, Co =0.65 Height of slot, H =inches Slope of Basin Trickle Channel, S =0.008 ft / ft Width of slot, W =inches Time to Drain the Pond =40 hours Watershed Design Information (Input):2.25 Percent Soil Type A =0 % Percent Soil Type B =0 % Percent Soil Type C/D =100 % Outlet Design Information (Output): Water Quality Capture Volume, WQCV =0.339 watershed inches Water Quality Capture Volume (WQCV) =1.582 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol =1.899 acre-feet Outlet area per row, Ao =3.16 square inches Total opening area at each row based on user-input above, Ao =3.16 square inches Total opening area at each row based on user-input above, Ao =0.022 square feet 3 Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S 4947.00 4947.33 4947.67 4948.00 4948.33 4948.67 Flow 4947.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4947.50 0.0809 0.0472 0.0000 0.0000 0.0000 0.0000 0.13 4948.00 0.1144 0.0936 0.0657 0.0000 0.0000 0.0000 0.27 4948.50 0.1401 0.1237 0.1042 0.0809 0.0472 0.0000 0.50 4949.00 0.1618 0.1478 0.1319 0.1144 0.0936 0.0657 0.72 4949.50 0.1809 0.1685 0.1547 0.1401 0.1237 0.1042 0.87 4950.00 0.1981 0.1869 0.1746 0.1618 0.1478 0.1319 1.00 4950.50 0.2140 0.2037 0.1924 0.1809 0.1685 0.1547 1.11 4951.00 0.2288 0.2191 0.2087 0.1981 0.1869 0.1746 1.22 4951.50 0.2427 0.2336 0.2239 0.2140 0.2037 0.1924 1.31 4952.00 0.2558 0.2472 0.2380 0.2288 0.2191 0.2087 1.40 4952.50 0.2683 0.2601 0.2514 0.2427 0.2336 0.2239 1.48 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond A HFH22_Pond A WQCV.xls, WQCV 3/29/2022, 5:53 PM Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond A 4946.00 4947.00 4948.00 4949.00 4950.00 4951.00 4952.00 4953.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Stage(feet,elev.)Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE HFH22_Pond A WQCV.xls, WQCV 3/29/2022, 5:53 PM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Orifice Water Surface Elevation at Design Depth Elev: WS =6.98 Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert =0.00 Required Peak Flow through Orifice at Design Depth Q =17.16 Pipe/Vertical Orifice Diameter (inches)Dia =24.0 Orifice Coefficient Co =0.65 Full-flow Capacity (Calculated) Full-flow area Af =3.14 Half Central Angle in Radians Theta =3.14 Full-flow capacity Qf =40.1 Percent of Design Flow =234% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416)Theta =1.43 Flow area Ao =1.29 Top width of Orifice (inches)To =23.76 Height from Invert of Orifice to Bottom of Plate (feet)Yo =0.86 Elevation of Bottom of Plate Elev Plate Bottom Edge =0.86 Resultant Peak Flow Through Orifice at Design Depth Qo =17.2 Width of Equivalent Rectangular Vertical Orifice Equivalent Width =1.50 Bloom Filing 1 Pond D Restrictor Plate RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES HFH22_Pond A WQCV.xls, Restrictor Plate 3/29/2022, 5:53 PM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia =70.0 percent Catchment Area, A =15.30 acres Diameter of holes, D =1.002 inches Depth at WQCV outlet above lowest perforation, H =3.50 feet Number of holes per row, N =1 Vertical distance between rows, h =4.00 inches OR Number of rows, NL =10.00 Orifice discharge coefficient, Co =0.65 Height of slot, H =inches Slope of Basin Trickle Channel, S =0.008 ft / ft Width of slot, W =inches Time to Drain the Pond =40 hours Watershed Design Information (Input):3.5 Percent Soil Type A =0 % Percent Soil Type B =0 % Percent Soil Type C/D =100 % Outlet Design Information (Output): Water Quality Capture Volume, WQCV =0.339 watershed inches Water Quality Capture Volume (WQCV) =0.432 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol =0.519 acre-feet Outlet area per row, Ao =0.79 square inches Total opening area at each row based on user-input above, Ao =0.79 square inches Total opening area at each row based on user-input above, Ao =0.005 square feet 3 Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S 4941.00 4941.33 4941.67 4942.00 4942.33 4942.67 4943.00 4943.33 4943.67 4944.00 Flow 4941.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4941.50 0.0202 0.0118 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.03 4942.00 0.0286 0.0234 0.0164 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.07 4942.50 0.0350 0.0309 0.0260 0.0202 0.0118 0.0000 0.0000 0.0000 0.0000 0.0000 0.12 4943.00 0.0404 0.0369 0.0330 0.0286 0.0234 0.0164 0.0000 0.0000 0.0000 0.0000 0.18 4943.50 0.0452 0.0421 0.0387 0.0350 0.0309 0.0260 0.0202 0.0118 0.0000 0.0000 0.25 4944.00 0.0495 0.0467 0.0436 0.0404 0.0369 0.0330 0.0286 0.0234 0.0164 0.0000 0.32 4944.50 0.0535 0.0509 0.0481 0.0452 0.0421 0.0387 0.0350 0.0309 0.0260 0.0202 0.39 4945.00 0.0571 0.0547 0.0521 0.0495 0.0467 0.0436 0.0404 0.0369 0.0330 0.0286 0.44 4945.50 0.0606 0.0584 0.0559 0.0535 0.0509 0.0481 0.0452 0.0421 0.0387 0.0350 0.49 4946.00 0.0639 0.0618 0.0595 0.0571 0.0547 0.0521 0.0495 0.0467 0.0436 0.0404 0.53 4946.50 0.0670 0.0650 0.0628 0.0606 0.0584 0.0559 0.0535 0.0509 0.0481 0.0452 0.57 4947.00 0.0700 0.0680 0.0660 0.0639 0.0618 0.0595 0.0571 0.0547 0.0521 0.0495 0.60 4947.50 0.0729 0.0710 0.0690 0.0670 0.0650 0.0628 0.0606 0.0584 0.0559 0.0535 0.64 4948.00 0.0756 0.0738 0.0719 0.0700 0.0680 0.0660 0.0639 0.0618 0.0595 0.0571 0.67 4948.50 0.0783 0.0765 0.0747 0.0729 0.0710 0.0690 0.0670 0.0650 0.0628 0.0606 0.70 4949.00 0.0808 0.0791 0.0774 0.0756 0.0738 0.0719 0.0700 0.0680 0.0660 0.0639 0.73 4949.50 0.0833 0.0817 0.0800 0.0783 0.0765 0.0747 0.0729 0.0710 0.0690 0.0670 0.75 4950.00 0.0857 0.0841 0.0825 0.0808 0.0791 0.0774 0.0756 0.0738 0.0719 0.0700 0.78 4950.50 0.0881 0.0865 0.0849 0.0833 0.0817 0.0800 0.0783 0.0765 0.0747 0.0729 0.81 4951.00 0.0904 0.0889 0.0873 0.0857 0.0841 0.0825 0.0808 0.0791 0.0774 0.0756 0.83 4951.50 0.0926 0.0911 0.0896 0.0881 0.0865 0.0849 0.0833 0.0817 0.0800 0.0783 0.86 4952.00 0.0948 0.0933 0.0918 0.0904 0.0889 0.0873 0.0857 0.0841 0.0825 0.0808 0.88 4952.50 0.0969 0.0955 0.0940 0.0926 0.0911 0.0896 0.0881 0.0865 0.0849 0.0833 0.90 4953.00 0.0990 0.0976 0.0962 0.0948 0.0933 0.0918 0.0904 0.0889 0.0873 0.0857 0.92 4953.50 0.1010 0.0997 0.0983 0.0969 0.0955 0.0940 0.0926 0.0911 0.0896 0.0881 0.95 4954.00 0.1030 0.1017 0.1003 0.0990 0.0976 0.0962 0.0948 0.0933 0.0918 0.0904 0.97 4954.50 0.1050 0.1037 0.1024 0.1010 0.0997 0.0983 0.0969 0.0955 0.0940 0.0926 0.99 4955.00 0.1069 0.1056 0.1043 0.1030 0.1017 0.1003 0.0990 0.0976 0.0962 0.0948 1.01 4955.50 0.1088 0.1076 0.1063 0.1050 0.1037 0.1024 0.1010 0.0997 0.0983 0.0969 1.03 4956.00 0.1107 0.1094 0.1082 0.1069 0.1056 0.1043 0.1030 0.1017 0.1003 0.0990 1.05 4956.50 0.1125 0.1113 0.1100 0.1088 0.1076 0.1063 0.1050 0.1037 0.1024 0.1010 1.07 4957.00 0.1143 0.1131 0.1119 0.1107 0.1094 0.1082 0.1069 0.1056 0.1043 0.1030 1.09 4957.50 0.1161 0.1149 0.1137 0.1125 0.1113 0.1100 0.1088 0.1076 0.1063 0.1050 1.11 4958.00 0.1178 0.1167 0.1155 0.1143 0.1131 0.1119 0.1107 0.1094 0.1082 0.1069 1.12 4958.50 0.1195 0.1184 0.1172 0.1161 0.1149 0.1137 0.1125 0.1113 0.1100 0.1088 1.14 4959.00 0.1212 0.1201 0.1190 0.1178 0.1167 0.1155 0.1143 0.1131 0.1119 0.1107 1.16 4959.50 0.1229 0.1218 0.1207 0.1195 0.1184 0.1172 0.1161 0.1149 0.1137 0.1125 1.18 4960.00 0.1246 0.1235 0.1223 0.1212 0.1201 0.1190 0.1178 0.1167 0.1155 0.1143 1.19 4960.50 0.1262 0.1251 0.1240 0.1229 0.1218 0.1207 0.1195 0.1184 0.1172 0.1161 1.21 4961.00 0.1278 0.1267 0.1256 0.1246 0.1235 0.1223 0.1212 0.1201 0.1190 0.1178 1.23 4961.50 0.1294 0.1283 0.1272 0.1262 0.1251 0.1240 0.1229 0.1218 0.1207 0.1195 1.25 4962.00 0.1309 0.1299 0.1288 0.1278 0.1267 0.1256 0.1246 0.1235 0.1223 0.1212 1.26 4962.50 0.1325 0.1315 0.1304 0.1294 0.1283 0.1272 0.1262 0.1251 0.1240 0.1229 1.28 Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond B HFH22_Pond B WQCV.xls, WQCV 3/29/2022, 5:47 PM Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond B 4935.00 4940.00 4945.00 4950.00 4955.00 4960.00 4965.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 Stage(feet,elev.)Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE HFH22_Pond B WQCV.xls, WQCV 3/29/2022, 5:47 PM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Orifice Water Surface Elevation at Design Depth Elev: WS =8.97 Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert =0.00 Required Peak Flow through Orifice at Design Depth Q =11.92 Pipe/Vertical Orifice Diameter (inches)Dia =18.0 Orifice Coefficient Co =0.65 Full-flow Capacity (Calculated) Full-flow area Af =1.77 Half Central Angle in Radians Theta =3.14 Full-flow capacity Qf =26.4 Percent of Design Flow =222% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416)Theta =1.48 Flow area Ao =0.78 Top width of Orifice (inches)To =17.92 Height from Invert of Orifice to Bottom of Plate (feet)Yo =0.68 Elevation of Bottom of Plate Elev Plate Bottom Edge =0.68 Resultant Peak Flow Through Orifice at Design Depth Qo =11.9 Width of Equivalent Rectangular Vertical Orifice Equivalent Width =1.15 Bloom Filing 1 Pond B Restrictor Plate RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES HFH22_Pond B WQCV.xls, Restrictor Plate 3/29/2022, 5:47 PM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia =90.0 percent Catchment Area, A =22.00 acres Diameter of holes, D =1.284 inches Depth at WQCV outlet above lowest perforation, H =3.25 feet Number of holes per row, N =1 Vertical distance between rows, h =4.00 inches OR Number of rows, NL =9.00 Orifice discharge coefficient, Co =0.65 Height of slot, H =inches Slope of Basin Trickle Channel, S =0.008 ft / ft Width of slot, W =inches Time to Drain the Pond =40 hours Watershed Design Information (Input):3.25 Percent Soil Type A =0 % Percent Soil Type B =0 % Percent Soil Type C/D =100 % Outlet Design Information (Output): Water Quality Capture Volume, WQCV =0.401 watershed inches Water Quality Capture Volume (WQCV) =0.736 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol =0.883 acre-feet Outlet area per row, Ao =1.30 square inches Total opening area at each row based on user-input above, Ao =1.30 square inches Total opening area at each row based on user-input above, Ao =0.009 square feet 3 Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S 4939.00 4939.33 4939.67 4940.00 4940.33 4940.67 4941.00 4941.33 4941.67 Flow 4939.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4939.50 0.0332 0.0194 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.05 4940.00 0.0469 0.0384 0.0270 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.11 4940.50 0.0575 0.0508 0.0428 0.0332 0.0194 0.0000 0.0000 0.0000 0.0000 0.20 4941.00 0.0664 0.0607 0.0541 0.0469 0.0384 0.0270 0.0000 0.0000 0.0000 0.29 4941.50 0.0742 0.0691 0.0635 0.0575 0.0508 0.0428 0.0332 0.0194 0.0000 0.41 4942.00 0.0813 0.0767 0.0716 0.0664 0.0607 0.0541 0.0469 0.0384 0.0270 0.52 4942.50 0.0878 0.0836 0.0790 0.0742 0.0691 0.0635 0.0575 0.0508 0.0428 0.61 4943.00 0.0939 0.0899 0.0857 0.0813 0.0767 0.0716 0.0664 0.0607 0.0541 0.68 4943.50 0.0996 0.0958 0.0919 0.0878 0.0836 0.0790 0.0742 0.0691 0.0635 0.74 4944.00 0.1050 0.1014 0.0977 0.0939 0.0899 0.0857 0.0813 0.0767 0.0716 0.80 4944.50 0.1101 0.1067 0.1032 0.0996 0.0958 0.0919 0.0878 0.0836 0.0790 0.86 4945.00 0.1150 0.1118 0.1084 0.1050 0.1014 0.0977 0.0939 0.0899 0.0857 0.91 4945.50 0.1197 0.1166 0.1133 0.1101 0.1067 0.1032 0.0996 0.0958 0.0919 0.96 4946.00 0.1242 0.1212 0.1181 0.1150 0.1118 0.1084 0.1050 0.1014 0.0977 1.00 4946.50 0.1285 0.1257 0.1227 0.1197 0.1166 0.1133 0.1101 0.1067 0.1032 1.05 4947.00 0.1328 0.1300 0.1271 0.1242 0.1212 0.1181 0.1150 0.1118 0.1084 1.09 4947.50 0.1368 0.1342 0.1313 0.1285 0.1257 0.1227 0.1197 0.1166 0.1133 1.13 4948.00 0.1408 0.1382 0.1355 0.1328 0.1300 0.1271 0.1242 0.1212 0.1181 1.17 4948.50 0.1447 0.1421 0.1395 0.1368 0.1342 0.1313 0.1285 0.1257 0.1227 1.21 4949.00 0.1484 0.1460 0.1434 0.1408 0.1382 0.1355 0.1328 0.1300 0.1271 1.24 4949.50 0.1521 0.1497 0.1472 0.1447 0.1421 0.1395 0.1368 0.1342 0.1313 1.28 4950.00 0.1557 0.1533 0.1509 0.1484 0.1460 0.1434 0.1408 0.1382 0.1355 1.31 4950.50 0.1592 0.1569 0.1545 0.1521 0.1497 0.1472 0.1447 0.1421 0.1395 1.35 4951.00 0.1626 0.1603 0.1580 0.1557 0.1533 0.1509 0.1484 0.1460 0.1434 1.38 4951.50 0.1659 0.1637 0.1614 0.1592 0.1569 0.1545 0.1521 0.1497 0.1472 1.41 4952.00 0.1692 0.1671 0.1648 0.1626 0.1603 0.1580 0.1557 0.1533 0.1509 1.44 4952.50 0.1725 0.1703 0.1681 0.1659 0.1637 0.1614 0.1592 0.1569 0.1545 1.47 4953.00 0.1756 0.1735 0.1714 0.1692 0.1671 0.1648 0.1626 0.1603 0.1580 1.50 4953.50 0.1787 0.1767 0.1745 0.1725 0.1703 0.1681 0.1659 0.1637 0.1614 1.53 4954.00 0.1818 0.1798 0.1777 0.1756 0.1735 0.1714 0.1692 0.1671 0.1648 1.56 4954.50 0.1848 0.1828 0.1807 0.1787 0.1767 0.1745 0.1725 0.1703 0.1681 1.59 4955.00 0.1877 0.1858 0.1838 0.1818 0.1798 0.1777 0.1756 0.1735 0.1714 1.62 4955.50 0.1907 0.1887 0.1867 0.1848 0.1828 0.1807 0.1787 0.1767 0.1745 1.64 4956.00 0.1935 0.1916 0.1897 0.1877 0.1858 0.1838 0.1818 0.1798 0.1777 1.67 4956.50 0.1963 0.1945 0.1926 0.1907 0.1887 0.1867 0.1848 0.1828 0.1807 1.70 4957.00 0.1991 0.1973 0.1954 0.1935 0.1916 0.1897 0.1877 0.1858 0.1838 1.72 4957.50 0.2019 0.2001 0.1982 0.1963 0.1945 0.1926 0.1907 0.1887 0.1867 1.75 4958.00 0.2046 0.2028 0.2010 0.1991 0.1973 0.1954 0.1935 0.1916 0.1897 1.77 4958.50 0.2073 0.2055 0.2037 0.2019 0.2001 0.1982 0.1963 0.1945 0.1926 1.80 4959.00 0.2099 0.2082 0.2064 0.2046 0.2028 0.2010 0.1991 0.1973 0.1954 1.82 4959.50 0.2125 0.2108 0.2090 0.2073 0.2055 0.2037 0.2019 0.2001 0.1982 1.85 4960.00 0.2151 0.2134 0.2116 0.2099 0.2082 0.2064 0.2046 0.2028 0.2010 1.87 4960.50 0.2176 0.2160 0.2142 0.2125 0.2108 0.2090 0.2073 0.2055 0.2037 1.90 Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond C HFH22_Pond C WQCV.xls, WQCV 3/29/2022, 5:21 PM Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond C 4935.00 4940.00 4945.00 4950.00 4955.00 4960.00 4965.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Stage(feet,elev.)Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE HFH22_Pond C WQCV.xls, WQCV 3/29/2022, 5:21 PM Project: Basin ID: X 1 Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth Elev: WS = Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert = Required Peak Flow through Orifice at Design Depth Q = Pipe/Vertical Orifice Diameter (inches)Dia = Orifice Coefficient Co = Full-flow Capacity (Calculated) Full-flow area Af = Half Central Angle in Radians Theta = Full-flow capacity Qf = Percent of Design Flow = Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416)Theta = Flow area Ao = Top width of Orifice (inches)To = Height from Invert of Orifice to Bottom of Plate (feet)Yo = Elevation of Bottom of Plate Elev Plate Bottom Edge = Resultant Peak Flow Through Orifice at Design Depth Qo = Width of Equivalent Rectangular Vertical Orifice Equivalent Width = Bloom Filing 1 Pond C Restrictor Plate RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES HFH22_Pond C WQCV.xls, Restrictor Plate 3/29/2022, 5:21 PM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Orifice Water Surface Elevation at Design Depth Elev: WS =7.93 Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert =0.00 Required Peak Flow through Orifice at Design Depth Q =21.59 Pipe/Vertical Orifice Diameter (inches)Dia =30.0 Orifice Coefficient Co =0.65 Full-flow Capacity (Calculated) Full-flow area Af =4.91 Half Central Angle in Radians Theta =3.14 Full-flow capacity Qf =66.2 Percent of Design Flow =307% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416)Theta =1.26 Flow area Ao =1.51 Top width of Orifice (inches)To =28.56 Height from Invert of Orifice to Bottom of Plate (feet)Yo =0.87 Elevation of Bottom of Plate Elev Plate Bottom Edge =0.87 Resultant Peak Flow Through Orifice at Design Depth Qo =21.6 Width of Equivalent Rectangular Vertical Orifice Equivalent Width =1.74 Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. =0.44 Bloom Filing 1 Pond C Restrictor Plate RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES HFH22_Pond C WQCV.xls, Restrictor Plate 3/29/2022, 5:37 PM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia =51.0 percent Catchment Area, A =35.68 acres Diameter of holes, D =1.495 inches Depth at WQCV outlet above lowest perforation, H =2.50 feet Number of holes per row, N =2 Vertical distance between rows, h =4.00 inches OR Number of rows, NL =7.00 Orifice discharge coefficient, Co =0.65 Height of slot, H =inches Slope of Basin Trickle Channel, S =0.008 ft / ft Width of slot, W =inches Time to Drain the Pond =40 hours Watershed Design Information (Input):2.5 Percent Soil Type A =0 % Percent Soil Type B =0 % Percent Soil Type C/D =100 % Outlet Design Information (Output): Water Quality Capture Volume, WQCV =0.274 watershed inches Water Quality Capture Volume (WQCV) =0.815 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol =0.979 acre-feet Outlet area per row, Ao =1.65 square inches Total opening area at each row based on user-input above, Ao =3.51 square inches Total opening area at each row based on user-input above, Ao =0.024 square feet 3 Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S 4944.50 4944.83 4945.17 4945.50 4945.83 4946.17 4946.50 Flow 4944.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 49.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4677.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4677.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4678.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4678.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4679.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4679.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4680.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4680.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4681.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4681.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4682.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4682.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4683.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4683.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4684.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4684.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4685.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4685.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4686.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4686.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4687.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4687.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4688.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4688.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4689.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4689.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4690.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4690.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4691.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4691.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4692.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4692.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4693.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4693.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4694.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4694.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4695.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4695.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4696.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4696.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4697.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4697.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond D HFH22_Pond D WQCV.xls, WQCV 3/29/2022, 5:39 PM Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond D 0.00 1000.00 2000.00 3000.00 4000.00 5000.00 6000.00 0.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00 Stage(feet,elev.)Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE HFH22_Pond D WQCV.xls, WQCV 3/29/2022, 5:39 PM Project: Basin ID: X 1 #1 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Water Surface Elevation at Design Depth Elev: WS =4.22 Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert =0.00 Required Peak Flow through Orifice at Design Depth Q =1.66 Pipe/Vertical Orifice Diameter (inches)Dia =18.0 Orifice Coefficient Co =0.65 Full-flow Capacity (Calculated) Full-flow area Af =1.77 Half Central Angle in Radians Theta =3.14 Full-flow capacity Qf =17.2 Percent of Design Flow =1034% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416)Theta =0.78 Flow area Ao =0.16 Top width of Orifice (inches)To =12.66 Height from Invert of Orifice to Bottom of Plate (feet)Yo =0.22 Elevation of Bottom of Plate Elev Plate Bottom Edge =0.22 Resultant Peak Flow Through Orifice at Design Depth Qo =1.7 Width of Equivalent Rectangular Vertical Orifice Equivalent Width =0.73 Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. =0.11 Bloom Filing 1 Pond D Restrictor Plate RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES HFH22_Pond D WQCV.xls, Restrictor Plate 3/29/2022, 5:39 PM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia =52.0 percent Catchment Area, A =33.00 acres Diameter of holes, D =1.452 inches Depth at WQCV outlet above lowest perforation, H =2.25 feet Number of holes per row, N =1 Vertical distance between rows, h =4.00 inches OR Number of rows, NL =6.00 Orifice discharge coefficient, Co =0.65 Height of slot, H =inches Slope of Basin Trickle Channel, S =0.008 ft / ft Width of slot, W =inches Time to Drain the Pond =40 hours Watershed Design Information (Input):2.25 Percent Soil Type A =0 % Percent Soil Type B =0 % Percent Soil Type C/D =100 % Outlet Design Information (Output): Water Quality Capture Volume, WQCV =0.278 watershed inches Water Quality Capture Volume (WQCV) =0.764 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol =0.917 acre-feet Outlet area per row, Ao =1.66 square inches Total opening area at each row based on user-input above, Ao =1.66 square inches Total opening area at each row based on user-input above, Ao =0.011 square feet 3 Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S 4941.50 4941.83 4942.17 4942.50 4942.83 4943.17 Flow 4941.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4942.00 0.0424 0.0247 0.0000 0.0000 0.0000 0.0000 0.07 4942.50 0.0600 0.0491 0.0345 0.0000 0.0000 0.0000 0.14 4943.00 0.0735 0.0649 0.0546 0.0424 0.0247 0.0000 0.26 4943.50 0.0848 0.0775 0.0692 0.0600 0.0491 0.0345 0.38 4944.00 0.0948 0.0884 0.0811 0.0735 0.0649 0.0546 0.46 4944.50 0.1039 0.0980 0.0916 0.0848 0.0775 0.0692 0.52 4945.00 0.1122 0.1068 0.1009 0.0948 0.0884 0.0811 0.58 4945.50 0.1200 0.1149 0.1095 0.1039 0.0980 0.0916 0.64 4946.00 0.1272 0.1225 0.1174 0.1122 0.1068 0.1009 0.69 4946.50 0.1341 0.1296 0.1248 0.1200 0.1149 0.1095 0.73 4947.00 0.1407 0.1364 0.1318 0.1272 0.1225 0.1174 0.78 4947.50 0.1469 0.1428 0.1385 0.1341 0.1296 0.1248 0.82 4948.00 0.1529 0.1490 0.1448 0.1407 0.1364 0.1318 0.86 4948.50 0.1587 0.1549 0.1509 0.1469 0.1428 0.1385 0.89 4949.00 0.1643 0.1606 0.1568 0.1529 0.1490 0.1448 0.93 4949.50 0.1697 0.1661 0.1624 0.1587 0.1549 0.1509 0.96 4950.00 0.1749 0.1714 0.1678 0.1643 0.1606 0.1568 1.00 4950.50 0.1799 0.1766 0.1731 0.1697 0.1661 0.1624 1.03 4951.00 0.1849 0.1816 0.1782 0.1749 0.1714 0.1678 1.06 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond E HFH22_Pond E WQCV.xls, WQCV 3/29/2022, 5:43 PM Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond E 4940.00 4942.00 4944.00 4946.00 4948.00 4950.00 4952.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 Stage(feet,elev.)Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE HFH22_Pond E WQCV.xls, WQCV 3/29/2022, 5:43 PM Project: Basin ID: X 1 #1 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Water Surface Elevation at Design Depth Elev: WS =6.22 Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert =0.00 Required Peak Flow through Orifice at Design Depth Q =8.61 Pipe/Vertical Orifice Diameter (inches)Dia =18.0 Orifice Coefficient Co =0.65 Full-flow Capacity (Calculated) Full-flow area Af =1.77 Half Central Angle in Radians Theta =3.14 Full-flow capacity Qf =21.6 Percent of Design Flow =250% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416)Theta =1.39 Flow area Ao =0.68 Top width of Orifice (inches)To =17.70 Height from Invert of Orifice to Bottom of Plate (feet)Yo =0.61 Elevation of Bottom of Plate Elev Plate Bottom Edge =0.61 Resultant Peak Flow Through Orifice at Design Depth Qo =8.6 Width of Equivalent Rectangular Vertical Orifice Equivalent Width =1.11 Bloom Filing 1 Pond E Restrictor Plate RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES HFH22_Pond E WQCV.xls, Restrictor Plate 3/29/2022, 5:43 PM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia =90.0 percent Catchment Area, A =40.30 acres Diameter of holes, D =1.593 inches Depth at WQCV outlet above lowest perforation, H =3.75 feet Number of holes per row, N =1 Vertical distance between rows, h =4.00 inches OR Number of rows, NL =11.00 Orifice discharge coefficient, Co =0.65 Height of slot, H =inches Slope of Basin Trickle Channel, S =0.008 ft / ft Width of slot, W =inches Time to Drain the Pond =40 hours Watershed Design Information (Input):3.75 Percent Soil Type A =0 % Percent Soil Type B =0 % Percent Soil Type C/D =100 % Outlet Design Information (Output): Water Quality Capture Volume, WQCV =0.401 watershed inches Water Quality Capture Volume (WQCV) =1.348 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol =1.617 acre-feet Outlet area per row, Ao =1.99 square inches Total opening area at each row based on user-input above, Ao =1.99 square inches Total opening area at each row based on user-input above, Ao =0.014 square feet 3 Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S 4929.00 4929.33 4929.67 4930.00 4930.33 4930.67 4931.00 4931.33 4931.67 4932.00 4932.33 Flow 4929.00 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4929.50 0.0511 0.0298 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.08 4930.00 0.0722 0.0591 0.0415 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.17 4930.50 0.0885 0.0781 0.0658 0.0511 0.0298 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.31 4931.00 0.1022 0.0933 0.0833 0.0722 0.0591 0.0415 0.0000 0.0000 0.0000 0.0000 0.0000 0.45 4931.50 0.1142 0.1064 0.0977 0.0885 0.0781 0.0658 0.0511 0.0298 0.0000 0.0000 0.0000 0.63 4932.00 0.1251 0.1180 0.1103 0.1022 0.0933 0.0833 0.0722 0.0591 0.0415 0.0000 0.0000 0.81 4932.50 0.1351 0.1286 0.1215 0.1142 0.1064 0.0977 0.0885 0.0781 0.0658 0.0511 0.0298 1.02 4933.00 0.1445 0.1384 0.1318 0.1251 0.1180 0.1103 0.1022 0.0933 0.0833 0.0722 0.0591 1.18 4933.50 0.1532 0.1475 0.1414 0.1351 0.1286 0.1215 0.1142 0.1064 0.0977 0.0885 0.0781 1.31 4934.00 0.1615 0.1561 0.1503 0.1445 0.1384 0.1318 0.1251 0.1180 0.1103 0.1022 0.0933 1.43 4934.50 0.1694 0.1642 0.1588 0.1532 0.1475 0.1414 0.1351 0.1286 0.1215 0.1142 0.1064 1.54 4935.00 0.1769 0.1720 0.1668 0.1615 0.1561 0.1503 0.1445 0.1384 0.1318 0.1251 0.1180 1.64 4935.50 0.1842 0.1794 0.1744 0.1694 0.1642 0.1588 0.1532 0.1475 0.1414 0.1351 0.1286 1.74 4936.00 0.1911 0.1866 0.1817 0.1769 0.1720 0.1668 0.1615 0.1561 0.1503 0.1445 0.1384 1.83 4936.50 0.1978 0.1934 0.1888 0.1842 0.1794 0.1744 0.1694 0.1642 0.1588 0.1532 0.1475 1.91 4937.00 0.2043 0.2001 0.1956 0.1911 0.1866 0.1817 0.1769 0.1720 0.1668 0.1615 0.1561 1.99 4937.50 0.2106 0.2065 0.2021 0.1978 0.1934 0.1888 0.1842 0.1794 0.1744 0.1694 0.1642 2.07 4938.00 0.2167 0.2127 0.2085 0.2043 0.2001 0.1956 0.1911 0.1866 0.1817 0.1769 0.1720 2.15 4938.50 0.2226 0.2187 0.2147 0.2106 0.2065 0.2021 0.1978 0.1934 0.1888 0.1842 0.1794 2.22 4939.00 0.2284 0.2246 0.2206 0.2167 0.2127 0.2085 0.2043 0.2001 0.1956 0.1911 0.1866 2.29 4939.50 0.2341 0.2304 0.2265 0.2226 0.2187 0.2147 0.2106 0.2065 0.2021 0.1978 0.1934 2.36 4940.00 0.2396 0.2360 0.2322 0.2284 0.2246 0.2206 0.2167 0.2127 0.2085 0.2043 0.2001 2.42 4940.50 0.2450 0.2414 0.2377 0.2341 0.2304 0.2265 0.2226 0.2187 0.2147 0.2106 0.2065 2.49 4941.00 0.2502 0.2468 0.2431 0.2396 0.2360 0.2322 0.2284 0.2246 0.2206 0.2167 0.2127 2.55 4941.50 0.2554 0.2520 0.2485 0.2450 0.2414 0.2377 0.2341 0.2304 0.2265 0.2226 0.2187 2.61 4942.00 0.2604 0.2571 0.2536 0.2502 0.2468 0.2431 0.2396 0.2360 0.2322 0.2284 0.2246 2.67 4942.50 0.2654 0.2621 0.2587 0.2554 0.2520 0.2485 0.2450 0.2414 0.2377 0.2341 0.2304 2.73 4943.00 0.2703 0.2671 0.2637 0.2604 0.2571 0.2536 0.2502 0.2468 0.2431 0.2396 0.2360 2.79 4943.50 0.2751 0.2719 0.2686 0.2654 0.2621 0.2587 0.2554 0.2520 0.2485 0.2450 0.2414 2.84 4944.00 0.2798 0.2767 0.2734 0.2703 0.2671 0.2637 0.2604 0.2571 0.2536 0.2502 0.2468 2.90 4944.50 0.2844 0.2813 0.2782 0.2751 0.2719 0.2686 0.2654 0.2621 0.2587 0.2554 0.2520 2.95 4945.00 0.2889 0.2859 0.2828 0.2798 0.2767 0.2734 0.2703 0.2671 0.2637 0.2604 0.2571 3.01 4945.50 0.2934 0.2905 0.2874 0.2844 0.2813 0.2782 0.2751 0.2719 0.2686 0.2654 0.2621 3.06 4946.00 0.2978 0.2949 0.2919 0.2889 0.2859 0.2828 0.2798 0.2767 0.2734 0.2703 0.2671 3.11 4946.50 0.3022 0.2993 0.2963 0.2934 0.2905 0.2874 0.2844 0.2813 0.2782 0.2751 0.2719 3.16 4947.00 0.3065 0.3036 0.3007 0.2978 0.2949 0.2919 0.2889 0.2859 0.2828 0.2798 0.2767 3.21 4947.50 0.3107 0.3079 0.3050 0.3022 0.2993 0.2963 0.2934 0.2905 0.2874 0.2844 0.2813 3.26 4948.00 0.3149 0.3121 0.3093 0.3065 0.3036 0.3007 0.2978 0.2949 0.2919 0.2889 0.2859 3.31 4948.50 0.3190 0.3163 0.3135 0.3107 0.3079 0.3050 0.3022 0.2993 0.2963 0.2934 0.2905 3.35 4949.00 0.3230 0.3204 0.3176 0.3149 0.3121 0.3093 0.3065 0.3036 0.3007 0.2978 0.2949 3.40 4949.50 0.3271 0.3244 0.3217 0.3190 0.3163 0.3135 0.3107 0.3079 0.3050 0.3022 0.2993 3.45 4950.00 0.3310 0.3284 0.3257 0.3230 0.3204 0.3176 0.3149 0.3121 0.3093 0.3065 0.3036 3.49 4950.50 0.3349 0.3324 0.3297 0.3271 0.3244 0.3217 0.3190 0.3163 0.3135 0.3107 0.3079 3.54 Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond G HFH22_Pond G WQCV.xls, WQCV 3/29/2022, 5:51 PM Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond G 4925.00 4930.00 4935.00 4940.00 4945.00 4950.00 4955.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 Stage(feet,elev.)Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE HFH22_Pond G WQCV.xls, WQCV 3/29/2022, 5:51 PM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Orifice Water Surface Elevation at Design Depth Elev: WS =7.93 Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert =0.00 Required Peak Flow through Orifice at Design Depth Q =10.20 Pipe/Vertical Orifice Diameter (inches)Dia =18.0 Orifice Coefficient Co =0.65 Full-flow Capacity (Calculated) Full-flow area Af =1.77 Half Central Angle in Radians Theta =3.14 Full-flow capacity Qf =24.7 Percent of Design Flow =242% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416)Theta =1.42 Flow area Ao =0.71 Top width of Orifice (inches)To =17.78 Height from Invert of Orifice to Bottom of Plate (feet)Yo =0.63 Elevation of Bottom of Plate Elev Plate Bottom Edge =0.63 Resultant Peak Flow Through Orifice at Design Depth Qo =10.2 Width of Equivalent Rectangular Vertical Orifice Equivalent Width =1.13 Bloom Filing 1 Pond G Restrictor Plate RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES HFH22_Pond G WQCV.xls, Restrictor Plate 3/29/2022, 5:51 PM Project: Basin ID: WQCV Design Volume (Input): Catchment Imperviousness, Ia =80.0 percent Catchment Area, A =16.65 acres Diameter of holes, D =1.126 inches Depth at WQCV outlet above lowest perforation, H =3.00 feet Number of holes per row, N =1 Vertical distance between rows, h =4.00 inches OR Number of rows, NL =9.00 Orifice discharge coefficient, Co =0.65 Height of slot, H =inches Slope of Basin Trickle Channel, S =0.008 ft / ft Width of slot, W =inches Time to Drain the Pond =40 hours Watershed Design Information (Input):3 Percent Soil Type A =0 % Percent Soil Type B =0 % Percent Soil Type C/D =100 % Outlet Design Information (Output): Water Quality Capture Volume, WQCV =0.371 watershed inches Water Quality Capture Volume (WQCV) =0.514 acre-feet 0.00 Design Volume (WQCV / 12 * Area * 1.2) Vol =0.617 acre-feet Outlet area per row, Ao =1.00 square inches Total opening area at each row based on user-input above, Ao =1.00 square inches Total opening area at each row based on user-input above, Ao =0.007 square feet 3 Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 S 4923.50 4923.83 4924.17 4924.50 4924.83 4925.17 4925.50 4925.83 4926.17 Flow 4923.50 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00 4924.00 0.0255 0.0149 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.04 4924.50 0.0361 0.0295 0.0207 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.09 4925.00 0.0442 0.0390 0.0329 0.0255 0.0149 0.0000 0.0000 0.0000 0.0000 0.16 4925.50 0.0510 0.0466 0.0416 0.0361 0.0295 0.0207 0.0000 0.0000 0.0000 0.23 4926.00 0.0570 0.0531 0.0488 0.0442 0.0390 0.0329 0.0255 0.0149 0.0000 0.32 4926.50 0.0625 0.0589 0.0551 0.0510 0.0466 0.0416 0.0361 0.0295 0.0207 0.40 4927.00 0.0675 0.0642 0.0607 0.0570 0.0531 0.0488 0.0442 0.0390 0.0329 0.47 4927.50 0.0721 0.0691 0.0658 0.0625 0.0589 0.0551 0.0510 0.0466 0.0416 0.52 4928.00 0.0765 0.0737 0.0706 0.0675 0.0642 0.0607 0.0570 0.0531 0.0488 0.57 4928.50 0.0807 0.0779 0.0751 0.0721 0.0691 0.0658 0.0625 0.0589 0.0551 0.62 4929.00 0.0846 0.0820 0.0793 0.0765 0.0737 0.0706 0.0675 0.0642 0.0607 0.66 4929.50 0.0884 0.0859 0.0833 0.0807 0.0779 0.0751 0.0721 0.0691 0.0658 0.70 4930.00 0.0920 0.0896 0.0871 0.0846 0.0820 0.0793 0.0765 0.0737 0.0706 0.74 4930.50 0.0954 0.0932 0.0908 0.0884 0.0859 0.0833 0.0807 0.0779 0.0751 0.77 4931.00 0.0988 0.0966 0.0943 0.0920 0.0896 0.0871 0.0846 0.0820 0.0793 0.80 4931.50 0.1020 0.0999 0.0977 0.0954 0.0932 0.0908 0.0884 0.0859 0.0833 0.84 4932.00 0.1052 0.1031 0.1009 0.0988 0.0966 0.0943 0.0920 0.0896 0.0871 0.87 4932.50 0.1082 0.1062 0.1041 0.1020 0.0999 0.0977 0.0954 0.0932 0.0908 0.90 4933.00 0.1112 0.1092 0.1072 0.1052 0.1031 0.1009 0.0988 0.0966 0.0943 0.93 4933.50 0.1141 0.1122 0.1102 0.1082 0.1062 0.1041 0.1020 0.0999 0.0977 0.95 4934.00 0.1169 0.1150 0.1131 0.1112 0.1092 0.1072 0.1052 0.1031 0.1009 0.98 4934.50 0.1196 0.1178 0.1159 0.1141 0.1122 0.1102 0.1082 0.1062 0.1041 1.01 4935.00 0.1223 0.1206 0.1187 0.1169 0.1150 0.1131 0.1112 0.1092 0.1072 1.03 4935.50 0.1250 0.1232 0.1214 0.1196 0.1178 0.1159 0.1141 0.1122 0.1102 1.06 4936.00 0.1275 0.1258 0.1241 0.1223 0.1206 0.1187 0.1169 0.1150 0.1131 1.08 4936.50 0.1301 0.1284 0.1267 0.1250 0.1232 0.1214 0.1196 0.1178 0.1159 1.11 4937.00 0.1325 0.1309 0.1292 0.1275 0.1258 0.1241 0.1223 0.1206 0.1187 1.13 4937.50 0.1350 0.1334 0.1317 0.1301 0.1284 0.1267 0.1250 0.1232 0.1214 1.15 4938.00 0.1374 0.1358 0.1341 0.1325 0.1309 0.1292 0.1275 0.1258 0.1241 1.18 4938.50 0.1397 0.1382 0.1365 0.1350 0.1334 0.1317 0.1301 0.1284 0.1267 1.20 4939.00 0.1420 0.1405 0.1389 0.1374 0.1358 0.1341 0.1325 0.1309 0.1292 1.22 4939.50 0.1443 0.1428 0.1412 0.1397 0.1382 0.1365 0.1350 0.1334 0.1317 1.24 4940.00 0.1465 0.1450 0.1435 0.1420 0.1405 0.1389 0.1374 0.1358 0.1341 1.26 4940.50 0.1487 0.1473 0.1458 0.1443 0.1428 0.1412 0.1397 0.1382 0.1365 1.28 4941.00 0.1509 0.1495 0.1480 0.1465 0.1450 0.1435 0.1420 0.1405 0.1389 1.30 4941.50 0.1530 0.1516 0.1502 0.1487 0.1473 0.1458 0.1443 0.1428 0.1412 1.32 4942.00 0.1551 0.1538 0.1523 0.1509 0.1495 0.1480 0.1465 0.1450 0.1435 1.34 4942.50 0.1572 0.1559 0.1544 0.1530 0.1516 0.1502 0.1487 0.1473 0.1458 1.36 4943.00 0.1593 0.1579 0.1565 0.1551 0.1538 0.1523 0.1509 0.1495 0.1480 1.38 4943.50 0.1613 0.1600 0.1586 0.1572 0.1559 0.1544 0.1530 0.1516 0.1502 1.40 4944.00 0.1633 0.1620 0.1606 0.1593 0.1579 0.1565 0.1551 0.1538 0.1523 1.42 4944.50 0.1653 0.1640 0.1626 0.1613 0.1600 0.1586 0.1572 0.1559 0.1544 1.44 4945.00 0.1673 0.1660 0.1646 0.1633 0.1620 0.1606 0.1593 0.1579 0.1565 1.46 Override Area Row 1 Override Area Row 2 Override Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 Central Elevations of Rows of Holes in feet Collection Capacity for Each Row of Holes in cfs STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond H HFH22_Pond H WQCV.xls, WQCV 3/29/2022, 5:52 PM Worksheet Protected Project: Basin ID: STAGE-DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Bloom Filing 1 Pond H 4920.00 4925.00 4930.00 4935.00 4940.00 4945.00 4950.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Stage(feet,elev.)Discharge (cfs) STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE HFH22_Pond H WQCV.xls, WQCV 3/29/2022, 5:52 PM Project: Basin ID: X 1 #1 Vertical #2 Vertical Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input)Orifice Orifice Water Surface Elevation at Design Depth Elev: WS =8.69 Pipe/Vertical Orifice Entrance Invert Elevation Elev: Invert =0.00 Required Peak Flow through Orifice at Design Depth Q =1.01 Pipe/Vertical Orifice Diameter (inches)Dia =18.0 Orifice Coefficient Co =0.65 Full-flow Capacity (Calculated) Full-flow area Af =1.77 Half Central Angle in Radians Theta =3.14 Full-flow capacity Qf =26.0 Percent of Design Flow =2571% Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416)Theta =0.57 Flow area Ao =0.07 Top width of Orifice (inches)To =9.76 Height from Invert of Orifice to Bottom of Plate (feet)Yo =0.12 Elevation of Bottom of Plate Elev Plate Bottom Edge =0.12 Resultant Peak Flow Through Orifice at Design Depth Qo =1.0 Width of Equivalent Rectangular Vertical Orifice Equivalent Width =0.58 Bloom Filing 1 Pond H Restrictor Plate RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES HFH22_Pond H WQCV.xls, Restrictor Plate 3/29/2022, 5:52 PM Project Description Solve For Discharge Input Data Headwater Elevation 0.75 ft Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Weir Coefficient 3.00 US Crest Length 76.00 ft Results Discharge 148.09 ft³/s Headwater Height Above Crest 0.75 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 57.14 ft² Velocity 2.59 ft/s Wetted Perimeter 77.55 ft Top Width 76.38 ft Worksheet for Pond A Spillway Sizing 3/29/2022 5:59:46 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Discharge Input Data Headwater Elevation 0.75 ft Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Weir Coefficient 3.00 US Crest Length 76.00 ft Results Discharge 148.09 ft³/s Headwater Height Above Crest 0.75 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 57.14 ft² Velocity 2.59 ft/s Wetted Perimeter 77.55 ft Top Width 76.38 ft Worksheet for Pond B Spillway Sizing 3/29/2022 6:00:08 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Discharge Input Data Headwater Elevation 0.75 ft Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Weir Coefficient 3.00 US Crest Length 76.00 ft Results Discharge 148.09 ft³/s Headwater Height Above Crest 0.75 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 57.14 ft² Velocity 2.59 ft/s Wetted Perimeter 77.55 ft Top Width 76.38 ft Worksheet for Pond C Spillway Sizing 3/29/2022 7:38:34 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Discharge Input Data Headwater Elevation 1.00 ft Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Weir Coefficient 3.00 US Crest Length 46.00 ft Results Discharge 138.00 ft³/s Headwater Height Above Crest 1.00 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 46.25 ft² Velocity 2.98 ft/s Wetted Perimeter 48.06 ft Top Width 46.50 ft Worksheet for Pond D Spillway Sizing 3/29/2022 5:58:59 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Discharge Input Data Headwater Elevation 0.75 ft Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Weir Coefficient 3.00 US Crest Length 76.00 ft Results Discharge 148.09 ft³/s Headwater Height Above Crest 0.75 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 57.14 ft² Velocity 2.59 ft/s Wetted Perimeter 77.55 ft Top Width 76.38 ft Worksheet for Pond E Spillway Sizing 3/29/2022 5:59:21 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Discharge Input Data Headwater Elevation 0.80 ft Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Weir Coefficient 3.00 US Crest Length 60.00 ft Results Discharge 128.80 ft³/s Headwater Height Above Crest 0.80 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 48.16 ft² Velocity 2.67 ft/s Wetted Perimeter 61.65 ft Top Width 60.40 ft Worksheet for Pond G Spillway Sizing 3/29/2022 7:39:04 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Discharge Input Data Headwater Elevation 0.75 ft Crest Elevation 0.00 ft Tailwater Elevation 0.00 ft Weir Coefficient 3.00 US Crest Length 105.00 ft Results Discharge 204.60 ft³/s Headwater Height Above Crest 0.75 ft Tailwater Height Above Crest 0.00 ft Equal Side Slopes 0.25 ft/ft (H:V) Flow Area 78.89 ft² Velocity 2.59 ft/s Wetted Perimeter 106.55 ft Top Width 105.38 ft Worksheet for Pond H Spillway Sizing 3/29/2022 7:39:38 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Bloom Filing 1 Final Drainage Report LID Calculations Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =44.0 % (100% if all paved and roofed areas upstream of sand filter) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.440 C) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV =0.15 watershed inches WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including sand filter area)Area = 363,726 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =4,615 cu ft VWQCV = WQCV / 12 * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth DWQCV =3.0 ft B) Sand Filter Side Slopes (Horizontal distance per unit vertical,Z =4.00 ft / ft 4:1 or flatter preferred). Use "0" if sand filter has vertical walls. C) Minimum Filter Area (Flat Surface Area)AMin =2000 sq ft D) Actual Filter Area AActual =2000 sq ft E) Volume Provided VT =8500 cu ft 3. Filter Material 4. Underdrain System A) Are underdrains provided?2 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =N/A ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft iii) Orifice Diameter, 3/8" Minimum DO =N/A in Mulberry Filing 1 LID 1 (Basin D1, D3.1, D3, D4,D12 D21) Design Procedure Form: Sand Filter (SF) M. Pepin Galloway May 25, 2022 UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" CDOT Class B or C Filter Material Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_1.xlsm, SF 5/25/2022, 10:46 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Works A) Describe the type of energy dissipation at inlet points and means of conveying flows in excess of the WQCV through the outlet Notes: Design Procedure Form: Sand Filter (SF) M. Pepin Galloway May 25, 2022 Mulberry Filing 1 LID 1 (Basin D1, D3.1, D3, D4,D12 D21) Choose One YES NO HFH22_UD-BMP_v3.07_LID_1.xlsm, SF 5/25/2022, 10:46 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =57.0 % (100% if all paved and roofed areas upstream of sand filter) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.570 C) Water Quality Capture Volume (WQCV) Based on 12-hour Drain Time WQCV =0.18 watershed inches WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including sand filter area)Area = 667,774 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =10,083 cu ft VWQCV = WQCV / 12 * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth DWQCV =3.0 ft B) Sand Filter Side Slopes (Horizontal distance per unit vertical,Z =4.00 ft / ft 4:1 or flatter preferred). Use "0" if sand filter has vertical walls. C) Minimum Filter Area (Flat Surface Area)AMin =4758 sq ft D) Actual Filter Area AActual =5000 sq ft E) Volume Provided VT =10625 cu ft 3. Filter Material 4. Underdrain System A) Are underdrains provided?2 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =N/A ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =N/A cu ft iii) Orifice Diameter, 3/8" Minimum DO =N/A in Mulberry Filing 1 LID 2 Tributary (D2, D5, D6, D8, D9, D11, D15, D18, D22) Design Procedure Form: Sand Filter (SF) M. Pepin Galloway May 25, 2022 UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" CDOT Class B or C Filter Material Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_2.xlsm, SF 5/25/2022, 11:01 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Works A) Describe the type of energy dissipation at inlet points and means of conveying flows in excess of the WQCV through the outlet Notes: Design Procedure Form: Sand Filter (SF) M. Pepin Galloway May 25, 2022 Mulberry Filing 1 LID 2 Tributary (D2, D5, D6, D8, D9, D11, D15, D18, D22) Choose One YES NO HFH22_UD-BMP_v3.07_LID_2.xlsm, SF 5/25/2022, 11:01 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =72.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.720 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.23 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =46,173 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =875 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =665 sq ft D) Actual Flat Surface Area AActual =562 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA E) Area at Design Depth (Top Surface Area)ATop =1777 sq ft F) Rain Garden Total Volume VT=1,170 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =125.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =875 cu ft iii) Orifice Diameter, 3/8" Minimum DO =5/16 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 3 (Tributary D17) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_3.xlsm, RG 5/24/2022, 4:44 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 3 (Tributary D17) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_3.xlsm, RG 5/24/2022, 4:44 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =71.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.710 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.22 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =46,609 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =869 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =662 sq ft D) Actual Flat Surface Area AActual =600 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA E) Area at Design Depth (Top Surface Area)ATop =1740 sq ft F) Rain Garden Total Volume VT=1,170 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =125.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =869 cu ft iii) Orifice Diameter, 3/8" Minimum DO =5/16 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 4 (Tributary D16) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_4.xlsm, RG 5/24/2022, 4:49 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 4 (Tributary D16) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_4.xlsm, RG 5/24/2022, 4:49 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =71.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.710 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.22 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =33,541 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =625 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =476 sq ft D) Actual Flat Surface Area AActual =1559 sq ft E) Area at Design Depth (Top Surface Area)ATop =3007 sq ft F) Rain Garden Total Volume VT=1,142 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =335.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =625 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/16 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 5 (Tributary E5) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_5.xlsm, RG 5/24/2022, 4:56 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 5 (Tributary E5) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_5.xlsm, RG 5/24/2022, 4:56 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =71.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.710 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.22 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =46,173 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =861 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =656 sq ft D) Actual Flat Surface Area AActual =599 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA E) Area at Design Depth (Top Surface Area)ATop =1740 sq ft F) Rain Garden Total Volume VT=1,170 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =335.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =861 cu ft iii) Orifice Diameter, 3/8" Minimum DO =1/4 in LESS THAN MINIMUM. USE DIAMETER OF 3/8" Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 6 (Tributary E1) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_6.xlsm, RG 5/24/2022, 4:59 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 6 (Tributary E1) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_6.xlsm, RG 5/24/2022, 4:59 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =76.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.760 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.24 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =41,817 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =850 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =12 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =636 sq ft D) Actual Flat Surface Area AActual =600 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA E) Area at Design Depth (Top Surface Area)ATop =1740 sq ft F) Rain Garden Total Volume VT=1,170 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =850 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/8 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 7 (Tributary E2) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_7.xlsm, RG 5/24/2022, 5:03 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 7 (Tributary E2) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_7.xlsm, RG 5/24/2022, 5:03 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =73.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.730 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.23 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =44,866 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =865 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =655 sq ft D) Actual Flat Surface Area AActual =1588 sq ft E) Area at Design Depth (Top Surface Area)ATop =4130 sq ft F) Rain Garden Total Volume VT=1,430 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =865 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/8 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 8 (Tributary E7) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_8.xlsm, RG 5/24/2022, 5:05 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 8 (Tributary E7) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_8.xlsm, RG 5/24/2022, 5:05 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =71.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.710 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.22 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =46,609 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =869 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =662 sq ft D) Actual Flat Surface Area AActual =570 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA E) Area at Design Depth (Top Surface Area)ATop =4175 sq ft F) Rain Garden Total Volume VT=1,186 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =869 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/8 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 9 (Tributary E9) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_9.xlsm, RG 5/24/2022, 5:07 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 9 (Tributary E9) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_9.xlsm, RG 5/24/2022, 5:07 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =74.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.740 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.24 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =44,866 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =880 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =664 sq ft D) Actual Flat Surface Area AActual =570 sq ft ACTUAL FLAT AREA < MINIMUM FLAT AREA E) Area at Design Depth (Top Surface Area)ATop =4175 sq ft F) Rain Garden Total Volume VT=1,186 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =880 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/8 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 10 (Tributary E10) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_10.xlsm, RG 5/24/2022, 5:10 PM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 24, 2022 Mulberry Filing 1 LID 10 (Tributary E10) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_10.xlsm, RG 5/24/2022, 5:10 PM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =76.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.760 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.24 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =43,124 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =cu 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 OTHER =1,223 cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =655 sq ft D) Actual Flat Surface Area AActual =4200 sq ft E) Area at Design Depth (Top Surface Area)ATop =4522 sq ft F) Rain Garden Total Volume VT=2,181 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =1,223 cu ft iii) Orifice Diameter, 3/8" Minimum DO =7/16 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 12 (Tributary E22) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_12.xlsm, RG 8/11/2021, 11:06 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway August 11, 2021 Mulberry Filing 1 LID 12 (Tributary E22) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_12.xlsm, RG 8/11/2021, 11:06 AM Sheet 1 of 2 Designer: Company: Date: Project: Location: 1. Basin Storage Volume A) Effective Imperviousness of Tributary Area, Ia Ia =76.0 % (100% if all paved and roofed areas upstream of rain garden) B) Tributary Area's Imperviousness Ratio (i = Ia/100)i =0.760 C) Water Quality Capture Volume (WQCV) for a 12-hour Drain Time WQCV =0.24 watershed inches (WQCV= 0.8 * (0.91* i3 - 1.19 * i2 + 0.78 * i) D) Contributing Watershed Area (including rain garden area)Area =43,124 sq ft E) Water Quality Capture Volume (WQCV) Design Volume VWQCV =877 cu ft Vol = (WQCV / 12) * Area F) For Watersheds Outside of the Denver Region, Depth of d6 = in Average Runoff Producing Storm G) For Watersheds Outside of the Denver Region,VWQCV OTHER =cu ft Water Quality Capture Volume (WQCV) Design Volume H) User Input of Water Quality Capture Volume (WQCV) Design Volume VWQCV USER =cu ft (Only if a different WQCV Design Volume is desired) 2. Basin Geometry A) WQCV Depth (12-inch maximum)DWQCV =6 in B) Rain Garden Side Slopes (Z = 4 min., horiz. dist per unit vertical)Z =4.00 ft / ft (Use "0" if rain garden has vertical walls) C) Mimimum Flat Surface Area AMin =655 sq ft D) Actual Flat Surface Area AActual =2764 sq ft E) Area at Design Depth (Top Surface Area)ATop =4100 sq ft F) Rain Garden Total Volume VT=1,716 cu ft (VT= ((ATop + AActual) / 2) * Depth) 3. Growing Media 4. Underdrain System A) Are underdrains provided?1 B) Underdrain system orifice diameter for 12 hour drain time i) Distance From Lowest Elevation of the Storage y =30.0 ft Volume to the Center of the Orifice ii) Volume to Drain in 12 Hours Vol12 =877 cu ft iii) Orifice Diameter, 3/8" Minimum DO =3/8 in Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 25, 2022 Mulberry Filing 1 LID 13 (Tributary E23) UD-BMP (Version 3.07, March 2018) Choose One Choose One 18" Rain Garden Growing Media Other (Explain): YES NO HFH22_UD-BMP_v3.07_LID_13.xlsm, RG 5/25/2022, 11:14 AM Sheet 2 of 2 Designer: Company: Date: Project: Location: 5. Impermeable Geomembrane Liner and Geotextile Separator Fabric A) Is an impermeable liner provided due to proximity of structures or groundwater contamination? 6. Inlet / Outlet Control A) Inlet Control 7. Vegetation 8. Irrigation A) Will the rain garden be irrigated? Notes: Design Procedure Form: Rain Garden (RG) M. Pepin Galloway May 25, 2022 Mulberry Filing 1 LID 13 (Tributary E23) Choose One Choose One Choose One Sheet Flow- No Energy Dissipation Required Concentrated Flow- Energy Dissipation Provided Plantings Seed (Plan for frequent weed control) Sand Grown or Other High Infiltration Sod Choose One YES NO YES NO HFH22_UD-BMP_v3.07_LID_13.xlsm, RG 5/25/2022, 11:14 AM Bloom Filing 1 Final Drainage Report APPENDIX E SWMM Models Bloom Filing 1 Final Drainage Report Existing Condition SWMM Model H1 H4 H3 H2 CooperSlough LakeCanal O1 CityofFortCollins Mulberry - Existing Conditions SWMM 5.1 Page 1 Mulberry - Existing SWMM - Input [TITLE] ;;Project Title/Notes [OPTIONS] ;;Option Value FLOW_UNITS CFS INFILTRATION HORTON FLOW_ROUTING KINWAVE LINK_OFFSETS DEPTH MIN_SLOPE 0 ALLOW_PONDING NO SKIP_STEADY_STATE NO START_DATE 03/19/2021 START_TIME 00:00:00 REPORT_START_DATE 03/19/2021 REPORT_START_TIME 00:00:00 END_DATE 03/19/2021 END_TIME 06:00:00 SWEEP_START 01/01 SWEEP_END 12/31 DRY_DAYS 0 REPORT_STEP 00:15:00 WET_STEP 00:05:00 DRY_STEP 01:00:00 ROUTING_STEP 0:00:30 RULE_STEP 00:00:00 INERTIAL_DAMPING PARTIAL NORMAL_FLOW_LIMITED BOTH FORCE_MAIN_EQUATION H-W VARIABLE_STEP 0.75 LENGTHENING_STEP 0 MIN_SURFAREA 12.566 MAX_TRIALS 8 HEAD_TOLERANCE 0.005 SYS_FLOW_TOL 5 LAT_FLOW_TOL 5 MINIMUM_STEP 0.5 THREADS 1 [EVAPORATION] ;;Data Source Parameters ;;-------------- ---------------- CONSTANT 0.0 DRY_ONLY NO [RAINGAGES] ;;Name Format Interval SCF Source ;;-------------- --------- ------ ------ ---------- CityofFortCollins INTENSITY 0:05 1.0 TIMESERIES FC_2year [SUBCATCHMENTS] ;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------------- ---------------- ---------------- -------- -------- -------- -------- Mulberry - Existing SWMM - Input -------- ---------------- H1 CityofFortCollins CooperSlough 72 2 1000 1.5 0 H4 CityofFortCollins LakeCanal 6.5 2 400 1.0 0 H3 CityofFortCollins O1 162 2 1200 1.0 0 H2 CityofFortCollins CooperSlough 22 2 600 1.0 0 [SUBAREAS] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted ;;-------------- ---------- ---------- ---------- ---------- ---------- ---------- ---------- H1 0.016 0.25 0.1 0.3 1 OUTLET H4 0.016 0.25 0.1 0.3 1 OUTLET H3 0.016 0.25 0.1 0.3 1 OUTLET H2 0.016 0.25 0.1 0.3 1 OUTLET [INFILTRATION] ;;Subcatchment Param1 Param2 Param3 Param4 Param5 ;;-------------- ---------- ---------- ---------- ---------- ---------- H1 0.51 0.5 6.48 7 0 H4 0.51 0.5 6.48 7 0 H3 0.51 0.5 6.48 7 0 H2 0.51 0.5 6.48 7 0 [OUTFALLS] ;;Name Elevation Type Stage Data Gated Route To ;;-------------- ---------- ---------- ---------------- -------- ---------------- CooperSlough 0 FREE NO LakeCanal 0 FREE NO O1 0 FREE NO [TIMESERIES] ;;Name Date Time Value ;;-------------- ---------- ---------- ---------- FC_2year 0:05 0.29 FC_2year 0:10 0.33 FC_2year 0:15 0.38 FC_2year 0:20 0.64 FC_2year 0:25 0.81 FC_2year 0:30 1.57 FC_2year 0:35 2.85 FC_2year 0:40 1.18 FC_2year 0:45 0.71 FC_2year 0:50 0.42 FC_2year 0:55 0.35 FC_2year 1:00 0.30 FC_2year 1:05 0.20 FC_2year 1:10 0.19 FC_2year 1:15 0.18 FC_2year 1:20 0.17 FC_2year 1:25 0.17 FC_2year 1:30 0.16 Mulberry - Existing SWMM - Input FC_2year 1:35 0.15 FC_2year 1:40 0.15 FC_2year 1:45 0.14 FC_2year 1:50 0.14 FC_2year 1:55 0.13 FC_2year 2:00 0.13 ; FC_100yr 0:05 1.00 FC_100yr 0:10 1.14 FC_100yr 0:15 1.33 FC_100yr 0:20 2.23 FC_100yr 0:25 2.84 FC_100yr 0:30 5.49 FC_100yr 0:35 9.95 FC_100yr 0:40 4.12 FC_100yr 0:45 2.48 FC_100yr 0:50 1.46 FC_100yr 0:55 1.22 FC_100yr 1:00 1.06 FC_100yr 1:05 1.00 FC_100yr 1:10 0.95 FC_100yr 1:15 0.91 FC_100yr 1:20 0.87 FC_100yr 1:25 0.84 FC_100yr 1:30 0.81 FC_100yr 1:35 0.78 FC_100yr 1:40 0.75 FC_100yr 1:45 0.73 FC_100yr 1:50 0.71 FC_100yr 1:55 0.69 FC_100yr 2:00 0.67 [REPORT] ;;Reporting Options SUBCATCHMENTS ALL NODES ALL LINKS ALL [TAGS] [MAP] DIMENSIONS -2215.333 0.000 12215.333 10000.000 Units None [COORDINATES] ;;Node X-Coord Y-Coord ;;-------------- ------------------ ------------------ CooperSlough 5799.537 4855.156 LakeCanal 3018.540 1714.948 O1 4327.926 1680.185 [VERTICES] ;;Link X-Coord Y-Coord ;;-------------- ------------------ ------------------ [Polygons] Mulberry - Existing SWMM - Input ;;Subcatchment X-Coord Y-Coord ;;-------------- ------------------ ------------------ H1 2694.090 8621.089 H1 5938.586 5121.669 H1 5938.586 8574.739 H1 2636.153 8621.089 H4 2439.166 2387.022 H4 2358.053 2479.722 H4 2392.816 1460.023 H4 2949.015 1436.848 H4 2867.903 1958.285 H4 2439.166 2421.784 H3 2427.578 8551.564 H3 2392.816 2595.597 H3 3064.890 1946.698 H3 3227.115 1448.436 H3 4154.114 1448.436 H3 4130.939 5052.144 H3 4154.114 6848.204 H3 2427.578 8551.564 H2 4281.576 6709.154 H2 4281.576 6709.154 H2 4269.988 5098.494 H2 5730.012 5075.319 H2 4293.163 6720.742 [SYMBOLS] ;;Gage X-Coord Y-Coord ;;-------------- ------------------ ------------------ CityofFortCollins 4222.097 8895.152 [BACKDROP] FILE "H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Aerial\Aerial.jpg" DIMENSIONS -2215.333 200.301 12215.333 9799.699 Mulberry - Existing SWMM - 2-yr Results EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... HORTON Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/19/2021 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 21.401 0.978 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 20.956 0.958 Surface Runoff ........... 0.408 0.019 Final Storage ............ 0.043 0.002 Continuity Error (%) ..... -0.027 Mulberry - Existing SWMM - 2-yr Results ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 0.408 0.133 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 0.408 0.133 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------ ------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------ ------ H1 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.04 4.11 0.019 H4 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.00 0.38 0.022 H3 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.08 8.73 0.019 H2 0.98 0.00 0.00 0.96 0.02 0.00 0.02 0.01 1.27 0.020 Mulberry - Existing SWMM - 2-yr Results Analysis begun on: Mon Apr 5 09:34:48 2021 Analysis ended on: Mon Apr 5 09:34:48 2021 Total elapsed time: < 1 sec Mulberry - Exist.SWMM - 100-yr Results EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... NO Water Quality .......... NO Infiltration Method ...... HORTON Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/19/2021 06:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 80.263 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 60.314 2.757 Surface Runoff ........... 18.525 0.847 Final Storage ............ 1.457 0.067 Continuity Error (%) ..... -0.042 Mulberry - Exist.SWMM - 100-yr Results ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 18.525 6.037 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 18.525 6.037 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 0.000 0.000 Continuity Error (%) ..... 0.000 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------------------------------------------ ------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------------------------------------------ ------ H1 3.67 0.00 0.00 2.62 0.07 0.98 1.05 2.05 34.47 0.286 H4 3.67 0.00 0.00 1.98 0.07 1.62 1.69 0.30 8.73 0.460 H3 3.67 0.00 0.00 2.90 0.07 0.59 0.66 2.92 51.96 0.181 H2 3.67 0.00 0.00 2.38 0.07 1.22 1.29 0.77 15.53 0.352 Mulberry - Exist.SWMM - 100-yr Results Analysis begun on: Mon Apr 5 09:35:43 2021 Analysis ended on: Mon Apr 5 09:35:43 2021 Total elapsed time: < 1 sec Bloom Filing 1 Final Drainage Report Proposed SWMM Model ***2-Year Storm Event*** EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/20/2021 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 68.892 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 10.758 0.573 Surface Runoff ........... 57.057 3.039 Final Storage ............ 1.353 0.072 Continuity Error (%) ..... -0.402 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 57.057 18.593 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 45.618 14.865 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 11.429 3.724 Continuity Error (%) ..... 0.019 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------ ------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ ------------------------------------------ A 3.67 0.00 0.00 0.62 2.51 0.48 2.99 4.55 233.48 0.815 D 3.67 0.00 0.00 1.14 1.72 0.77 2.49 2.52 144.67 0.679 E 3.67 0.00 0.00 0.85 2.19 0.58 2.77 2.14 112.66 0.755 C 3.67 0.00 0.00 0.15 3.23 0.22 3.45 2.06 138.82 0.939 G 3.67 0.00 0.00 0.16 3.22 0.20 3.43 3.75 194.95 0.934 H 3.67 0.00 0.00 0.31 2.87 0.43 3.30 1.49 119.43 0.900 B 3.67 0.00 0.00 0.54 2.51 0.56 3.08 1.28 85.59 0.838 I 3.67 0.00 0.00 0.30 2.88 0.44 3.31 0.58 49.26 0.903 S4 3.67 0.00 0.00 0.29 2.80 0.52 3.32 0.08 8.81 0.906 S5 3.67 0.00 0.00 1.01 0.90 1.77 2.67 0.15 19.35 0.726 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- J2 JUNCTION 0.00 0.00 4935.00 0 00:00 0.00 J1 JUNCTION 0.00 0.00 4943.00 0 00:00 0.00 J3 JUNCTION 0.00 0.00 4927.00 0 00:00 0.00 J4 JUNCTION 0.00 0.00 4923.00 0 00:00 0.00 Peakview_Storm_Stub OUTFALL 0.00 0.00 4922.94 0 00:00 0.00 CooperSlough OUTFALL 0.00 0.00 4938.00 0 00:00 0.00 Lake_Canal OUTFALL 0.00 0.00 0.00 0 00:00 0.00 CooperSloughNorth OUTFALL 0.00 0.00 4940.00 0 00:00 0.00 Pond_A STORAGE 2.47 6.98 4952.48 0 02:27 6.98 Pond_B STORAGE 6.15 8.97 4951.47 0 09:18 8.97 Pond_C STORAGE 2.04 7.98 4946.48 0 02:11 7.98 Pond_D STORAGE 4.08 4.38 4948.38 0 03:52 4.38 Pond_E STORAGE 1.27 5.57 4941.57 0 02:16 5.57 Pond_G STORAGE 2.86 7.20 4935.20 0 02:39 7.20 Pond_H STORAGE 7.60 8.69 4931.69 0 02:50 8.69 Pond_I STORAGE 5.02 5.54 4928.04 0 02:41 5.54 3 STORAGE 1.19 1.93 4925.93 0 02:09 1.92 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------ ------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------ ------------- J2 JUNCTION 0.00 0.34 0 03:52 0 0.209 0.000 J1 JUNCTION 0.00 0.34 0 03:52 0 0.209 0.000 J3 JUNCTION 0.00 20.76 0 02:39 0 5.96 0.000 J4 JUNCTION 0.00 21.76 0 02:39 0 6.56 0.000 Peakview_Storm_Stub OUTFALL 0.00 21.76 0 02:39 0 6.56 0.000 CooperSlough OUTFALL 0.00 21.90 0 02:40 0 8.09 0.000 Lake_Canal OUTFALL 0.00 0.35 0 02:41 0 0.21 0.000 CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal Pond_A STORAGE 233.48 233.48 0 00:40 4.55 4.55 0.025 Pond_B STORAGE 85.59 96.09 0 00:40 1.28 5.82 0.004 Pond_C STORAGE 138.82 138.82 0 00:40 2.06 2.06 0.011 Pond_D STORAGE 144.67 144.67 0 00:40 2.52 2.52 -0.000 Pond_E STORAGE 112.66 112.66 0 00:40 2.14 2.14 0.038 Pond_G STORAGE 203.76 209.38 0 00:40 3.83 5.96 0.018 Pond_H STORAGE 119.43 119.56 0 00:40 1.49 1.6 0.000 Pond_I STORAGE 49.26 49.26 0 00:40 0.576 0.576 -0.000 3 STORAGE 19.35 19.35 0 00:40 0.153 0.153 0.003 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------ -------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ------------------------------------------------------------------------------------ -------------- Pond_A 121.686 26 0 0 460.663 99 0 02:26 17.16 Pond_B 170.372 58 0 0 292.337 99 0 09:17 11.92 Pond_C 37.212 19 0 0 194.794 99 0 02:11 10.77 Pond_D 305.427 78 0 0 330.882 84 0 03:52 0.34 Pond_E 39.650 12 0 0 194.474 60 0 02:15 12.73 Pond_G 132.315 26 0 0 425.009 83 0 02:39 20.76 Pond_H 158.589 79 0 0 191.178 95 0 02:50 1.01 Pond_I 59.753 57 0 0 73.530 70 0 02:40 0.35 3 11.941 40 0 0 19.261 64 0 02:09 0.22 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Peakview_Storm_Stub 99.55 10.20 21.76 6.564 CooperSlough 99.62 12.57 21.90 8.090 Lake_Canal 99.44 0.33 0.35 0.210 CooperSloughNorth 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 74.65 23.10 44.01 14.864 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- C1 DUMMY 0.34 0 03:52 C2 DUMMY 0.34 0 03:52 C3 DUMMY 20.76 0 02:39 C4 DUMMY 21.76 0 02:39 Pond_H_Outlet ORIFICE 1.01 0 02:50 0.00 Pond_D_Outlet ORIFICE 0.34 0 03:52 0.00 Pond_E_Outlet ORIFICE 12.73 0 02:16 0.00 Pond_B_Outlet ORIFICE 11.92 0 09:18 0.00 Pond_C_Outlet ORIFICE 10.77 0 02:11 0.00 Pond_A_Outlet ORIFICE 17.16 0 02:27 0.00 6 ORIFICE 20.76 0 02:39 0.00 Pond_I_Outlet ORIFICE 0.35 0 02:41 0.00 C5 ORIFICE 0.22 0 02:09 0.00 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Wed Jun 1 11:10:14 2022 Analysis ended on: Wed Jun 1 11:10:14 2022 Total elapsed time: < 1 sec ***100 Year Storm Event*** EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.015) -------------------------------------------------------------- ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units ............... CFS Process Models: Rainfall/Runoff ........ YES RDII ................... NO Snowmelt ............... NO Groundwater ............ NO Flow Routing ........... YES Ponding Allowed ........ NO Water Quality .......... NO Infiltration Method ...... HORTON Flow Routing Method ...... KINWAVE Starting Date ............ 03/19/2021 00:00:00 Ending Date .............. 03/20/2021 00:00:00 Antecedent Dry Days ...... 0.0 Report Time Step ......... 00:15:00 Wet Time Step ............ 00:05:00 Dry Time Step ............ 01:00:00 Routing Time Step ........ 30.00 sec ************************** Volume Depth Runoff Quantity Continuity acre-feet inches ************************** --------- ------- Total Precipitation ...... 68.892 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 10.758 0.573 Surface Runoff ........... 57.057 3.039 Final Storage ............ 1.353 0.072 Continuity Error (%) ..... -0.402 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 57.057 18.593 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 45.618 14.865 Flooding Loss ............ 0.000 0.000 Evaporation Loss ......... 0.000 0.000 Exfiltration Loss ........ 0.000 0.000 Initial Stored Volume .... 0.000 0.000 Final Stored Volume ...... 11.429 3.724 Continuity Error (%) ..... 0.019 ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 30.00 sec Average Time Step : 30.00 sec Maximum Time Step : 30.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 1.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** ------------------------------------------------------------------------------------ ------------------------------------------ Total Total Total Total Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ------------------------------------------------------------------------------------ ------------------------------------------ A 3.67 0.00 0.00 0.62 2.51 0.48 2.99 4.55 233.48 0.815 D 3.67 0.00 0.00 1.14 1.72 0.77 2.49 2.52 144.67 0.679 E 3.67 0.00 0.00 0.85 2.19 0.58 2.77 2.14 112.66 0.755 C 3.67 0.00 0.00 0.15 3.23 0.22 3.45 2.06 138.82 0.939 G 3.67 0.00 0.00 0.16 3.22 0.20 3.43 3.75 194.95 0.934 H 3.67 0.00 0.00 0.31 2.87 0.43 3.30 1.49 119.43 0.900 B 3.67 0.00 0.00 0.54 2.51 0.56 3.08 1.28 85.59 0.838 I 3.67 0.00 0.00 0.30 2.88 0.44 3.31 0.58 49.26 0.903 S4 3.67 0.00 0.00 0.29 2.80 0.52 3.32 0.08 8.81 0.906 S5 3.67 0.00 0.00 1.01 0.90 1.77 2.67 0.15 19.35 0.726 ****************** Node Depth Summary ****************** --------------------------------------------------------------------------------- Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Feet Feet Feet days hr:min Feet --------------------------------------------------------------------------------- J2 JUNCTION 0.00 0.00 4935.00 0 00:00 0.00 J1 JUNCTION 0.00 0.00 4943.00 0 00:00 0.00 J3 JUNCTION 0.00 0.00 4927.00 0 00:00 0.00 J4 JUNCTION 0.00 0.00 4923.00 0 00:00 0.00 Peakview_Storm_Stub OUTFALL 0.00 0.00 4922.94 0 00:00 0.00 CooperSlough OUTFALL 0.00 0.00 4938.00 0 00:00 0.00 Lake_Canal OUTFALL 0.00 0.00 0.00 0 00:00 0.00 CooperSloughNorth OUTFALL 0.00 0.00 4940.00 0 00:00 0.00 Pond_A STORAGE 2.47 6.98 4952.48 0 02:27 6.98 Pond_B STORAGE 6.15 8.97 4951.47 0 09:18 8.97 Pond_C STORAGE 2.04 7.98 4946.48 0 02:11 7.98 Pond_D STORAGE 4.08 4.38 4948.38 0 03:52 4.38 Pond_E STORAGE 1.27 5.57 4941.57 0 02:16 5.57 Pond_G STORAGE 2.86 7.20 4935.20 0 02:39 7.20 Pond_H STORAGE 7.60 8.69 4931.69 0 02:50 8.69 Pond_I STORAGE 5.02 5.54 4928.04 0 02:41 5.54 3 STORAGE 1.19 1.93 4925.93 0 02:09 1.92 ******************* Node Inflow Summary ******************* ------------------------------------------------------------------------------------ ------------- Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ------------------------------------------------------------------------------------ ------------- J2 JUNCTION 0.00 0.34 0 03:52 0 0.209 0.000 J1 JUNCTION 0.00 0.34 0 03:52 0 0.209 0.000 J3 JUNCTION 0.00 20.76 0 02:39 0 5.96 0.000 J4 JUNCTION 0.00 21.76 0 02:39 0 6.56 0.000 Peakview_Storm_Stub OUTFALL 0.00 21.76 0 02:39 0 6.56 0.000 CooperSlough OUTFALL 0.00 21.90 0 02:40 0 8.09 0.000 Lake_Canal OUTFALL 0.00 0.35 0 02:41 0 0.21 0.000 CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal Pond_A STORAGE 233.48 233.48 0 00:40 4.55 4.55 0.025 Pond_B STORAGE 85.59 96.09 0 00:40 1.28 5.82 0.004 Pond_C STORAGE 138.82 138.82 0 00:40 2.06 2.06 0.011 Pond_D STORAGE 144.67 144.67 0 00:40 2.52 2.52 -0.000 Pond_E STORAGE 112.66 112.66 0 00:40 2.14 2.14 0.038 Pond_G STORAGE 203.76 209.38 0 00:40 3.83 5.96 0.018 Pond_H STORAGE 119.43 119.56 0 00:40 1.49 1.6 0.000 Pond_I STORAGE 49.26 49.26 0 00:40 0.576 0.576 -0.000 3 STORAGE 19.35 19.35 0 00:40 0.153 0.153 0.003 ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** ------------------------------------------------------------------------------------ -------------- Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ------------------------------------------------------------------------------------ -------------- Pond_A 121.686 26 0 0 460.663 99 0 02:26 17.16 Pond_B 170.372 58 0 0 292.337 99 0 09:17 11.92 Pond_C 37.212 19 0 0 194.794 99 0 02:11 10.77 Pond_D 305.427 78 0 0 330.882 84 0 03:52 0.34 Pond_E 39.650 12 0 0 194.474 60 0 02:15 12.73 Pond_G 132.315 26 0 0 425.009 83 0 02:39 20.76 Pond_H 158.589 79 0 0 191.178 95 0 02:50 1.01 Pond_I 59.753 57 0 0 73.530 70 0 02:40 0.35 3 11.941 40 0 0 19.261 64 0 02:09 0.22 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Peakview_Storm_Stub 99.55 10.20 21.76 6.564 CooperSlough 99.62 12.57 21.90 8.090 Lake_Canal 99.44 0.33 0.35 0.210 CooperSloughNorth 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 74.65 23.10 44.01 14.864 ******************** Link Flow Summary ******************** ----------------------------------------------------------------------------- Maximum Time of Max Maximum Max/ Max/ |Flow| Occurrence |Veloc| Full Full Link Type CFS days hr:min ft/sec Flow Depth ----------------------------------------------------------------------------- C1 DUMMY 0.34 0 03:52 C2 DUMMY 0.34 0 03:52 C3 DUMMY 20.76 0 02:39 C4 DUMMY 21.76 0 02:39 Pond_H_Outlet ORIFICE 1.01 0 02:50 0.00 Pond_D_Outlet ORIFICE 0.34 0 03:52 0.00 Pond_E_Outlet ORIFICE 12.73 0 02:16 0.00 Pond_B_Outlet ORIFICE 11.92 0 09:18 0.00 Pond_C_Outlet ORIFICE 10.77 0 02:11 0.00 Pond_A_Outlet ORIFICE 17.16 0 02:27 0.00 6 ORIFICE 20.76 0 02:39 0.00 Pond_I_Outlet ORIFICE 0.35 0 02:41 0.00 C5 ORIFICE 0.22 0 02:09 0.00 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Wed Jun 1 09:55:43 2022 Analysis ended on: Wed Jun 1 09:55:43 2022 Total elapsed time: < 1 sec Bloom Filing 1 Final Drainage Report APPENDIX F Drainage Maps FAIRCHILD STREETLOT 12 LOT 13 LOT 14 LOT 19 LOT 20 LOT 18 LOT 17 LOT 16 LOT 15 LOT 3 LOT 2 LOT 4 LOT 1 BLOCK 21 BLOCK 22 8''SSS S S S S S M D5 D2 D3 D12 D1 D6 D4 D21 D21 acres D1 0.59 0.73 1.37 acres D21 0.15 0.19 2.84 acres D2 0.59 0.74 3.29 acres D3 0.69 0.86 1.11 acres D5 0.62 0.77 1.13 D11 acres D4 0.60 0.75 1.04 acres D6 0.63 0.78 1.32 acres D12 0.64 0.80 1.48 acres D13 0.20 0.26 0.97 acres D7 0.62 0.78 1.57 acres D3.1 0.60 0.75 0.71 acres D21.1 0.15 0.19 2.84 Know what's before you dig. DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION SCALE: 1"=50' 0 20 5010 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO.MATCHLINE-SEE SHEET C10.3MATCHLINE-SEE SHEET C10.1 KEYMAP JKD JEP DRAINAGE PLAN C10.0 IRRIGATION POND LIMITS NOTES CONTINUED: 5.AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 6.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. GFAIRCHILD STREETDELOZIER ROADALLEY A LOT 4 LOT 5 LOT 6 LOT 7 LOT 8 LOT 6 LOT 7 LOT 10LOT 11 LOT 9 LOT 8 LOT 12 LOT 11 LOT 8LOT 7 LOT 10 LOT 9 LOT 5 LOT 6 LOT 7 LOT 10LOT 11LOT 12 LOT 9 LOT 8 BLOCK 22 BLOCK 24 BLOCK 26 E5 E8 E22E9 E3E1 E2 D16 D17 D15 D10 D9 D7 D13 D8 D2D6 D8.1 D15.1 E3.1 D14 E20.1 D11 0.65 0.81 acres D8 0.60 0.75 1.24 acres D18.1 0.80 1.00 2.22 acres D9 0.63 0.79 1.56 acres D19 0.79 0.99 0.62 acres D20 0.82 1.00 0.60 acres D17 0.72 0.90 1.07 acres D15 0.61 0.76 0.86 acres D10 0.72 0.91 0.54 acres D16 0.72 0.91 1.06 acres E1 0.72 0.90 1.07 acres E2 0.76 0.95 0.96 acres E3 0.48 0.60 1.32 acres E6 0.68 0.85 0.63 E5 acres E8 0.21 0.27 0.35 E9 acres E22 0.76 0.96 0.99 acres 0.62 0.78 1.57 acres D14 0.70 0.87 0.75 acres OS1 0.44 0.55 0.70 acres OS2 0.41 0.51 0.68 acres EX-1 0.41 0.51 0.68 acres D18 0.25 0.31 0.37 acres E20.1 0.67 0.83 1.11 acres E3.1 0.69 0.86 0.71 acres D15.1 0.63 0.79 0.93 acres D8.1 0.79 0.99 0.17 acres E11.1 0.68 0.85 0.34 acres E25 0.78 0.98 0.74 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM.MATCHLINE-SEE SHEET C10.3MATCHLINE-SEE SHEET C10.0 MATCHLINE-SEE SHEET C10.2 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010MATCHLINE-SEE SHEET C10.4JKD JEP DRAINAGE PLAN C10.1 GDELOZIER ROADLOT 10 LOT 7 LOT 9 LOT 8 LOT 7 LOT 10 LOT 9 LOT 8 BLOCK 28 BLOCK 30 E27 E6 E11 E24 E10 E7 E5 E22 E23 E9 E16 E14 E12 E12.1 E11.1 E24.1 E25.1 E15 E17 acres 0.68 0.85 0.63 acres E5 0.72 0.90 1.07 acres OS4 0.46 0.57 0.29 acres E7 0.74 0.92 1.03 acres E9 0.72 0.90 1.07 acres E10 0.74 0.93 1.03 acres E11 0.55 0.68 0.40 acres E12 0.79 0.99 0.44 acres E14 0.65 0.81 0.30 acres OS3 0.33 0.41 0.85 acres E15 0.82 1.00 0.57 acres OS6 0.60 0.75 0.43 acres E17 0.65 0.81 0.59 acres OS7 0.60 0.75 0.41 acres E22 0.76 0.96 0.99 acres E23 0.77 0.96 0.99 acres E24 0.54 0.67 0.73 acres E24.1 0.67 0.84 0.36 acres E27 0.69 0.86 0.33 acres FUT-G 0.90 1.00 40.3 acres OS5 0.79 0.99 0.15 acres E15.1 0.80 1.0 1.15 acres E26.1 0.80 1.00 0.72 acres E14.1 0.80 1.00 1.3 acres E12.1 0.94 1.00 0.21 acres E25.1 0.62 0.78 0.19 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022MATCHLINE-SEE SHEET C10.4MATCHLINE-SEE SHEET C10.1 MATCHLINE-SEE SHEET C10.8 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.2 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. D20 D19 D22 D24 D23 D21 acres D11 0.65 0.81 1.15 acres D24 0.15 0.19 3.02 acres D22 0.15 0.19 0.24 acres D23 0.43 0.53 0.99 acres E19 0.80 1.00 2.72 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022MATCHLINE-SEE SHEET C10.6MATCHLINE-SEE SHEET C10.0MATCHLINE-SEE SHEET C10.4 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010MATCHLINE-SEE SHEET C10.1JKD JEP DRAINAGE PLAN C10.3 FLOODWAY RESTRICTIONS 1.NO FILL IN THE FLOODWAY UNLESS A HYDRAULIC ANALYSIS SHOWS "NO-RISE". 2.NO MANUFACTURED HOMES, EXECPT IN AN EXISTING PARK, CAN BE PLACED IN THE FLOODWAY. 3.NO CHANGING A NONCONFORMING NON-RESIDENTIAL OR MIXED USE STRUCTURE TO A RESIDENTIAL STRUCTURE 4.LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT IN THE FLOODAY WITHOUT A HYDRAULIC ANALYSIS TO SHOW "NO-RISE". 5.NO STORAGE OF MATERIALS OR EQUIPMENT NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. G E20E25 E28 E15.1 E17.1 E26 E19 E30 acres E19 0.80 1.00 2.72 acres E20 0.57 0.71 1.44 acres E22 0.99 acres E23 0.99 acres E26 0.80 1.0 2.39 acres E29 0.15 0.19 1.77 acres E28 0.76 0.95 0.84 acres FUT-C 0.80 1.00 22.00 acres E30 0.77 0.97 1.04 acres E25.1 0.62 0.78 0.19 E17.1 acres E15.1 0.80 1.00 0.56 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022 IRRIGATION POND LIMITS MATCHLINE-SEE SHEET C10.5MATCHLINE-SEE SHEET C10.2MATCHLINE-SEE SHEET C10.3 MATCHLINE-SEE SHEET C10.9 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010MATCHLINE-SEE SHEET C10.1JKD JEP DRAINAGE PLAN C10.4 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. acres FUT-B 0.80 1.00 15.30 acres FUT-C 0.80 1.00 22.00 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022MATCHLINE-SEE SHEET C10.4MATCHLINE-SEE SHEET C10.6 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.5 FLOODWAY RESTRICTIONS 1.NO FILL IN THE FLOODWAY UNLESS A HYDRAULIC ANALYSIS SHOWS "NO-RISE". 2.NO MANUFACTURED HOMES, EXECPT IN AN EXISTING PARK, CAN BE PLACED IN THE FLOODWAY. 3.NO CHANGING A NONCONFORMING NON-RESIDENTIAL OR MIXED USE STRUCTURE TO A RESIDENTIAL STRUCTURE 4.LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT IN THE FLOODAY WITHOUT A HYDRAULIC ANALYSIS TO SHOW "NO-RISE". 5.NO STORAGE OF MATERIALS OR EQUIPMENT NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. acres FUT-B 0.80 1.00 15.30 acres FUT-A 0.80 1.00 56.00 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022MATCHLINE-SEE SHEET C10.3MATCHLINE-SEE SHEET C10.7 MATCHLINE-SEE SHEET C10.5 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.6 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. acres FUT-A 0.80 1.00 56.00 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022 MATCHLINE-SEE SHEET C10.6 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.7 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. E17 acres E17 0.65 0.81 0.59 acres 0.60 0.75 0.41 acres FUT-G 0.90 1.00 40.3 acres G1 0.79 0.99 1.15 acres G2 0.79 0.99 1.15 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022MATCHLINE-SEE SHEET C10.9MATCHLINE-SEE SHEET C10.2 MATCHLINE-SEE SHEET C10.10 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.8 FLOODWAY RESTRICTIONS 1.NO FILL IN THE FLOODWAY UNLESS A HYDRAULIC ANALYSIS SHOWS "NO-RISE". 2.NO MANUFACTURED HOMES, EXECPT IN AN EXISTING PARK, CAN BE PLACED IN THE FLOODWAY. 3.NO CHANGING A NONCONFORMING NON-RESIDENTIAL OR MIXED USE STRUCTURE TO A RESIDENTIAL STRUCTURE 4.LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT IN THE FLOODAY WITHOUT A HYDRAULIC ANALYSIS TO SHOW "NO-RISE". 5.NO STORAGE OF MATERIALS OR EQUIPMENT NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. acres G5 0.77 0.96 0.34 acres G6 0.77 0.96 0.45 acres G7 0.78 0.98 0.46 acres G8 0.78 0.97 0.48 acres FUT-G 0.90 1.00 40.3 acres E17.1 0.55 0.69 0.40 acres G6.1 0.77 0.96 0.45 acres G7.1 0.81 1.00 0.42 G7 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022MATCHLINE-SEE SHEET C10.8MATCHLINE-SEE SHEET C10.4 MATCHLINE-SEE SHEET C10.11 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.9 FLOODWAY RESTRICTIONS 1.NO FILL IN THE FLOODWAY UNLESS A HYDRAULIC ANALYSIS SHOWS "NO-RISE". 2.NO MANUFACTURED HOMES, EXECPT IN AN EXISTING PARK, CAN BE PLACED IN THE FLOODWAY. 3.NO CHANGING A NONCONFORMING NON-RESIDENTIAL OR MIXED USE STRUCTURE TO A RESIDENTIAL STRUCTURE 4.LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT IN THE FLOODAY WITHOUT A HYDRAULIC ANALYSIS TO SHOW "NO-RISE". 5.NO STORAGE OF MATERIALS OR EQUIPMENT NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. G3 G4 G1 G2 acres FUT-H 0.80 1.00 33.3 acres G4 0.81 1.00 1.16 acres G3 0.81 1.00 1.18 acres FUT-G 0.90 1.00 40.3 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022MATCHLINE-SEE SHEET C10.11MATCHLINE-SEE SHEET C10.8 MATCHLINE-SEE SHEET C10.12 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.10 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. G7 G8 H1 H2 acres H1 0.77 0.97 0.44 acres H2 0.77 0.96 0.53 acres H3 0.80 1.00 0.92 acres H4 0.80 0.99 1.02 acres FUT-H 0.80 1.00 33.3 acres G3 0.81 1.00 1.18 acres G4 0.81 1.00 1.16 acres G7 0.78 0.98 0.46 acres G8 0.78 0.97 0.48 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022MATCHLINE-SEE SHEET C10.10MATCHLINE-SEE SHEET C10.9 MATCHLINE-SEE SHEET C10.13 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.11 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. acres FUT-I 0.80 1.00 6.4 acres FUT-H 0.80 1.00 33.3 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022MATCHLINE-SEE SHEET C10.13MATCHLINE-SEE SHEET C10.10 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.12 NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM. MODULAR HOME H3 H4 acres FUT-H 0.80 1.00 33.3 acres H3 0.80 1.00 0.92 acres H4 0.80 0.99 1.02 - - - - - - - - - - - - - - STAMP H:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\3-CD\FDP_F1\HFH022_C10.0_DRAINAGE.dwg - Matthew Pepin - 6/1/2022Init.#Issue / DescriptionDateFINAL DEVELOPMENT PLANS BLOOM FILING ONEFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTIONDate: Drawn By: Project No: Checked By: 06.01.2022 HFH000022MATCHLINE-SEE SHEET C10.12MATCHLINE-SEE SHEET C10.11 DESIGN POINT DETENTION POND BASIN BOUNDARY (i.e., MHFD-Detention_v4.03 and/or SWMM) SUB-BASIN BOUNDARY (i.e., Rational Method) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID 2-YR RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.05 0.35 2.50 A APPROXIMATE DETENTION POND OVERFLOW PATH 100-YR RUNOFF COEFFICIENT FEMA CROSS SECTION IRRIGATION POND LIMITS KEYMAP Know what's before you dig.SCALE: 1"=50' 0 20 5010 JKD JEP DRAINAGE PLAN C10.13 FLOODWAY RESTRICTIONS 1.NO FILL IN THE FLOODWAY UNLESS A HYDRAULIC ANALYSIS SHOWS "NO-RISE". 2.NO MANUFACTURED HOMES, EXECPT IN AN EXISTING PARK, CAN BE PLACED IN THE FLOODWAY. 3.NO CHANGING A NONCONFORMING NON-RESIDENTIAL OR MIXED USE STRUCTURE TO A RESIDENTIAL STRUCTURE 4.LANDSCAPING MEETS REQUIREMENTS FOR NO ENCROACHMENT IN THE FLOODAY WITHOUT A HYDRAULIC ANALYSIS TO SHOW "NO-RISE". 5.NO STORAGE OF MATERIALS OR EQUIPMENT NOTES: 1.PORTIONS OF THIS PROPERTY ARE LOCATED IN THE FEMA-REGULATED, 100-YEAR COOPER SLOUGH FLOODPLAIN/FLOODWAY AND MUST COMPLY WITH THE SAFETY REGULATIONS OF CHAPTER 10 OF CITY MUNICIPAL CODE. 2.THE DEVELOPER SHALL OBTAIN A FLOODPLAIN USE PERMIT FROM THE CITY OF FORT COLLINS AND PAY ALL APPLICABLE FLOODPLAIN USE PERMIT FEES PRIOR TO COMMENCING ANY CONSTRUCTION ACTIVITY (BUILDING OF STRUCTURES, GRADING, FILL, DETENTION PONDS, BIKE PATHS, PARKING LOTS, UTILITIES, LANDSCAPED AREAS, FLOOD CONTROL CHANNELS, ETC.) WITHIN THE COOPER SLOUGH FLOODPLAIN LIMITS--. STORAGE OF EQUIPMENT AND MATERIALS (TEMPORARY OR PERMANENT) IS NOT ALLOWED IN THE FLOODWAY. ALL ACTIVITIES WITHIN THE FLOODPLAIN ARE SUBJECT TO THE REQUIREMENTS OF CHAPTER 10 OF THE FORT COLLINS MUNICIPAL CODE. 3.CRITICAL FACILITIES ARE PROHIBITED IN THE 100-YEAR FLOODPLAIN. CRITICAL FACILITIES INCLUDE ESSENTIAL SERVICES, AT-RISK POPULATION, HAZARDOUS MATERIALS, AND GOVERNMENT FACILITIES. 4.CONSTRUCTION OF NEW STRUCTURES, HARD SURFACE PATHS, WALKWAYS, DRIVEWAYS, WALLS, AND PARKING AREAS IS PROHIBITED IN THE FLOODWAY UNLESS NO-RISE CONDITIONS ARE MET. ANY CONSTRUCTION ACTIVITIES IN THE REGULATORY FLOODWAY MUST ALSO INCLUDE A NO-RISE CERTIFICATION PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN COLORADO. AN APPROVED FEMA ELEVATION CERTIFICATE COMPLETED BY A LICENSED SURVEYOR OR CIVIL ENGINEER SHOWING THAT THE BUILDING IS CONSTRUCTED TO THE REQUIRED ELEVATION IS REQUIRED POST-CONSTRUCTION PRIOR TO A CERTIFICATE OF OCCUPANCY (CO) BEING ISSUED. PLEASE NOTE: IF ANY PART OF THE BUILDING IS WITHIN THE FLOODPLAIN BOUNDARY, THEN THE ENTIRE STRUCTURE IS CONSIDERED IN THE FLOODPLAIN AND THE ENTIRE BUILDING ENVELOPE MUST MEET THE REQUIREMENTS OF ELEVATING TO THE RFPE. 5.ALL BASE FLOOD ELEVATIONS ARE BASED ON NAVD 1988 DATUM.