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Home My WebLink AboutDrainage Reports - 01/20/2023Bloom Filing 1 Final Drainage Report Galloway & Company, Inc. Page 1 of 29 PREPARED FOR: Hartford Homes, LLC 4801 Goodman St. Timnath, CO 80547 PREPARED BY: Galloway & Company, Inc. 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 Contact: James Prelog, PE DATE: March 30, 2022 Revised June 1, 2022 Revised July 13, 2022 Revised August 16, 2022 Revised November 14, 2022 - Record BLOOM FILING 1 Fort Collins, CO FINAL DRAINAGE REPORT City of Fort Collins Approved Plans Approved by: Date: Bloom Filing 1 Final Drainage Report Galloway & Company, Inc. Page 2 of 29 ENGINEER’S STATEMENT “I hereby attest that this report for the final drainage design for the Bloom Filing 1 was prepared by me or under my direct supervision, in accordance with the provisions of the Fort Collins Stormwater Criteria Manual. I understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed by others.” Matthew Pepin, PE #60198 Date For and on behalf of Galloway & Company, Inc. 11/14/2022 Bloom Filing 1 Final Drainage Report Galloway & Company, Inc. Page 3 of 29 I. Introduction........................................................................................................................................... 4 General Location ......................................................................................................................... 4 Existing Site Info ......................................................................................................................... 4 II. Master Drainage Basin ........................................................................................................................ 5 Overall Basin Description ............................................................................................................ 5 Existing Drainage Facilities ......................................................................................................... 5 Floodplain ................................................................................................................................... 6 III. Project Description .............................................................................................................................. 7 Existing Conditions...................................................................................................................... 7 Proposed Conditions ................................................................................................................... 7 IV. Proposed Drainage Facilities .............................................................................................................. 8 General Concept ......................................................................................................................... 8 Proposed Drainage Basins .......................................................................................................... 9 Detention Pond ......................................................................................................................... 10 Water Quality ............................................................................................................................ 11 LID ............................................................................................................................................ 11 V. Drainage Design Criteria ................................................................................................................... 12 Directly Connected Impervious Area (DCIA) .............................................................................. 12 Development Criteria Reference and Constraints ...................................................................... 13 Hydrological Criteria .................................................................................................................. 14 Hydraulic Criteria ...................................................................................................................... 15 VI. EROSION AND SEDIMENT CONTROL MEASURES.................................................................. 17 Construction Material & Equipment ........................................................................................... 17 Maintenance ............................................................................................................................. 17 VII. Conclusions .................................................................................................................................... 18 Compliance with Standards ....................................................................................................... 18 Variances .................................................................................................................................. 18 Summary of Concepts ............................................................................................................... 18 VIII. References ..................................................................................................................................... 19 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 4 of 29 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 5 of 29 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 6 of 29 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 100-YR flood. 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. 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. The effective 100-YR 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 100- YR floodplain water surface elevations ranging between 4930.5 ft and 4960.2 ft adjacent to the Bloom Filing 1 Development. 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. Bloom Filing 1 Final Drainage Report Galloway & Company, Inc. Page 7 of 29 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 100-YR floodplain and associated water surface elevations, but the LOMR is not a requirement of the City of Fort Collins. 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 8 of 29 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 9 of 29 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 10 of 29 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 = 44.0 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 12.1 cfs B 6.6 ac-ft / 290,000 cf 25.8 cfs*8.7 cfs 22.1 cfs** C 4.6 ac-ft / 200,000 cf 13.6 cfs D 6.4 ac-ft / 280,000 cf 0.75 cfs E 5.1 ac-ft / 220,000 cf 8.8 cfs G 9.5 ac-ft / 412,000 cf 18.6 cfs* 17.6 cfs 21.9 cfs** H 1.7 ac-ft / 74,000 cf 0.34 cfs Bloom Filing 1 Final Drainage Report Galloway & Company, Inc. Page 11 of 29 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 12 of 29 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 13 of 29 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 14 of 29 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 15 of 29 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 16 of 29 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 17 of 29 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 18 of 29 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 19 of 29 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 970.800.3300 •GallowayUS.com VICINITY MAP MULBERRY DEVELOPMENT NOT TO SCALE E. Vine Dr. E. 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O O L Z U � � w6 p a' �' a .� � m N N � O � � O � O N � C f6 � fn f6 0 N U U o Z � in o � S � � � ,o Q � 'ia c = Q R W 0000 � a � � � � � � � � w � � m J � � � � a � � � a � � � o 0 � � � � N O O �..� � C O rn d y a� y Q o �. � a � c c �, � a o 0 0 0 � o 0 0 o a o 0 � Q � Q Q m m U U o z � Q Q m m U U o z � Q Q m m m c c c y c � !� � � o ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ o � � � � ' � � � o0 o e ■ � � z d •p N N N 3 � Q y O y O p_' r6 _ � i � 7 � C R O Z U � �i, Hydrologic Soil Group—Larimer County Area,Colorado Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 7 Ascalon sandy loam,0 B 79.5 32.7% to 3 percent slopes 8 Ascalon sandy loam,3 B 6.1 2.5% to 5 percent slopes 22 Caruso clay loam,0 to 1 D 0.5 0.2% percent slope 35 Fort Collins loam,0 to 3 C 66.7 27.4% percent slopes 36 Fort Collins loam,3 to 5 C 7.4 3.0% percent slopes 37 Fort Collins loam,5 to 9 C 2.9 1.2% percent slopes 40 Garrett loam,0 to 1 B 56.2 23.1% percent slopes 42 Gravel pits A 0.0 0.0% 53 Kim loam, 1 to 3 percent B 11.7 4.8% slopes 76 Nunn clay loam,wet, 1 C 0.4 0.1% to 3 percent slopes 77 Otero sandy loam,0 to 3 A 9.7 4.0% percent slopes 81 Paoli fine sandy loam,0 A 1.0 0.4% to 1 percent slopes 94 Satanta loam,0 to 1 C 0.1 0.1% percent slopes 103 Stoneham loam,5 to 9 B 1.3 0.5% percent slopes Totals for Area of Interest 243.5 100.0% u� Natural Resources Web Soil Survey 3/18/2021 � Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Larimer County Area,Colorado Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential)when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surFace, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. 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'�' u 8 �� B � Ce x � 8 0 � %�; ?$' - - � N �vo8�� oa v&g _ o&~ P� _ a'8. �8v ��` � _ W. o �5 $50 � . - b,",� g � �' _ $. 8= - o �°� ��' � 8 g oF� � F € 8 0 � a y _ �d- .r .- .$P $ ' c g a _ . N � o& . �3. �Z �' 8 E 6 a $ ... �, _ S � � 8 �. � �` . ' � _, � z 8 6 g g = . 'Y -��R g 8 0. g. '� _ .s E � e �. € ' 9E m - . E �; 8 F $ Y �e� b a� � - � � 8 a � 8 8II 8 � 8 $8 � � � �B g �, . � & a8�� - C yo '�S� _ _ €oo.. �_____-o_a oo�.�__3 ma35m �o__ ra�„�r com_amm zzzH�y ..z€ m�c� ._.,m�.t�i� umEm a.,vaa �.,�¢mm�_a FLOOD HAZARD INFORMATION NATIONALFLOOD INSURANCEPROGRAM FLOOD INSURANCE RATE MAP LARIMER COUNTY,COLORADOand Incorporated Areas Panel Contains: COMMUNITY NUMBER PANEL SUFFIX 0984 0984 J J LARIMER COUNTY FORT COLLINS, CITY OF 080101 080102 MAP NUMBER 08069C0984J VERSIONNUMBER 2.6.4.6 SCALE 0983 1003 0992 0982 1011 0981 1001 1000* 0984 0 1,000 2,000500feet 1inch =500feet 1:6,000 Map Projection: LARIMER COUNTY 0 250 500125 meters PANEL LOCATOR * PANEL NOT PRINTED NOTES TO USERS ÑÑÑ ÑÑÑ ÑÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑ Ñ Ñ ÑÑÑÑÑ Larimer County Unincorporated Areas 080101 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 4930.7 4898.1 ,D 4917.5 4883.5 4913.0 4945.6 4902.5 4896.1 4923.1 4913.6 4900.3 ,K 4903.7 4918.9 4928.3 ,B 4945.7 4895.7 4930.5 ,N 4924.8 ,W 4930.5 4886.0 4894.4 4949.2 ,V ,R ,B ,E 4889.7 ,B 4923.6 CC ,J ,D ,M 4902.1 ,B ,E 4883.3 4939.1 4894.7 ,U Control Structure Bridge Bridge Bridge Bridge 1 PCT Annual Chance 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 La Poudre River Cache La Poudre River -LPATH SFP Cache La Poudre River Cooper Slough Boxelder Creek Boxelder Creek Box- 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 SHOWN ON THIS PANEL IS LOCATED WITHIN TOWNSHIP 7 NORTH, RANGE 68 WEST. INTERNATIONAL BLVD COUNTRY- SIDE DR COUNTRY- SIDE CT CRUSADER ST E MULBERRY ST EB SE FRON- TAGE RD HARVESTER CT GREENBRIAR DR ¦25 WEICKER DR DARREN CT COMET ST COLLINS AIRE LN CLIFFORD CT COUNTRYSIDE DR ANNABEL AVE LN LAKE CANAL CT RIVERBEND CT TANA DR LAURA LN FRONTAGE RD N MAX ST COLEMAN ST FRONTAGE RD S ¦25 ¦25 STEVEN DR RAILROAD MARQUISE ST CANAL DR FRONTAGE RD S KENWOOD DR BUCKEYE ST E MULBERRY ST WB TERRY DR SURREY LN SW FRONTAGE RD JAY DR SHARP POINT DR CONQ- UEST WAY STOCKTON AVE COUN- TRYS- IDE CIR ZONE AE ZONE AE ZONE AE 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 E498000mE PANEL 984 OF 1420 1/26/2021 Universal Transverse Mercator (UTM) Zone 13N; North American Datum 1983; Western Hemisphere; Vertical Datum: NAVD 88 SPECIALFLOOD HAZARDAREAS OTHERAREASOF FLOODHAZARD OTHER AREAS GENERAL STRUCTURES WithoutBaseFlood Elevation (BFE) With BFE orDepth RegulatoryFloodway Area ofUndeterminedFlood Hazard Area ofMinimal FloodHazard Zone A,V, A99 Zone AE, AO, AH, VE, AR Zone X Zone D HTTPS://MSC.FEMA.GOV THE INFORMATIONDEPICTED ON THISMAPANDSUPPORTING DOCUMENTATION ARE ALSO AVAILABLE INDIGITALFORMATAT SEE FIS REPORTFORDETAILEDLEGENDANDINDEXMAP FORFIRMPANELLAYOUT Cross Sectionswith 1%AnnualChance Water SurfaceElevation Coastal Transect OTHER FEATURES ProfileBaseline HydrographicFeature BaseFloodElevation Line(BFE) Limit of Study JurisdictionBoundary Coastal TransectBaseline 17.5 0.2% Annual Chance Flood Hazard,Areas of 1% annualchance flood withaverage depth less thanone footorwith drainage areasofless thanonesquaremile Future Conditions1%Annual ChanceFlood Hazard Area with Reduced Flood Risk duetoLevee See Notes. Zone X Zone X Zone X !(8 %,E 18.2 NOSCREEN Levee,Dike,orFloodwall Channel, Culvert, orStormSewer Area with FloodRisk dueto Levee Zone D For information and questions about this Flood Insurance Rate Map (FIRM), available products associated with this FIRM, including historic versions, the current map date for each FIRM panel, how to order products, or the National Flood Insurance Program (NFIP) in general, please call the FEMA Mapping and Insurance eXchange at 1-877-FEMA-MAP (1-877-336-2627) or visit the FEMA Flood Map Service Center website at https://msc.fema.gov. Available products may include previously issued Letters of Map Change, a Flood Insurance Study Report, and/or digital versions of this map. Many of these products can be ordered or obtained directly from the website. Communities annexing land on adjacent FIRM panels must obtain a current copy of the adjacent panel as well as the current FIRM Index. These may be ordered directly from the Flood Map Service Center at the number listed above. 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 National Flood Insurance Program at 1-800-638-6620. Base map information shown on this FIRM was derived from the National Flood Hazard Layer (NFHL), dated 2013 and digital data provided by Larimer County GIS Department, dated 2018. PRELIMINARY 1/26/2021 MAP REVISED 4930.7 4930.5 4930.5 4949.2 ,E ,D MAAAAPP AAARREEAAA SHOOOWWN OON THIS PPPAAAPPPNEL IS LOOCCAAATTAAAEDD WITTHIN TTOOOWNSHIPP 7 NOORRRTTTH, RRRAAAANGE 666888 WEESSTT FRONTATGE RD N Bloom Filing 1 Final Drainage Report APPENDIX B Excerpts from Reference Materials §¨¦25 §¨¦25 Cooper Slough Selected Plan (2021)$Legend ! !! ! _ OZOZ/IUZI 43111W9�531V0 Jll9lA3llV� �tlOj03tlVd3tld �� •�� •��•�� ,� �•��•• ••��• 311�021d'8 NVId W2101S ��tilyd�d"' �U �� a � �'- _ � � = d�d M31n�ib'3d ��d�d " � �o _ ;� �,�-�-�--� €€J 3�� E� �� e� � p=o -��o .00 �¢� °o �_ � o � ope==��, ,�� e� 03 0 " = w = E � w � c = KW ; - � - � o� ;aW»'a=. ei; ��e =„ �� d z � �_= � � a a < � s s �z - e _ - � - m=� �e��:wa= ._'' � V � � 3 3 3 e e e � 3 -� o�'a€�� p3 �� W fu� � � c c. u _ . G t t� y a . c - € u s °=�W - °.� �� °�e ,`K I n I � � I °¢:z ��oW�ioq� oaz � F:� .�W o x g � ;� OO I 0 � o � 1 7 . z _ �� x� asaw>� x:w �� o, W. 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I I�I � Ili � i i� � a � . , , 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 E21 1.04 0.20 0.26 14.0 14.0 0.4 1.8 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 3.3 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 1.7 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 0.8 137.9 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 38.6 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)26.62 - -42.2 211.0 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. 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L � � � C u � o U 3 �! v � `o `o H H � H LL LL Design PointBasin IDArea (Ac)Runoff Coeff. | C2Tc| 2-Year (min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt(min) Design PointBasin IDArea (Ac)Runoff Coeff. | C2Tc| 2-Year (min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt(min) Design PointBasin IDArea (Ac)Runoff Coeff. | C2Tc| 2-Year (min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt(min) Design PointBasin IDArea (Ac)Runoff Coeff. | C100Tc| 100-Year(min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt(min) Design PointBasin IDArea (Ac)Runoff Coeff. | C100Tc| 100-Year(min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt(min) Design PointBasin IDArea (Ac)Runoff Coeff. | C100Tc| 100-Year(min)C*A (Ac)I (in/hr)Q (cfs)Tc (min)C*A (Ac)I (in/hr)Q (cfs)Slope (%)Street Flow (cfs)Design Flow (cfs)Slope (%)Pipe Size (inches)Length (ft)Velocity (fps)Tt(min) Bloom Filing 1 Final Drainage Report APPENDIX D Hydraulic Calculations Sc Sc � � �_ > � v �v = o v � � � � m � jU � u� poo I� ufQQ � � � �n � .� o� � o o ti o0 z z _ � c v � M �6 � � � � m � O O o z c -a c > M � '� w � U1 � � � � a � � U �o v' p o o tD � Q Q � � �-' (1� p[ M ti LL O O M � Z Z _ � � � � N �6 � � a � m � O o o z c -6 ai � v > 2 'ai O � � v c v � � � p m w `� U v M o 0 0 � M o � (n � � � � �i � � o o N '~ O ri � � c v v� ~ O �^ � � a � m � O o o z � O N N +L' w w � � � �" v u � a � �� m @ aa ¢ o � v .�'�. v ; ; E E � � m o � � w aa � � �� o o � � � ¢ 3 ; v o S 3 c � � � � � o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L w .o a w .o a a ia 3 3 .o � y I- = i w � u W " — a c � a c a a � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� � o cn o Z °1 O � 3 3 � � � � � �� 3 ;o c 3 ;o a . . v°/i v°'i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ W G�i r�o rNa � W � oa � � v� N � LL V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o W e �`anv�iv`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'r Z � �-' � ai LL � � Y c� m n n = L E ~ L in � �° J aC+ ° � ac+ ° � W o 0 3 3 � �3 w GO'd � vmm i � +� v�i � �c c a� v vfN o vfcn o Q � � � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � a� � a� � N c �� c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U � � �_ > � v N � � � � � � m � j U O 7 O O O O � Q Q � � � v� � �i rn � o o N O� Z Z _ � c � � r � � � d � m � O O o z � c -o w �� 'v � O y — � aC � ¢ w � U o �`�? p o o O M Q Q � � � cn p� r'i ti � o o M � z z � � � � v N � � � � � � m a O o 0 o z U c Q '� v ai `n u 2 O v � � � � m � j U cn � o 0 o M �O Q Q p � aC v� � ,--� �o � o o .-i tG Z Z � � � c v � v f6 � � a � m � o z U ^'� O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; ; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " — a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � — � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •- � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U � � � �v > N 'v � O v � � � � a � j U o Orn o 0 0 o O� Q Q m � � � V) � .--i 7 LL O O 'i � Z Z _ � C � N O � a ~ o m O o o z c -o c > M � N 0 � � � � � � � � � cn p[ t�i � LL O O N � Z Z (n � (n � N N � � � d � m � O O � Z c -6 c > � v •v w � a�i � � � � a � j U o .-+ o 0 o O ri Q Q � � � v� � �i oi � o o N O� Z Z _ � c � � � � � � d � m � O O o z � O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; ; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " — a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � — � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U � � N '� ; N v •� N p u � � � c Z � p m W 7 U 7 ln p O O � 1!1 Q Q (n �. aC V) � .--i t0 lL O O 'i �O Z Z _ � C � N 7 � � H m � � Z U 0 � � °' c > _ � � a� E ai � � � � � � au, � r, o � o00 o � ou, � � 0-' U' '~ N O� LL O O N 01 0 .--i N � � C N tn Q O � � Q � m 0 � p Z U Q � � c > ri v 'v w � N N L d' Q m � j U I� ln p 1� 1!1 Q Q � � � V� � •--� W � 'i 00 Z Z _ � c v � � � ~ � m a O o 0 o z U ^'� O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; ; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " — a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � — � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U � � �_ > N v •� � Q U � L d' C j p m � j U •--� t�') o 0 0 'i Yf Z Z (n � OC ln � .--i lfl LL O O _ � C � N O � N � H m � � Z U c -o c > � v .� � O " c � a�C � a � � U o �n p o o O 1A a Q � � �-' (n p[ •--� 7 LL o o �i � Z Z O� � � � N N � � � Q � m O O � Z c Q '� v M v N p u � � � p m w � U o � o 0 o O I� Q Q (n d' cC v) � .--i 7 LL o o .-i � Z Z _ � C � � � � � H a 0° � o z U ^'� O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; ; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " — a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � — � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U Q � -� c > ai � u - O v � � � � z � Q a w j U �n N o 0 o uf N Q Q � � aC v� � o ni � o o O N Z Z _ � c � � V � W ~ a � m 0 o z U c -o Q �� .� v O " � � � ¢ w � U �n rn p o o IA M Q Q p � � � p[ O N LL O O O N Z Z (n � � C � lNi1 � � w � m a o z � U c -6 c > � � 'v O u � � � � � z � m w j U N M O O O N M Q Q �. cC V) � .--i vi lL O O 'i Yf Z Z M � � C � � W � a � � � m o z U ^'� O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; ; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " — a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � — � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U � � �_ > o " �v N � N (n L d' � Z j (n a W 7 U Ln ln p O O IA 1!1 Q Q � aC V) � .--i t0 lL O O 'i �O Z Z O � � C � � W � a � p � m O o o z c -o � �� v � O `v' � � � � p a � � U rn r� p o o O� N Q Q c� � � v� � o v � o o O � z z � � � v � r � W � � � m p O O � Z U c -6 Q 'c � � v � u � � � � p m � jU rn .-. poo o+ riQQ cn � °� �n � o � � o o G � z Z _ � c v � � � W H m � � Z U ^'� O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; ; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " — a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � — � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U � � N � j � � '� � � N � � L d' � Q W � U CO 7 O O O 00 � Q Q � � OC V) � O t0 LL O O O �O Z Z O � � C � � M fp W � a � m � O o o z c -o c > � v .� � O y � � � � m � � U o r� p o o O M Q Q � � cn � .� ui � oo .-ivizz � � � � v N N fp W � Q � m O O � Z Q � � c > v v � � �� p m w � U �o '+ p o o �D ri Q Q � � cC v� � o ni � o o O N Z Z � � c v � � N � W H m a o z � U ^'� O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; ; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " — a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � — � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U � � �_ > Y � �ai O v � � � 2 � m � j U I� c�-� o 0 0 1� M Q Q (n �. aC V� � .--� I� � O O 'i I� Z Z M � C � VI � � � � a � m � O o o z c -o c > ai J �y 0 ll � � � Z 7 � a w j U �O o p o o �..� ^ Z Z � a. 0-' (n p[ .--i I� LL O O �� N = � � � � � � a � m � o 0 o z c -6 c > N � J Q U � L d' p m w � U �o 0 0 0 0 �D O Q Q (n � � v� � .--i � � o o .y I� Z Z _ � c � � C� ro a H o � m o z U ^'� O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; ; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " — a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � — � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U � � �_ > M � '� � � N N L d' � a � j U r! o 0 0 0 .y O Q Q � � aC v� � .--� vi � o o .y uf Z Z _ � c � � � � � H � � m � O O o z Q c � c > ai U O `�' � � � � m � j U � o p o o .-I O a Q Q �. 0-' (n p[ .--i u7 LL O O �i IA Z Z � � � � � N �!) � � � a C° � o z U c -6 c > N � Y � u � � � Q m � j U I� N o 0 0 1� N Q Q � �. aC V) � .--i I� lL O O 'i I� Z Z _ � C � N V �6 � � a � m � O o o z � O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; ; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " — a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � — � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U � � a �v > � o '� � � � � p m w � U rn '+ p o o O+ ri Q Q (n � � v� � 0 7 � o o G � Z Z _ � c v � 2 � a ~ o � m O o o z c -o � '� � � v � O y � � � c z � a w � U o �n p O 1A a Q � � � cn p� •--� 7 LL �i � z z _ � � � � W � � � a H m � o z U c -6 ao v > � O �v � � � p m w 7 U 01 7 O O O 01 � Q Q (n � � V) � O 7 LL O O O � Z Z _ � C � N n � C� � a � m � O o o z � O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; ; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " - a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � - � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U Q c -6 c > ai N O v � � � � a � j U r� I� o 0 o M I� Q Q � � aC V� � O .--� � O O O �-1 Z Z � � � c � � � � � � m a O o 0 o z c -o c > ai a 'v � O y � � � z � � m w � U rn m o 0 o O: 00 Q Q p � � cn � .� o� � o o .i ao z z cn � � c v v�i � M � _ � m a O o � o z U c -6 c > v v � O v � � � � a � j U o rn o 0 o O O� Q Q � � � �n � .-i � � oo _ � c � � ti � z Z N � S � � � m � � Z U ^'� O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; ; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " — a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � — � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U � _ � � �� v �v �, o v � � � z � � a w j U �n cn o 0 o uf M Q Q � � aC v� � o ni � o o O N Z Z � � � c v � r � W ~ � m d O o 0 o z U c -o c > ai .� � O " � � � � ¢ w � U o rn p o o O O� a Q � � � � p[ N W LL O O N 00 Z Z _ � � � � W � a � � � m o z U c -6 r� v > v � �� - � � � � � m w � U �o � o 0 0 �D I� Q Q � � cC v� � o ni � o o O N Z Z � _ (~ C N V�i � W ~ � m a O o 0 o z U ^'� O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; ; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " - a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � - � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U � � N � > Q U � L d' � a � j U co � o 0 0 00 �O Q Q - � aC v� � o ri � o o G M Z Z 7 � (~ C N � N �p W � a � m � O o o z c -o c > o v N O " � � � cn z � mu,i � U m � o0o W � aa � � 0-' N p[ o N LL O O O N Z Z N = � � � lNi1 w � a � p � m O o o z m � � r� �v > � 'ai � O v � � � � a � � U v, o 000 � oQ ¢ � � aC v� � o ni � o o O N Z Z _ � c � � o f6 N � w � m d O o 0 o z � O N N +L' w w � � � �" u u � a � �� @ @ aa `" o .�'�. v .�'�. v ; 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; E E � � m � a 3 3 aa � � ~ � � �� o o �a, � ++ °�� °�� e x c c � � o �i LL E > > v� L N .� a w .� a a ia 3 3 .o � y F = iw � u W " — a c � a c aa � 0 L � a' i � � W 3 � � U � y �' � i 'a�-+ � i 'a�-+ � = C '6 � N a� > o cn o Z � O � 3 3 � � � t� � �� 3 ;o c 3 ;o a . . v°/i v°�i c '++ fr 0 in in � � o o a o O s � � � o. � � o. ~ N G�i r�o rNa � W � oa 0 � v� N � � V y '� Q a a� � v � � � '� � � '� � GG o. n � f � � o u+ e �`a `6 � u`�, �pa�i °' �' � oa�i c � E � � E � � a'3a'4mm 'v u U Z 3 � � � H o a a G � Z � — � °1 � v Y Y v m n Q = L � _ L in � � J ° ° ° ° �++ o 0 3 3 � �� W caa � vmm i � +� v�i � � c a� v vfN o vfcn o Q � ~ � � = u~i H y '� ,�,, G i a •'- ar ro a�i v, v m ro c c `o o,_ `o o,_ � o `o � , o `o v `o o a+ u a+ c c `o 0 � � ai � a� � N c �� p � i V �0 a� a� ra ro e '�n a� •�'�n a> > _ 'i0 � �ra Z � � N •— � a� aC > > t t a� � a� � U ►rcn x � N � � � mac � � 3v� az 3oovU f Do f Do O f f � � 7 U 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' 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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' 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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. 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 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 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 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. 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 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 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 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 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 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. 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 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. 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 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. 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 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. 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 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 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 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. 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 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. 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 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. 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 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. 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 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 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 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. 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 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. 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 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. 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 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. 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 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 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16667/12/2022 Bentley StormCAD V8i (SELECTseries 4) [08.11.04.54]Bentley Systems, Inc. Haestad Methods Solution CenterHFH022_Storm D_Eastern Pipes.stsw Scenario: 2 Year Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16667/12/2022 Bentley StormCAD V8i (SELECTseries 4) [08.11.04.54]Bentley Systems, Inc. Haestad Methods Solution CenterHFH022_Storm D_Eastern Pipes.stsw Scenario: 2 YearCurrent Time Step: 0.000HrFlexTable: GAL Conduit TableLabelStart NodeStop NodeInvert(Start)(ft)Invert(Stop)(ft)Length(UserDefined)(ft)Slope(Calculated)(ft/ft)Diameter(in)Manning'snFlow(cfs)Velocity(ft/s)Capacity(FullFlow)(cfs)HydraulicGradeLine (In)(ft)HydraulicGradeLine(Out) (ft)EnergyGradeLine (In)(ft)EnergyGradeLine(Out) (ft)Headloss(ft)P-2 (Storm A)SDMH A2 (Storm A)SDMH A1 (Storm A)4,941.974,941.49395.40.00124.00.0139.523.037.874,943.944,943.324,944.094,943.470.63P-1 (Storm A)SDMH A1 (Storm A)SD FES A (Storm A)4,941.494,941.01395.40.00124.00.0139.523.037.874,943.224,942.114,943.394,942.561.11P-3 (Storm A)SD OUTLET STRUCTURE A3 (Storm A)SDMH A2 (Storm A)4,942.014,941.9735.90.00124.00.0139.523.037.874,944.094,944.034,944.244,944.170.06P-93 (Storm B)SDMH B7 (Storm B)SDMH B6 (Storm B)4,941.904,941.61296.70.00118.00.0130.160.963.284,942.594,942.594,942.594,942.590.00P-162 (Storm B)SDMH B6 (Storm B)SDMH B5 (Storm B)4,941.614,941.22400.00.00118.00.0130.160.963.284,942.594,942.594,942.594,942.590.00P-161 (Storm B)SDMH B5 (Storm B)SDMH B4 (Storm B)4,941.224,940.84400.00.00118.00.0130.160.953.244,942.594,942.594,942.594,942.590.00P-160 (Storm B)SDMH B4 (Storm B)SDMH B3 (Storm B)4,940.844,940.45400.00.00118.00.0130.160.093.284,942.594,942.594,942.594,942.590.00P-94 (Storm B)SD OUTLET STRUCTURE B8 (Storm B)SDMH B7 (Storm B)4,942.004,941.90103.00.00118.00.0130.160.963.274,942.594,942.594,942.604,942.590.00P-92 (Storm B)SDMH B3 (Storm B)SDMH B2 (Storm B)4,940.454,940.30149.00.00124.00.0136.482.067.184,942.554,942.424,942.614,942.490.12P-91 (Storm B)SDMH B2 (Storm B)SDMH B1 (Storm B)4,940.304,940.17136.50.00130.00.01314.082.8712.664,942.334,942.154,942.504,942.330.17P-90 (Storm B)SDMH B1 (Storm B)SD FES B (Storm B)4,940.174,940.01176.50.00130.00.01314.082.8712.354,941.954,941.274,942.174,941.770.68P-103 (Storm B)SD AREA INLET B2.1 (Storm B)SDMH B2 (Storm B)4,941.484,940.88150.60.00424.00.0137.604.6214.314,942.604,942.454,942.884,942.580.15P-104 (Storm B)SD OUTLET STRUCTURE B3.1 (Storm B)SDMH B3 (Storm B)4,941.014,940.5680.10.00624.00.0136.325.0217.024,942.654,942.614,942.734,942.680.04P-25 (Storm E)SDMH E7 (Storm E)SDMH E6 (Storm E)4,945.484,943.81423.00.004-0.0133.573.4425.574,946.004,945.134,946.194,945.150.87P-26 (Storm E)SDMH E8 (Storm E)SDMH E7 (Storm E)4,945.914,945.48107.00.00430.00.0133.633.7326.004,946.684,946.674,946.804,946.710.01CO-4SDMH E5 (Storm E)MH-44,943.574,942.57225.40.004-0.0138.934.5960.534,944.364,943.464,944.644,943.660.90P-27 (Storm E)SD Inlet Z6SDMH E8 (Storm E)4,946.024,945.9126.00.00418.00.0131.042.796.834,946.784,946.784,946.804,946.790.00P-24 (Storm E)SDMH E6 (Storm E)SDMH E5 (Storm E)4,943.814,943.4778.00.004-0.0137.704.4043.354,944.664,944.694,944.844,944.76-0.03P-22 (Storm E)SDMH E4 (Storm E)SDMH E3 (Storm E)4,944.504,943.89186.50.003-0.0134.773.4437.554,945.134,945.094,945.294,945.110.04P-21 (Storm E)SDMH E3 (Storm E)SDMH E2 (Storm E)4,943.894,943.18141.60.005-0.0139.034.8447.264,944.694,944.544,944.984,944.610.15P-110 (Storm E)SDMH E3 (Storm E)SD INLET E3.1A (Storm E)4,943.924,943.896.40.00518.00.0131.911.087.184,945.094,945.084,945.114,945.110.00P-20 (Storm E)SDMH E2 (Storm E)SDMH E1 (Storm E)4,943.184,942.9266.00.00442.00.0138.904.6463.154,944.464,944.474,944.584,944.540.00CO-6SDMH E1 (Storm E)MH-54,942.924,942.32148.90.00442.00.0138.844.6663.864,943.824,943.594,944.144,943.710.23P-112 (Storm E)SD Inlet Z3.1SDMH E6 (Storm E)4,943.924,943.8129.40.00424.00.0132.703.4113.834,945.144,945.134,945.164,945.160.00P-111 (Storm E)SD Inlet Z3-ASDMH E6 (Storm E)4,943.814,943.848.5-0.00418.00.0132.291.296.244,945.144,945.144,945.174,945.170.00P-114 (Storm E)SD INLET E4.2 (Storm E)SDMH E4.1 (Storm E)4,944.924,944.8126.40.00424.00.0133.263.7414.604,945.654,945.644,945.804,945.750.01P-113 (Storm E)SDMH E4.1 (Storm E)SDMH E4 (Storm E)4,944.814,944.4876.00.004-0.0134.823.8143.014,945.394,945.314,945.604,945.390.08P-115 (Storm E)SDMH E4.1 (Storm E)SD INLET E4.1-1 (Storm E)4,944.844,944.816.40.00518.00.0131.640.937.184,945.634,945.614,945.674,945.660.01P-109 (Storm E)SD INLET E3.1 (Storm E)SDMH E3 (Storm E)4,944.004,943.8926.40.00424.00.0133.543.8314.604,945.104,945.104,945.164,945.150.00P-34 (Storm F)SD AREA INLET F8 (Storm F)SD AREA INLET F7 (Storm F)4,946.754,946.5540.10.00518.00.0132.163.647.434,947.684,947.674,947.734,947.700.01P-32 (1) (Storm F)SDMH F6 (Storm F)SDMH F5 (Storm F)4,945.654,945.5817.00.00418.00.0132.083.366.744,946.714,946.704,946.754,946.740.00P-32 (Storm F)SDMH F5 (Storm F)SDMH F4 (Storm F)4,945.584,944.89174.00.00424.00.0134.113.9314.284,946.324,946.204,946.564,946.250.12P-121 (Storm F)SD AREA INLET F5.2 (Storm F)SD AREA INLET F5.1 (Storm F)4,947.034,946.8143.00.00518.00.0132.163.647.434,947.824,947.814,947.904,947.860.01P-120 (Storm F)SD AREA INLET F5.1 (Storm F)SDMH F5 (Storm F)4,946.614,945.78165.60.00518.00.0132.143.637.434,947.164,946.714,947.374,946.770.45P-33 (Storm F)SD AREA INLET F7 (Storm F)SDMH F6 (Storm F)4,946.554,946.06120.80.00418.00.0132.143.356.644,947.134,946.784,947.304,946.880.35P-31 (Storm F)SDMH F4 (Storm F)SDMH F3 (Storm F)4,944.894,944.07203.00.00436.00.0137.824.5842.394,945.774,945.224,946.094,945.370.55P-116 (Storm F)SD AREA INLET F4.1 (Storm F)SDMH F4 (Storm F)4,945.544,944.71165.60.00524.00.0132.023.4916.004,946.184,946.184,946.264,946.190.00P-117 (Storm F)SD AREA INLET F4.2 (Storm F)SD AREA INLET F4.1 (Storm F)4,945.964,945.7443.00.00518.00.0132.053.597.434,946.504,946.344,946.694,946.490.16P-118 (Storm F)SD AREA INLET F4-A.1 (Storm F)SDMH F4 (Storm F)4,945.324,944.71120.90.00524.00.0132.113.5316.004,946.184,946.184,946.224,946.190.00P-119 (Storm F)SD AREA INLET F4-A.2 (Storm F)SD AREA INLET F4-A.1 (Storm F)4,945.784,945.5251.60.00518.00.0132.143.637.434,946.334,946.254,946.534,946.350.07CO-8SDMH F3 (Storm F)MH-64,944.074,942.60415.10.00442.00.0138.284.3759.874,944.954,943.754,945.254,943.891.20P-81 (Storm F)SD INLET F2.1 (Storm F)SDMH F2 (Storm F)4,942.644,942.4145.60.00524.00.0131.223.0116.064,943.724,943.724,943.734,943.720.00P-28 (Storm F)SD INLET F1 (Storm F)SD FES F (Storm F)4,942.384,942.0081.00.00542.00.01310.275.1468.914,943.354,942.914,943.704,943.320.44P-29 (Storm F)SDMH F2 (Storm F)SD INLET F1 (Storm F)4,942.414,942.3811.30.00342.00.0138.734.0151.844,943.644,943.644,943.774,943.760.00P-37 (Storm G)SDMH G3 (Storm G)SDMH G2 (Storm G)4,946.374,943.40302.40.01024.00.0136.006.0522.424,947.244,945.004,947.574,945.082.24P-36 (Storm G)SDMH G2 (Storm G)SD AREA INLET G1 (Storm G)4,943.404,939.44120.80.033-0.0136.008.7139.364,944.134,942.064,944.424,942.122.07P-38 (Storm G)SD AREA INLET G4 (Storm G)SDMH G3 (Storm G)4,947.004,946.3764.30.01024.00.0136.006.0422.394,947.874,947.914,948.204,948.00-0.05P-35 (Storm G)SD AREA INLET G1 (Storm G)SD FES G (Storm G)4,939.444,939.0022.10.020-0.0136.001.7930.674,942.034,942.014,942.084,942.070.02P-39 (Storm H)SDMH H1 (Storm H)SD FES H (Storm H)4,943.804,943.00160.40.00530.00.0136.394.7428.974,944.644,943.804,944.944,944.150.84P-40 (Storm H)SDMH H2 (Storm H)SDMH H1 (Storm H)4,944.564,943.80151.80.00530.00.0136.534.7729.024,945.414,944.964,945.724,945.090.45P-41 (Storm H)SDMH H3 (Storm H)SDMH H2 (Storm H)4,945.114,944.56137.60.00430.00.0136.674.4325.934,946.344,946.314,946.464,946.370.02P-43 (Storm H)SDMH H5 (Storm H)SDMH H4 (Storm H)4,945.584,945.2388.70.00430.00.0136.794.4325.764,946.524,946.494,946.774,946.610.03P-122 (Storm H)SDMH H5 (Storm H)SD INLET H5.1A (Storm H)4,945.624,945.586.50.00618.00.0131.490.848.244,946.734,946.734,946.754,946.750.00P-42 (Storm H)SDMH H4 (Storm H)SDMH H3 (Storm H)4,945.234,945.1129.50.00430.00.0136.704.4626.154,946.414,946.414,946.544,946.510.00P-46 (Storm H)SDMH H8 (Storm H)SDMH H7 (Storm H)4,946.174,945.9652.80.00418.00.0131.773.176.634,946.824,946.804,946.914,946.850.02P-45 (Storm H)SDMH H7 (Storm H)SDMH H6 (Storm H)4,945.964,945.7161.80.00418.00.0131.743.186.684,946.774,946.754,946.824,946.780.01P-44 (Storm H)SDMH H6 (Storm H)SDMH H5 (Storm H)4,945.714,945.5831.60.00418.00.0131.723.196.744,946.744,946.734,946.774,946.750.01P-79 (Storm H)SD INLET H5.1 (Storm H)SDMH H5 (Storm H)4,945.724,945.5826.40.00524.00.0133.824.2716.474,946.754,946.754,946.834,946.810.00P-67 (Storm E)SD Inlet Z5.1SDMH E8 (Storm E)4,945.944,945.916.60.00524.00.0132.783.6815.204,946.804,946.804,946.874,946.870.00P-47 (Storm H)SD Inlet H9SDMH H8 (Storm H)4,946.934,946.17190.20.00418.00.0131.863.226.644,947.474,946.884,947.634,946.960.60CO-1SDMH Z2.1SDMH E5 (Storm E)4,943.804,943.47-0.00618.00.0131.813.617.844,944.674,944.674,944.724,944.690.01CO-3SDMH Z2.1SD Inlet Z2.1-A4,943.804,943.83--0.00118.00.0130.381.263.374,944.684,944.684,944.694,944.690.00CO-2SD Inlet Z2.2SDMH Z2.14,943.914,943.8028.60.00418.00.0131.472.986.524,944.704,944.694,944.744,944.720.01CO-5O-1MH-44,942.004,942.57143.0-0.00442.00.0138.694.6263.524,943.464,942.874,943.784,943.210.59Page1 of26/1/2022file:///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.stswCO-7MH-5SD FES E (Storm E)4,942.324,942.0080.80.00442.00.0138.704.6163.314,943.214,942.884,943.534,943.210.33CO-9MH-6SDMH F2 (Storm F)4,942.604,942.4148.00.00442.00.0137.894.4963.304,943.754,943.754,943.884,943.840.00CO-10MH-7SDMH F3 (Storm F)4,944.944,943.87212.80.00524.00.0132.653.7816.044,945.514,945.164,945.714,945.180.35CO-11SD Inlet F3-BMH-74,945.324,945.1337.50.00518.00.0130.542.467.484,946.044,946.044,946.054,946.040.00CO-12MH-9MH-74,945.224,945.13-0.00618.00.0132.493.977.914,946.074,946.074,946.164,946.140.00CO-13MH-10O-24,951.614,951.41-0.00512.00.0130.401.717.654,951.774,951.564,951.814,951.610.21Page2 of26/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/zhwsiosb.xml Scenario: 2 YearCurrent Time Step: 0.000HrFlexTable: GAL Conduit TableH:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm South Storm.stswLabelStart NodeStop NodeInvert(Start)(ft)Invert(Stop)(ft)Length(UserDefined)(ft)Slope(Calculated)(ft/ft)Diameter(in)Manning'snFlow(cfs)Velocity(ft/s)Capacity(FullFlow)(cfs)HydraulicGradeLine (In)(ft)HydraulicGradeLine(Out) (ft)EnergyGradeLine (In)(ft)EnergyGradeLine(Out) (ft)Headloss(ft)P-95 (Storm C)SDMH C4 (Storm C)SDMH C3 (Storm C)4,937.664,933.56413.30.01018.00.0133.705.4110.474,938.404,934.594,938.684,934.723.80P-10 (Storm C)SD OUTLET STRUCTURE C5 (Storm C)SDMH C4 (Storm C)4,939.014,937.66136.00.01018.00.0133.705.4110.464,939.744,939.204,940.034,939.270.54P-71 (Storm C)SD INLET C3.1 (Storm C)SDMH C3 (Storm C)4,933.794,933.5647.00.00536.00.0130.702.4247.164,934.534,934.534,934.544,934.540.00P-107 (Storm C)SDMH C3 (Storm C)SD INLET C3.1A (Storm C)4,933.594,933.566.00.00536.00.0130.650.0947.164,934.534,934.534,934.544,934.540.00P-70 (Storm C)SDMH C3 (Storm C)SDMH C2 (Storm C)4,933.564,931.78356.00.005-0.0134.994.0546.614,934.154,932.934,934.364,932.961.22P-105 (Storm C)SDMH C2 (Storm C)SD INLET C2.1A (Storm C)4,933.344,933.286.00.01018.00.0130.860.4810.504,933.774,933.684,933.824,933.800.09P-69 (Storm C)SDMH C2 (Storm C)SDMH C1 (Storm C)4,931.784,929.84388.10.00536.00.0136.444.6747.164,932.584,931.384,932.864,931.431.19P-68 (Storm C)SDMH C1 (Storm C)STORM FES C (Storm C)4,929.844,929.3963.50.00736.00.0136.305.2656.174,930.634,930.074,930.914,930.500.56P-99 (Storm K)SDMH K4 (Storm K)SDMH K3 (Storm K)4,932.894,932.17180.90.00454.00.01315.005.28124.364,933.994,933.584,934.384,933.770.41P-187 (1) (Storm K)SDMH K5 (Storm K)SDMH K4 (Storm K)4,934.404,932.89377.10.00442.00.0135.003.9463.634,935.074,934.654,935.304,934.670.42P-98 (Storm K)SDMH K3 (Storm K)SDMH K2 (Storm K)4,932.174,931.41186.60.00454.00.01315.005.32125.624,933.264,933.014,933.654,933.140.26P-97 (Storm K)SDMH K2 (Storm K)SD INLET K1 (Storm K)4,931.414,931.2538.40.00454.00.01316.615.42123.794,932.814,932.834,933.054,933.00-0.01P-147 (Storm K)SD INLET K2.1 (Storm K)SDMH K2 (Storm K)4,932.994,932.9116.60.00536.00.0131.670.2447.664,936.874,936.874,936.874,936.870.00P-96 (Storm K)SD INLET K1 (Storm K)FES K (Storm K)4,931.254,931.0161.80.00454.00.01318.255.56123.364,932.474,932.184,932.904,932.660.29P-100 (Storm L)SD INLET L1 (Storm L)SD FES L (Storm L)4,932.234,932.0155.30.004-0.0133.173.2741.444,932.704,932.484,932.864,932.650.22P-101 (Storm L)SD INLET L2 (Storm L)SD INLET L1 (Storm L)4,932.454,932.2355.00.00418.00.0131.603.096.644,932.954,932.874,933.104,932.950.08P-76 (Storm M)SDMH M6 (Storm M)SDMH M5 (Storm M)4,928.354,927.72183.20.00324.00.0130.000.0013.264,928.354,927.724,928.354,927.720.63CO-43SDMH M6 (Storm M)MH-454,928.354,928.75119.6-0.00324.00.0130.000.0013.024,928.754,928.354,928.754,928.350.40P-150 (Storm M)SD INLET M8 (Storm M)SDMH M7 (Storm M)4,928.764,928.796.0-0.00318.00.0131.012.586.184,929.794,929.794,929.804,929.800.00P-75 (Storm M)SDMH M5 (Storm M)SD INLET M4 (Storm M)4,927.724,927.06193.10.00324.00.0130.000.0013.264,927.724,927.604,927.724,927.600.13P-102 (Storm M)SD INLET M4 (Storm M)SDMH M3 (Storm M)4,927.064,926.35207.10.00336.00.0131.972.8939.094,927.524,926.874,927.654,926.960.65P-74 (Storm M)SDMH M3 (Storm M)SDMH M2 (Storm M)4,926.354,924.98400.00.00336.00.0131.862.8439.084,926.804,925.484,926.924,925.571.32P-73 (Storm M)SDMH M2 (Storm M)SDMH M1 (Storm M)4,924.984,924.62103.70.00336.00.0131.692.7639.104,925.404,925.114,925.524,925.190.29P-72 (Storm M)SDMH M1 (Storm M)O-64,924.624,924.21125.70.00336.00.0131.652.6938.134,925.054,924.614,925.164,924.740.44CO-42SDMH M-A1 (Storm M)O-74,924.684,924.40133.40.00248.00.0130.000.00196.234,924.684,924.404,924.684,924.400.28P-186 (2) (Storm M)SD INLET M-A2 (Storm M)SDMH M-A1 (Storm M)4,925.574,924.68444.20.00248.00.0130.000.00192.714,925.574,924.684,925.574,924.680.89P-148 (Storm M)SD OUTLET STRUCTURE M1.1 (Storm M)SDMH M1 (Storm M)4,925.014,924.6230.10.01318.00.0130.000.0011.954,925.074,925.074,925.074,925.070.00P-187 (2) (Storm K)MH-39SDMH K5 (Storm K)4,934.604,934.4050.50.00436.00.0135.004.0142.184,935.414,935.414,935.574,935.500.00P-166 (Storm K)MH-40SDMH K4 (Storm K)4,933.744,933.5450.50.00436.00.01310.004.8942.184,934.744,934.764,935.114,934.97-0.01P-106 (Storm C)MH-41SDMH C2 (Storm C)4,933.754,933.2847.20.01018.00.0130.853.5810.504,934.094,933.574,934.214,933.770.53P-151 (Storm M)MH-42SDMH M7 (Storm M)4,930.504,930.2646.50.00518.00.0131.022.957.434,930.874,930.644,931.014,930.780.23P-149 (Storm M)MH-43SD INLET M4 (Storm M)4,929.824,929.5652.50.00518.00.0131.093.017.434,930.214,929.954,930.354,930.090.26P-78 (Storm M)O-8SD INLET M8 (Storm M)4,929.014,928.7965.50.00318.00.0131.971.126.154,929.784,929.544,929.824,929.730.24CO-44MH-45MH-464,928.754,929.00--0.00424.00.0130.000.0013.704,929.004,928.754,929.004,928.750.25Page1 of16/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/fqmo52yf.xml Scenario: 2 YearCurrent Time Step: 0.000HrFlexTable: GAL Conduit TableH:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm E_Split.stswLabelStart NodeStop NodeInvert(Start)(ft)Invert(Stop)(ft)Length(UserDefined)(ft)Slope(Calculated)(ft/ft)Diameter(in)Manning'snFlow(cfs)Velocity(ft/s)Capacity(FullFlow)(cfs)HydraulicGradeLine (In)(ft)HydraulicGradeLine(Out) (ft)EnergyGradeLine (In)(ft)EnergyGradeLine(Out) (ft)Headloss(ft)P-137 (Storm I)SD AREA INLET I6.3 (Storm I)SD AREA INLET I6.2 (Storm I)4,944.914,944.7140.10.00518.00.0132.163.647.434,945.494,945.494,945.674,945.570.01P-136 (Storm I)SD AREA INLET I6.2 (Storm I)SD AREA INLET I6.1 (Storm I)4,944.504,942.98304.00.00524.00.0132.143.5416.004,945.014,944.114,945.194,944.130.90P-143 (Storm I)SDMH I2-A.6 (Storm I)SDMH I2-A.5 (Storm I)4,942.104,941.60134.80.00424.00.0132.403.2913.784,943.084,943.074,943.124,943.080.01P-159 (Storm I)SD AREA INLET I6.1-A (Storm I)SD AREA INLET I6.1 (Storm I)4,942.994,942.7940.10.00518.00.0132.163.647.434,944.124,944.114,944.164,944.140.01P-135 (Storm I)SD AREA INLET I6.1 (Storm I)SDMH I6 (Storm I)4,942.794,942.03151.00.00524.00.0133.994.2316.004,943.494,942.714,943.754,942.990.78P-129 (Storm I)SD AREA INLET I5-A.2 (Storm I)SD AREA INLET I5-A.1 (Storm I)4,943.474,942.25304.00.00424.00.0132.113.2614.314,943.994,943.074,944.154,943.110.92P-134 (Storm I)SD AREA INLET I6-A.2 (Storm I)SD AREA INLET I6-A.1 (Storm I)4,943.414,943.2139.90.00518.00.0132.113.627.434,943.984,943.974,944.164,944.060.01P-142 (Storm I)SDMH I2-A.5 (Storm I)SDMH I2-A.4 (Storm I)4,941.604,941.2099.80.00424.00.0134.804.1114.324,942.524,942.484,942.704,942.560.04P-130 (Storm I)SD AREA INLET I5-A.3 (Storm I)SD AREA INLET I5-A.2 (Storm I)4,943.634,943.4740.10.00424.00.0132.143.2714.314,944.384,944.374,944.444,944.410.00P-133 (Storm I)SD AREA INLET I6-A.1 (Storm I)SDMH I6 (Storm I)4,943.014,942.03194.50.00524.00.0132.093.5216.004,943.514,942.524,943.694,942.710.99P-141 (Storm I)SDMH I2-A.4 (Storm I)SDMH I2-A.3 (Storm I)4,941.204,940.60141.40.00430.00.0136.204.4326.714,942.024,941.854,942.324,941.950.17P-128 (Storm I)SD AREA INLET I5-A.1 (Storm I)SDMH I5 (Storm I)4,942.254,941.65151.00.00430.00.0133.923.8125.944,942.914,942.304,943.144,942.530.61P-158 (Storm I)SD AREA INLET I5-A.1 (Storm I)SD AREA INLET I5-A.1-A (Storm I)4,942.454,942.2540.10.00524.00.0132.140.6816.004,943.194,943.094,943.224,943.190.10P-53 (Storm I)SDMH I6 (Storm I)SDMH I5 (Storm I)4,940.074,939.6896.00.00436.00.0135.774.2042.514,941.364,941.354,941.424,941.390.00P-50 (Storm I)SDMH I3 (Storm I)SDMH I2 (Storm I)4,937.564,937.4524.80.00454.00.01315.755.56130.924,939.074,939.084,939.254,939.22-0.01CO-36SDMH I2 (Storm I)SD FES I (Storm I)4,937.394,937.00-0.00554.00.01315.715.76137.744,938.994,939.014,939.144,939.09-0.02P-131 (Storm I)SD AREA INLET I5.1 (Storm I)SDMH I5 (Storm I)4,942.624,941.65194.50.00530.00.0132.123.4429.004,943.104,942.114,943.264,942.290.99P-132 (Storm I)SD AREA INLET I5.2 (Storm I)SD AREA INLET I5.1 (Storm I)4,943.024,942.8239.90.00524.00.0132.143.5416.004,943.534,943.394,943.714,943.520.14P-124 (Storm I)SDMH I4.2 (Storm I)SDMH I4.1 (Storm I)4,940.224,939.30235.00.00436.00.0134.003.7341.734,940.854,940.714,941.064,940.740.13P-140 (Storm I)SDMH I2-A.3 (Storm I)SDMH I2-A.2 (Storm I)4,940.604,940.4051.00.00436.00.0137.604.4941.784,941.774,941.764,941.914,941.860.00CO-41SDMH I2-A.1 (Storm I)O-44,939.704,939.50-0.00442.00.01312.005.2266.074,940.754,940.514,941.134,940.930.24CO-26SDMH I5 (Storm I)MH-284,939.684,939.20120.40.00442.00.01311.334.9963.524,940.764,940.784,941.074,940.90-0.02CO-32SDMH I2-A.2 (Storm I)MH-334,940.404,939.95108.00.00436.00.0139.004.8243.054,941.684,941.684,941.834,941.750.00CO-24SDMH I4 (Storm I)MH-274,938.834,938.4986.80.00454.00.01315.565.30123.094,939.954,939.954,940.344,940.140.00P-123 (Storm I)SDMH I4.1 (Storm I)SDMH I4 (Storm I)4,939.144,938.8376.00.00442.00.0134.763.9164.254,940.704,940.704,940.724,940.710.00P-127 (Storm I)SD INLET I4.1-A.1 (Storm I)SDMH I4.1 (Storm I)4,940.424,940.3028.50.00424.00.0130.542.2214.684,940.724,940.714,940.774,940.730.01P-126 (Storm I)SD INLET I4.1-A (Storm I)SDMH I4.1 (Storm I)4,940.804,940.858.5-0.00618.00.0130.530.308.064,941.204,941.124,941.234,941.210.08P-156 (Storm I)MH-1SDMH I2-A.6 (Storm I)4,942.304,942.1050.50.00424.00.0132.403.3714.234,943.134,943.124,943.194,943.160.01P-155 (Storm I)MH-2SDMH I2-A.5 (Storm I)4,941.724,940.8329.30.03024.00.0132.406.9439.434,943.064,943.064,943.084,943.07-0.01P-154 (Storm I)MH-3SDMH I2-A.4 (Storm I)4,941.684,941.5330.50.00518.00.0131.403.217.364,942.464,942.454,942.494,942.480.00P-153 (Storm I)MH-4SDMH I2-A.3 (Storm I)4,941.114,940.9630.50.00518.00.0131.403.217.374,941.824,941.824,941.874,941.850.00P-152 (Storm I)MH-5SDMH I2-A.2 (Storm I)4,940.414,940.2631.20.00524.00.0131.403.0915.704,941.734,941.734,941.734,941.730.00P-125 (Storm I)MH-6SDMH I4.2 (Storm I)4,943.444,943.3321.50.00524.00.0132.333.6316.004,943.974,943.854,944.164,944.050.12CO-3MH-8SDMH J74,941.694,941.47-0.00918.00.0131.003.549.704,942.064,941.994,942.204,942.040.08CO-4SDMH J7SDMH J64,941.474,940.41279.30.004-0.0131.002.4013.394,941.774,941.114,941.864,941.120.66CO-5SDMH J6MH-114,940.414,940.6845.8-0.00618.00.0131.003.118.074,941.114,941.124,941.204,941.14-0.01CO-6SDMH J6SDMH J54,940.414,939.9893.20.005-0.0132.003.1514.774,940.824,940.774,940.974,940.800.05CO-9SDMH J5SDMH J44,939.984,939.6974.80.004-0.0133.743.4040.884,940.494,940.434,940.674,940.490.06CO-7SD Inlet J5-ASDMH J54,940.084,939.9823.50.00418.00.0130.962.736.854,940.774,940.774,940.794,940.780.00CO-8SD Inlet J5.1SDMH J54,941.024,940.90-0.00518.00.0130.952.787.064,941.394,941.264,941.514,941.390.13CO-13SDMH J4SDMH J34,939.694,938.85210.60.004-0.0134.863.6463.764,940.254,939.674,940.444,939.740.58CO-10SDMH J4.1SDMH J44,940.014,939.6979.80.00436.00.0131.302.6942.234,940.414,940.404,940.494,940.420.01CO-11SDMH J4.1SD Inlet J4.24,940.014,940.1637.5-0.00418.00.0130.792.536.644,940.514,940.454,940.614,940.500.06CO-12SDMH J4.1SD Inlet J4.14,940.074,940.1017.5-0.00224.00.0130.611.689.374,940.464,940.444,940.504,940.480.02CO-15SDMH J3SDMH J24,938.854,937.46346.90.004-0.0135.823.8463.904,939.464,939.034,939.684,939.050.43CO-14MH-20SDMH J34,939.124,938.8554.00.00518.00.0131.293.157.434,939.664,939.664,939.744,939.680.00CO-17SDMH J2SD Inlet J14,937.464,937.3723.50.004-0.0136.203.8562.484,939.014,939.014,939.034,939.030.00CO-16SD Inlet J2.1SDMH J24,940.504,940.3029.50.007-0.0130.752.6354.064,940.734,940.504,940.804,940.610.22CO-18SD Inlet J1SD FES J4,937.374,937.0083.00.004-0.0137.784.3466.384,939.004,939.004,939.034,939.020.00CO-19MH-24SDMH I4.2 (Storm I)4,940.854,940.4286.00.00524.00.0131.863.4016.004,941.324,941.254,941.494,941.280.07CO-20MH-24MH-254,941.054,941.20--0.00918.00.0130.603.1610.194,941.494,941.434,941.594,941.480.06CO-21MH-26MH-244,941.104,941.0510.60.00518.00.0131.293.097.214,941.534,941.514,941.684,941.630.02CO-25MH-27SDMH I3 (Storm I)4,938.494,937.56232.10.00454.00.01316.155.40124.474,939.634,939.224,940.034,939.360.41CO-31MH-27MH-324,938.694,938.738.5-0.00518.00.0130.271.947.214,939.864,939.864,939.864,939.860.00CO-27MH-28SDMH I4 (Storm I)4,939.204,938.8393.30.00448.00.01311.104.8990.454,940.724,940.724,940.824,940.780.00CO-29MH-28MH-304,939.204,939.29--0.00618.00.0130.933.048.054,940.744,940.744,940.744,940.740.00CO-28MH-29MH-284,939.394,939.20-0.00518.00.0130.832.727.234,940.744,940.744,940.744,940.740.00CO-30MH-31MH-274,938.834,938.6928.50.00518.00.0130.512.397.364,939.864,939.864,939.874,939.870.00CO-33MH-33SDMH I2-A.1 (Storm I)4,939.954,939.7070.70.00442.00.01312.024.8659.824,941.624,941.624,941.734,941.700.01CO-34MH-33SD INLET I2.1 (Storm I)4,937.854,937.9928.5-0.00518.00.0131.610.917.364,941.664,941.654,941.674,941.660.01CO-35MH-33MH-354,937.854,937.909.3-0.00518.00.0131.510.857.704,941.654,941.654,941.664,941.660.00CO-37SD FES DSD INLET D14,939.004,939.2768.3-0.00424.00.0132.623.4514.224,939.854,939.564,940.044,939.770.29CO-40SD INLET D2SD INLET D14,939.494,939.2753.00.00418.00.0131.473.066.774,940.024,939.994,940.134,940.040.03Page1 of16/1/2022file:///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: 100 Year Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16667/12/2022 Bentley StormCAD V8i (SELECTseries 4) [08.11.04.54]Bentley Systems, Inc. Haestad Methods Solution CenterHFH022_Storm E_Split.stsw 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 YearCurrent Time Step: 0.000HrFlexTable: GAL Conduit TableH:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm D_Eastern Pipes.stswLabelStart NodeStop NodeInvert(Start)(ft)Invert(Stop)(ft)Length(UserDefined)(ft)Slope(Calculated)(ft/ft)Diameter(in)Manning'snFlow(cfs)Velocity(ft/s)Capacity(FullFlow)(cfs)HydraulicGradeLine (In)(ft)HydraulicGradeLine(Out) (ft)EnergyGradeLine (In)(ft)EnergyGradeLine(Out) (ft)Headloss(ft)P-2 (Storm A)SDMH A2 (Storm A)SDMH A1 (Storm A)4,941.974,941.49395.40.00124.00.01317.205.477.874,947.594,945.304,948.064,945.772.29P-1 (Storm A)SDMH A1 (Storm A)SD FES A (Storm A)4,941.494,941.01395.40.00124.00.01317.205.477.874,945.034,942.504,945.494,943.232.52P-3 (Storm A)SD OUTLET STRUCTURE A3 (Storm A)SDMH A2 (Storm A)4,942.014,941.9735.90.00124.00.01317.205.477.874,948.084,947.874,948.554,948.340.21P-93 (Storm B)SDMH B7 (Storm B)SDMH B6 (Storm B)4,941.904,941.61296.70.00118.00.0130.340.193.284,944.154,944.144,944.154,944.150.00P-162 (Storm B)SDMH B6 (Storm B)SDMH B5 (Storm B)4,941.614,941.22400.00.00118.00.0130.340.193.284,944.144,944.144,944.154,944.140.00P-161 (Storm B)SDMH B5 (Storm B)SDMH B4 (Storm B)4,941.224,940.84400.00.00118.00.0130.340.193.244,944.144,944.144,944.144,944.140.00P-160 (Storm B)SDMH B4 (Storm B)SDMH B3 (Storm B)4,940.844,940.45400.00.00118.00.0130.340.193.284,944.144,944.134,944.144,944.130.00P-94 (Storm B)SD OUTLET STRUCTURE B8 (Storm B)SDMH B7 (Storm B)4,942.004,941.90103.00.00118.00.0130.340.193.274,944.154,944.154,944.154,944.150.00P-92 (Storm B)SDMH B3 (Storm B)SDMH B2 (Storm B)4,940.454,940.30149.00.00124.00.01311.113.547.184,944.014,943.654,944.204,943.840.36P-91 (Storm B)SDMH B2 (Storm B)SDMH B1 (Storm B)4,940.304,940.17136.50.00130.00.01323.034.6912.664,943.444,943.014,943.784,943.350.43P-90 (Storm B)SDMH B1 (Storm B)SD FES B (Storm B)4,940.174,940.01176.50.00130.00.01323.034.6912.354,942.554,941.644,942.914,942.360.91P-103 (Storm B)SD AREA INLET B2.1 (Storm B)SDMH B2 (Storm B)4,941.484,940.88150.60.00424.00.01311.923.7914.314,944.084,943.664,944.304,943.880.42P-104 (Storm B)SD OUTLET STRUCTURE B3.1 (Storm B)SDMH B3 (Storm B)4,941.014,940.5680.10.00624.00.01310.773.4317.024,944.394,944.204,944.574,944.390.18P-25 (Storm E)SDMH E7 (Storm E)SDMH E6 (Storm E)4,945.484,943.81423.00.004-0.01315.622.9125.574,948.344,947.714,948.494,947.870.63P-26 (Storm E)SDMH E8 (Storm E)SDMH E7 (Storm E)4,945.914,945.48107.00.00430.00.01315.953.2526.004,948.674,948.514,948.834,948.670.16CO-4SDMH E5 (Storm E)MH-44,943.574,942.57225.40.004-0.01338.553.9560.534,947.114,946.704,947.394,946.990.41P-27 (Storm E)SD Inlet Z6SDMH E8 (Storm E)4,946.024,945.9126.00.00418.00.0134.572.586.834,948.884,948.834,948.984,948.940.05P-24 (Storm E)SDMH E6 (Storm E)SDMH E5 (Storm E)4,943.814,943.4778.00.004-0.01333.264.3343.354,947.504,947.304,947.854,947.640.20P-22 (Storm E)SDMH E4 (Storm E)SDMH E3 (Storm E)4,944.504,943.89186.50.003-0.01320.852.7137.554,948.334,948.144,948.464,948.270.19P-21 (Storm E)SDMH E3 (Storm E)SDMH E2 (Storm E)4,943.894,943.18141.60.005-0.01339.575.0847.264,947.994,947.494,948.464,947.960.50P-110 (Storm E)SDMH E3 (Storm E)SD INLET E3.1A (Storm E)4,943.924,943.896.40.00518.00.0138.294.697.184,948.264,948.224,948.604,948.560.04P-20 (Storm E)SDMH E2 (Storm E)SDMH E1 (Storm E)4,943.184,942.9266.00.00442.00.01339.024.0663.154,947.214,947.114,947.464,947.360.10CO-6SDMH E1 (Storm E)MH-54,942.924,942.32148.90.00442.00.01338.714.0263.864,946.844,946.624,947.094,946.870.22P-112 (Storm E)SD Inlet Z3.1SDMH E6 (Storm E)4,943.924,943.8129.40.00424.00.01311.863.7813.834,947.824,947.744,948.044,947.960.08P-111 (Storm E)SD Inlet Z3-ASDMH E6 (Storm E)4,943.814,943.848.5-0.00418.00.01310.015.666.244,947.854,947.774,948.354,948.270.08P-114 (Storm E)SD INLET E4.2 (Storm E)SDMH E4.1 (Storm E)4,944.924,944.8126.40.00424.00.01314.104.4914.604,948.744,948.644,949.064,948.950.10P-113 (Storm E)SDMH E4.1 (Storm E)SDMH E4 (Storm E)4,944.814,944.4876.00.004-0.01321.202.7743.014,948.494,948.414,948.634,948.550.08P-115 (Storm E)SDMH E4.1 (Storm E)SD INLET E4.1-1 (Storm E)4,944.844,944.816.40.00518.00.0137.464.227.184,948.664,948.634,948.944,948.900.03P-109 (Storm E)SD INLET E3.1 (Storm E)SDMH E3 (Storm E)4,944.004,943.8926.40.00424.00.01315.504.9314.604,948.364,948.234,948.744,948.610.12P-34 (Storm F)SD AREA INLET F8 (Storm F)SD AREA INLET F7 (Storm F)4,946.754,946.5540.10.00518.00.0139.425.337.434,952.484,952.154,952.924,952.600.32P-32 (1) (Storm F)SDMH F6 (Storm F)SDMH F5 (Storm F)4,945.654,945.5817.00.00418.00.0139.175.196.744,950.284,950.154,950.704,950.570.13P-32 (Storm F)SDMH F5 (Storm F)SDMH F4 (Storm F)4,945.584,944.89174.00.00424.00.01318.215.8014.284,949.814,948.684,950.334,949.201.13P-121 (Storm F)SD AREA INLET F5.2 (Storm F)SD AREA INLET F5.1 (Storm F)4,947.034,946.8143.00.00518.00.0139.425.337.434,952.284,951.934,952.724,952.380.35P-120 (Storm F)SD AREA INLET F5.1 (Storm F)SDMH F5 (Storm F)4,946.614,945.78165.60.00518.00.0139.355.297.434,951.474,950.164,951.914,950.601.31P-33 (Storm F)SD AREA INLET F7 (Storm F)SDMH F6 (Storm F)4,946.554,946.06120.80.00418.00.0139.365.296.644,951.694,950.734,952.134,951.170.96P-31 (Storm F)SDMH F4 (Storm F)SDMH F3 (Storm F)4,944.894,944.07203.00.00436.00.01335.074.9642.394,948.344,947.784,948.724,948.160.56P-116 (Storm F)SD AREA INLET F4.1 (Storm F)SDMH F4 (Storm F)4,945.544,944.71165.60.00524.00.0138.852.8216.004,948.774,948.524,948.904,948.640.25P-117 (Storm F)SD AREA INLET F4.2 (Storm F)SD AREA INLET F4.1 (Storm F)4,945.964,945.7443.00.00518.00.0138.925.057.434,949.324,949.014,949.724,949.410.31P-118 (Storm F)SD AREA INLET F4-A.1 (Storm F)SDMH F4 (Storm F)4,945.324,944.71120.90.00524.00.0139.352.9816.004,948.734,948.534,948.874,948.660.21P-119 (Storm F)SD AREA INLET F4-A.2 (Storm F)SD AREA INLET F4-A.1 (Storm F)4,945.784,945.5251.60.00518.00.0139.435.347.434,949.424,949.004,949.864,949.440.42CO-8SDMH F3 (Storm F)MH-64,944.074,942.60415.10.00442.00.01335.913.7359.874,947.574,947.044,947.794,947.260.53P-81 (Storm F)SD INLET F2.1 (Storm F)SDMH F2 (Storm F)4,942.644,942.4145.60.00524.00.0135.201.6516.064,946.834,946.804,946.874,946.840.02P-28 (Storm F)SD INLET F1 (Storm F)SD FES F (Storm F)4,942.384,942.0081.00.00542.00.01344.014.5768.914,946.484,946.324,946.804,946.650.16P-29 (Storm F)SDMH F2 (Storm F)SD INLET F1 (Storm F)4,942.414,942.3811.30.00342.00.01337.413.8951.844,946.654,946.634,946.884,946.870.02P-37 (Storm G)SDMH G3 (Storm G)SDMH G2 (Storm G)4,946.374,943.40302.40.01024.00.01318.005.7322.424,949.934,948.014,950.444,948.521.92P-36 (Storm G)SDMH G2 (Storm G)SD AREA INLET G1 (Storm G)4,943.404,939.44120.80.033-0.01318.005.3639.364,947.624,946.794,948.144,947.310.83P-38 (Storm G)SD AREA INLET G4 (Storm G)SDMH G3 (Storm G)4,947.004,946.3764.30.01024.00.01318.005.7322.394,950.724,950.314,951.234,950.820.41P-35 (Storm G)SD AREA INLET G1 (Storm G)SD FES G (Storm G)4,939.444,939.0022.10.020-0.01318.005.3630.674,946.474,946.324,947.004,946.840.15P-39 (Storm H)SDMH H1 (Storm H)SD FES H (Storm H)4,943.804,943.00160.40.00530.00.01328.275.7628.974,947.084,946.324,947.604,946.840.76P-40 (Storm H)SDMH H2 (Storm H)SDMH H1 (Storm H)4,944.564,943.80151.80.00530.00.01328.775.8629.024,948.154,947.404,948.684,947.930.75P-41 (Storm H)SDMH H3 (Storm H)SDMH H2 (Storm H)4,945.114,944.56137.60.00430.00.01329.235.9525.934,949.424,948.724,949.974,949.270.70P-43 (Storm H)SDMH H5 (Storm H)SDMH H4 (Storm H)4,945.584,945.2388.70.00430.00.01329.646.0425.764,950.704,950.244,951.274,950.800.46P-122 (Storm H)SDMH H5 (Storm H)SD INLET H5.1A (Storm H)4,945.624,945.586.50.00618.00.0136.503.688.244,950.924,950.904,951.134,951.110.02P-42 (Storm H)SDMH H4 (Storm H)SDMH H3 (Storm H)4,945.234,945.1129.50.00430.00.01329.335.9826.154,949.904,949.754,950.464,950.300.15P-46 (Storm H)SDMH H8 (Storm H)SDMH H7 (Storm H)4,946.174,945.9652.80.00418.00.0137.824.436.634,952.094,951.794,952.394,952.100.29P-45 (Storm H)SDMH H7 (Storm H)SDMH H6 (Storm H)4,945.964,945.7161.80.00418.00.0137.754.386.684,951.614,951.284,951.914,951.580.34P-44 (Storm H)SDMH H6 (Storm H)SDMH H5 (Storm H)4,945.714,945.5831.60.00418.00.0137.664.336.744,951.104,950.934,951.394,951.220.17P-79 (Storm H)SD INLET H5.1 (Storm H)SDMH H5 (Storm H)4,945.724,945.5826.40.00524.00.01316.565.2716.474,951.134,950.994,951.564,951.420.14P-67 (Storm E)SD Inlet Z5.1SDMH E8 (Storm E)4,945.944,945.916.60.00524.00.01312.183.8815.204,948.904,948.884,949.144,949.120.02P-47 (Storm H)SD Inlet H9SDMH H8 (Storm H)4,946.934,946.17190.20.00418.00.0138.104.596.644,953.364,952.234,953.694,952.561.13CO-1SDMH Z2.1SDMH E5 (Storm E)4,943.804,943.47-0.00618.00.0137.814.427.844,947.624,947.294,947.924,947.590.33CO-3SDMH Z2.1SD Inlet Z2.1-A4,943.804,943.83--0.00118.00.0131.650.933.374,947.694,947.684,947.704,947.700.01CO-2SD Inlet Z2.2SDMH Z2.14,943.914,943.8028.60.00418.00.0136.383.616.524,947.864,947.764,948.074,947.960.11CO-5O-1MH-44,942.004,942.57143.0-0.00442.00.01337.373.8863.524,946.524,946.324,946.754,946.550.20CO-7MH-5SD FES E (Storm E)4,942.324,942.0080.80.00442.00.01338.023.9563.314,946.444,946.324,946.684,946.560.12CO-9MH-6SDMH F2 (Storm F)4,942.604,942.4148.00.00442.00.01333.963.5363.304,946.924,946.864,947.114,947.060.05CO-10MH-7SDMH F3 (Storm F)4,944.944,943.87212.80.00524.00.01311.483.6516.044,948.264,947.714,948.464,947.920.55CO-11SD Inlet F3-BMH-74,945.324,945.1337.50.00518.00.0132.371.347.484,948.444,948.434,948.474,948.450.02CO-12MH-9MH-74,945.224,945.13-0.00618.00.01310.866.157.914,948.824,948.654,949.414,949.240.17CO-13MH-10O-24,951.614,951.41-0.00512.00.0132.402.877.654,952.004,951.784,952.124,951.920.21Page1 of16/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/y5tgsiqi.xml Scenario: 100 YearCurrent Time Step: 0.000HrFlexTable: GAL Conduit TableH:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm South Storm.stswLabelStart NodeStop NodeInvert(Start)(ft)Invert(Stop)(ft)Length(UserDefined)(ft)Slope(Calculated)(ft/ft)Diameter(in)Manning'snFlow(cfs)Velocity(ft/s)Capacity(FullFlow)(cfs)HydraulicGradeLine (In)(ft)HydraulicGradeLine(Out) (ft)EnergyGradeLine (In)(ft)EnergyGradeLine(Out) (ft)Headloss(ft)P-95 (Storm C)SDMH C4 (Storm C)SDMH C3 (Storm C)4,937.664,933.56413.30.01018.00.01311.206.3410.474,941.274,936.574,941.894,937.194.70P-10 (Storm C)SD OUTLET STRUCTURE C5 (Storm C)SDMH C4 (Storm C)4,939.014,937.66136.00.01018.00.01311.206.3410.464,943.354,941.814,943.984,942.431.55P-71 (Storm C)SD INLET C3.1 (Storm C)SDMH C3 (Storm C)4,933.794,933.5647.00.00536.00.0133.063.7647.164,936.324,936.324,936.334,936.330.00P-107 (Storm C)SDMH C3 (Storm C)SD INLET C3.1A (Storm C)4,933.594,933.566.00.00536.00.0132.810.4047.164,936.324,936.324,936.324,936.320.00P-70 (Storm C)SDMH C3 (Storm C)SDMH C2 (Storm C)4,933.564,931.78356.00.005-0.01317.012.2146.614,936.284,936.054,936.374,936.130.24P-105 (Storm C)SDMH C2 (Storm C)SD INLET C2.1A (Storm C)4,933.344,933.286.00.01018.00.0133.732.1110.504,936.044,936.044,936.114,936.110.01P-69 (Storm C)SDMH C2 (Storm C)SDMH C1 (Storm C)4,931.784,929.84388.10.00536.00.01322.913.2447.164,935.944,935.494,936.114,935.650.46P-68 (Storm C)SDMH C1 (Storm C)STORM FES C (Storm C)4,929.844,929.3963.50.00736.00.01322.093.1356.174,935.294,935.224,935.444,935.370.07P-99 (Storm K)SDMH K4 (Storm K)SDMH K3 (Storm K)4,932.894,932.17180.90.00454.00.01385.005.34124.364,937.624,937.284,938.074,937.730.34P-187 (1) (Storm K)SDMH K5 (Storm K)SDMH K4 (Storm K)4,934.404,932.89377.10.00442.00.01325.002.6063.634,938.184,937.954,938.294,938.060.23P-98 (Storm K)SDMH K3 (Storm K)SDMH K2 (Storm K)4,932.174,931.41186.60.00454.00.01385.005.34125.624,937.014,936.664,937.464,937.110.35P-97 (Storm K)SDMH K2 (Storm K)SD INLET K1 (Storm K)4,931.414,931.2538.40.00454.00.01392.135.79123.794,936.194,936.104,936.714,936.620.08P-147 (Storm K)SD INLET K2.1 (Storm K)SDMH K2 (Storm K)4,932.994,932.9116.60.00536.00.0137.191.0247.664,936.494,936.494,936.514,936.510.00P-96 (Storm K)SD INLET K1 (Storm K)FES K (Storm K)4,931.254,931.0161.80.00454.00.01399.348.63123.364,935.334,935.224,936.004,935.860.11P-100 (Storm L)SD INLET L1 (Storm L)SD FES L (Storm L)4,932.234,932.0155.30.004-0.01313.891.8041.444,935.244,935.224,935.304,935.280.02P-101 (Storm L)SD INLET L2 (Storm L)SD INLET L1 (Storm L)4,932.454,932.2355.00.00418.00.0136.993.966.644,935.604,935.364,935.844,935.600.24P-76 (Storm M)SDMH M6 (Storm M)SDMH M5 (Storm M)4,928.354,927.72183.20.00324.00.01321.506.8413.264,934.074,932.414,934.804,933.141.65CO-43SDMH M6 (Storm M)MH-454,928.354,928.75119.6-0.00324.00.01321.506.8413.024,935.584,934.504,936.314,935.231.08P-150 (Storm M)SD INLET M8 (Storm M)SDMH M7 (Storm M)4,928.764,928.796.0-0.00318.00.0134.402.496.184,930.904,930.894,930.994,930.980.01P-75 (Storm M)SDMH M5 (Storm M)SD INLET M4 (Storm M)4,927.724,927.06193.10.00324.00.01321.506.8413.264,931.974,930.224,932.694,930.951.74P-102 (Storm M)SD INLET M4 (Storm M)SDMH M3 (Storm M)4,927.064,926.35207.10.00336.00.01330.166.1039.094,929.604,929.284,929.944,929.570.32P-74 (Storm M)SDMH M3 (Storm M)SDMH M2 (Storm M)4,926.354,924.98400.00.00336.00.01329.926.0939.084,929.094,928.334,929.394,928.610.76P-73 (Storm M)SDMH M2 (Storm M)SDMH M1 (Storm M)4,924.984,924.62103.70.00336.00.01329.514.1839.104,928.164,927.964,928.434,928.230.20P-72 (Storm M)SDMH M1 (Storm M)O-64,924.624,924.21125.70.00336.00.01331.374.4438.134,927.784,927.504,928.084,927.810.28CO-42SDMH M-A1 (Storm M)O-74,924.684,924.40133.40.00248.00.013217.005.76196.234,928.744,928.404,929.254,928.920.34P-186 (2) (Storm M)SD INLET M-A2 (Storm M)SDMH M-A1 (Storm M)4,925.574,924.68444.20.00248.00.013217.005.76192.714,930.354,929.224,930.864,929.741.13P-148 (Storm M)SD OUTLET STRUCTURE M1.1 (Storm M)SDMH M1 (Storm M)4,925.014,924.6230.10.01318.00.0132.001.1311.954,927.874,927.864,927.894,927.880.01P-187 (2) (Storm K)MH-39SDMH K5 (Storm K)4,934.604,934.4050.50.00436.00.01325.003.5442.184,938.034,937.964,938.224,938.150.07P-166 (Storm K)MH-40SDMH K4 (Storm K)4,933.744,933.5450.50.00436.00.01360.008.4942.184,938.774,938.364,939.894,939.480.41P-106 (Storm C)MH-41SDMH C2 (Storm C)4,933.754,933.2847.20.01018.00.0133.672.0810.504,936.094,936.044,936.164,936.100.06P-151 (Storm M)MH-42SDMH M7 (Storm M)4,930.504,930.2646.50.00518.00.0134.444.397.434,931.334,931.164,931.634,931.410.18P-149 (Storm M)MH-43SD INLET M4 (Storm M)4,929.824,929.5652.50.00518.00.0134.754.467.434,931.274,931.174,931.384,931.280.10P-78 (Storm M)O-8SD INLET M8 (Storm M)4,929.014,928.7965.50.00318.00.0138.644.896.154,930.774,930.154,931.144,930.710.62CO-44MH-45MH-464,928.754,929.00--0.00424.00.01321.506.8413.704,936.644,936.024,937.364,936.750.62Page1 of16/1/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/1pazrkjg.xml Scenario: 100 YearCurrent Time Step: 0.000HrFlexTable: GAL Conduit TableH:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm E_Split.stswLabelStart NodeStop NodeInvert(Start)(ft)Invert(Stop)(ft)Length(UserDefined)(ft)Slope(Calculated)(ft/ft)Diameter(in)Manning'snFlow(cfs)Velocity(ft/s)Capacity(FullFlow)(cfs)HydraulicGradeLine (In)(ft)HydraulicGradeLine(Out) (ft)EnergyGradeLine (In)(ft)EnergyGradeLine(Out) (ft)Headloss(ft)P-137 (Storm I)SD AREA INLET I6.3 (Storm I)SD AREA INLET I6.2 (Storm I)4,944.914,944.7140.10.00518.00.0139.425.337.434,949.194,948.864,949.634,949.310.32P-136 (Storm I)SD AREA INLET I6.2 (Storm I)SD AREA INLET I6.1 (Storm I)4,944.504,942.98304.00.00524.00.0139.362.9816.004,948.574,948.054,948.714,948.190.52P-143 (Storm I)SDMH I2-A.6 (Storm I)SDMH I2-A.5 (Storm I)4,942.104,941.60134.80.00424.00.0137.002.2313.784,947.974,947.844,948.054,947.920.13P-159 (Storm I)SD AREA INLET I6.1-A (Storm I)SD AREA INLET I6.1 (Storm I)4,942.994,942.7940.10.00518.00.0139.425.337.434,948.504,948.174,948.944,948.620.32P-135 (Storm I)SD AREA INLET I6.1 (Storm I)SDMH I6 (Storm I)4,942.794,942.03151.00.00524.00.01317.215.4816.004,947.754,946.874,948.214,947.340.87P-129 (Storm I)SD AREA INLET I5-A.2 (Storm I)SD AREA INLET I5-A.1 (Storm I)4,943.474,942.25304.00.00424.00.0139.162.9114.314,947.224,946.724,947.354,946.860.50P-134 (Storm I)SD AREA INLET I6-A.2 (Storm I)SD AREA INLET I6-A.1 (Storm I)4,943.414,943.2139.90.00518.00.0139.295.267.434,947.664,947.354,948.094,947.780.31P-142 (Storm I)SDMH I2-A.5 (Storm I)SDMH I2-A.4 (Storm I)4,941.604,941.2099.80.00424.00.01314.004.4614.324,947.624,947.244,947.934,947.540.38P-130 (Storm I)SD AREA INLET I5-A.3 (Storm I)SD AREA INLET I5-A.2 (Storm I)4,943.634,943.4740.10.00424.00.0139.272.9514.314,947.454,947.394,947.594,947.520.07P-133 (Storm I)SD AREA INLET I6-A.1 (Storm I)SDMH I6 (Storm I)4,943.014,942.03194.50.00524.00.0139.232.9416.004,947.064,946.744,947.204,946.880.32P-141 (Storm I)SDMH I2-A.4 (Storm I)SDMH I2-A.3 (Storm I)4,941.204,940.60141.40.00430.00.01321.004.2826.714,947.004,946.634,947.284,946.910.37P-128 (Storm I)SD AREA INLET I5-A.1 (Storm I)SDMH I5 (Storm I)4,942.254,941.65151.00.00430.00.01316.913.4525.944,946.634,946.384,946.824,946.560.26P-158 (Storm I)SD AREA INLET I5-A.1 (Storm I)SD AREA INLET I5-A.1-A (Storm I)4,942.454,942.2540.10.00524.00.0139.372.9816.004,946.794,946.734,946.934,946.860.07P-53 (Storm I)SDMH I6 (Storm I)SDMH I5 (Storm I)4,940.074,939.6896.00.00436.00.01325.163.5642.514,946.524,946.384,946.724,946.580.14P-50 (Storm I)SDMH I3 (Storm I)SDMH I2 (Storm I)4,937.564,937.4524.80.00454.00.01367.154.22130.924,944.404,944.374,944.674,944.650.03CO-36SDMH I2 (Storm I)SD FES I (Storm I)4,937.394,937.00-0.00554.00.01366.934.21137.744,944.204,944.114,944.484,944.390.09P-131 (Storm I)SD AREA INLET I5.1 (Storm I)SDMH I5 (Storm I)4,942.624,941.65194.50.00530.00.0139.191.8729.004,946.424,946.324,946.484,946.380.10P-132 (Storm I)SD AREA INLET I5.2 (Storm I)SD AREA INLET I5.1 (Storm I)4,943.024,942.8239.90.00524.00.0139.292.9616.004,946.594,946.524,946.734,946.660.07P-124 (Storm I)SDMH I4.2 (Storm I)SDMH I4.1 (Storm I)4,940.224,939.30235.00.00436.00.01316.702.3641.734,945.634,945.494,945.724,945.570.15P-140 (Storm I)SDMH I2-A.3 (Storm I)SDMH I2-A.2 (Storm I)4,940.604,940.4051.00.00436.00.01330.254.2841.784,946.404,946.304,946.694,946.580.10CO-41SDMH I2-A.1 (Storm I)O-44,939.704,939.50-0.00442.00.01354.515.6766.074,944.644,944.504,945.144,945.000.14CO-26SDMH I5 (Storm I)MH-284,939.684,939.20120.40.00442.00.01349.145.1163.524,946.084,945.794,946.484,946.200.29CO-32SDMH I2-A.2 (Storm I)MH-334,940.404,939.95108.00.00436.00.01339.505.5943.054,946.014,945.634,946.504,946.120.38CO-24SDMH I4 (Storm I)MH-274,938.834,938.4986.80.00454.00.01366.534.18123.094,945.204,945.104,945.474,945.370.10P-123 (Storm I)SDMH I4.1 (Storm I)SDMH I4 (Storm I)4,939.144,938.8376.00.00442.00.01319.462.0264.254,945.444,945.414,945.504,945.470.03P-127 (Storm I)SD INLET I4.1-A.1 (Storm I)SDMH I4.1 (Storm I)4,940.424,940.3028.50.00424.00.0132.310.7414.684,945.464,945.454,945.474,945.460.00P-126 (Storm I)SD INLET I4.1-A (Storm I)SDMH I4.1 (Storm I)4,940.804,940.858.5-0.00618.00.0132.151.218.064,945.464,945.464,945.494,945.480.00P-156 (Storm I)MH-1SDMH I2-A.6 (Storm I)4,942.304,942.1050.50.00424.00.0137.002.2314.234,948.124,948.074,948.194,948.150.05P-155 (Storm I)MH-2SDMH I2-A.5 (Storm I)4,941.724,940.8329.30.03024.00.0137.002.2339.434,947.874,947.844,947.954,947.920.03P-154 (Storm I)MH-3SDMH I2-A.4 (Storm I)4,941.684,941.5330.50.00518.00.0137.003.967.364,947.344,947.214,947.594,947.450.14P-153 (Storm I)MH-4SDMH I2-A.3 (Storm I)4,941.114,940.9630.50.00518.00.0139.255.237.374,946.924,946.684,947.354,947.110.24P-152 (Storm I)MH-5SDMH I2-A.2 (Storm I)4,940.414,940.2631.20.00524.00.0139.252.9415.704,946.294,946.244,946.434,946.370.05P-125 (Storm I)MH-6SDMH I4.2 (Storm I)4,943.444,943.3321.50.00524.00.01310.143.2316.004,945.824,945.774,945.984,945.930.04CO-3MH-8SDMH J74,941.694,941.47-0.00918.00.0134.502.559.704,945.354,945.304,945.454,945.400.05CO-4SDMH J7SDMH J64,941.474,940.41279.30.004-0.0134.501.3413.394,945.244,945.124,945.274,945.150.12CO-5SDMH J6MH-114,940.414,940.6845.8-0.00618.00.0134.502.558.074,945.234,945.144,945.334,945.240.08CO-6SDMH J6SDMH J54,940.414,939.9893.20.005-0.0139.002.6814.774,945.064,944.904,945.194,945.030.16CO-9SDMH J5SDMH J44,939.984,939.6974.80.004-0.01316.462.1440.884,944.814,944.774,944.904,944.850.05CO-7SD Inlet J5-ASDMH J54,940.084,939.9823.50.00418.00.0134.082.316.854,944.914,944.884,944.994,944.960.04CO-8SD Inlet J5.1SDMH J54,941.024,940.90-0.00518.00.0134.122.337.064,944.924,944.884,945.004,944.960.04CO-13SDMH J4SDMH J34,939.694,938.85210.60.004-0.01320.691.9563.764,944.724,944.634,944.794,944.700.09CO-10SDMH J4.1SDMH J44,940.014,939.6979.80.00436.00.0135.440.7742.234,944.744,944.744,944.754,944.750.01CO-11SDMH J4.1SD Inlet J4.24,940.014,940.1637.5-0.00418.00.0133.481.976.644,944.814,944.774,944.874,944.830.04CO-12SDMH J4.1SD Inlet J4.14,940.074,940.1017.5-0.00224.00.0132.380.769.374,944.754,944.754,944.764,944.760.00CO-15SDMH J3SDMH J24,938.854,937.46346.90.004-0.01324.362.3063.904,944.584,944.384,944.684,944.480.20CO-14MH-20SDMH J34,939.124,938.8554.00.00518.00.0135.623.187.434,944.824,944.674,944.984,944.820.15CO-17SDMH J2SD Inlet J14,937.464,937.3723.50.004-0.01324.902.3562.484,944.284,944.264,944.384,944.360.01CO-16SD Inlet J2.1SDMH J24,940.504,940.3029.50.007-0.0132.260.2954.064,944.344,944.344,944.344,944.340.00CO-18SD Inlet J1SD FES J4,937.374,937.0083.00.004-0.01330.972.9566.384,944.194,944.114,944.354,944.270.08CO-19MH-24SDMH I4.2 (Storm I)4,940.854,940.4286.00.00524.00.0137.322.3316.004,945.834,945.744,945.924,945.830.09CO-20MH-24MH-254,941.054,941.20--0.00918.00.0132.621.4810.194,945.874,945.864,945.914,945.900.01CO-21MH-26MH-244,941.104,941.0510.60.00518.00.0134.852.747.214,945.924,945.904,946.034,946.010.02CO-25MH-27SDMH I3 (Storm I)4,938.494,937.56232.10.00454.00.01369.214.35124.474,944.934,944.654,945.234,944.940.29CO-31MH-27MH-324,938.694,938.738.5-0.00518.00.0131.490.857.214,945.004,945.004,945.014,945.010.00CO-27MH-28SDMH I4 (Storm I)4,939.204,938.8393.30.00448.00.01348.303.8490.454,945.584,945.484,945.814,945.710.11CO-29MH-28MH-304,939.204,939.29--0.00618.00.0134.072.308.054,945.684,945.664,945.774,945.740.02CO-28MH-29MH-284,939.394,939.20-0.00518.00.0133.592.037.234,945.704,945.654,945.764,945.720.05CO-30MH-31MH-274,938.834,938.6928.50.00518.00.0132.221.267.364,945.014,945.004,945.044,945.030.01CO-33MH-33SDMH I2-A.1 (Storm I)4,939.954,939.7070.70.00442.00.01354.615.6859.824,945.344,945.134,945.844,945.630.21CO-34MH-33SD INLET I2.1 (Storm I)4,937.854,937.9928.5-0.00518.00.0136.233.527.364,945.624,945.524,945.814,945.710.10CO-35MH-33MH-354,937.854,937.909.3-0.00518.00.0139.225.227.704,945.684,945.614,946.104,946.030.07CO-37SD FES DSD INLET D14,939.004,939.2768.3-0.00424.00.01311.493.6614.224,944.294,944.114,944.494,944.320.18CO-40SD INLET D2SD INLET D14,939.494,939.2753.00.00418.00.0136.463.666.774,944.614,944.414,944.824,944.620.20Page1 of16/1/2022file:///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 Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16667/12/2022 Bentley StormCAD V8i (SELECTseries 4) [08.11.04.54]Bentley Systems, Inc. Haestad Methods Solution CenterHFH022_Storm South Storm.stsw 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 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 4,933.70 4,933.70 4,933.76 4,933.76 MH-40 4,937.26 HEC-22 Energy (Third Edition)0.00 4,937.26 4,937.26 4,937.38 4,937.38 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 4,931.64 4,931.64 4,931.64 4,931.64 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-47 4,943.36 HEC-22 Energy (Third Edition)0.32 4,939.12 4,938.79 4,939.32 4,939.14 SD INLET C2.1A (Storm C)4,938.75 HEC-22 Energy (Third Edition)0.00 4,933.78 4,933.78 4,933.82 4,933.82 SD INLET C3.1 (Storm C)4,940.53 HEC-22 Energy (Third Edition)0.00 4,935.07 4,935.07 4,935.07 4,935.07 SD INLET C3.1A (Storm C)4,940.53 HEC-22 Energy (Third Edition)0.00 4,935.07 4,935.07 4,935.07 4,935.07 SD INLET K1 (Storm K)4,936.80 HEC-22 Energy (Third Edition)0.47 4,933.03 4,932.57 4,933.21 4,932.97 SD INLET K2.1 (Storm K)4,936.80 HEC-22 Energy (Third Edition)0.00 4,933.39 4,933.39 4,933.53 4,933.53 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)0.62 4,928.15 4,927.53 4,928.29 4,927.97 SD INLET M8 (Storm M)4,937.20 HEC-22 Energy (Third Edition)0.04 4,931.76 4,931.72 4,931.92 4,931.91 SD OUTLET STRUCTURE C5 (Storm C)4,940.72 HEC-22 Energy (Third Edition)0.00 4,940.72 4,940.72 4,940.77 4,940.77 SD OUTLET STRUCTURE M1.1 (Storm M)4,926.72 HEC-22 Energy (Third Edition)0.00 4,925.09 4,925.09 4,925.09 4,925.09 SD Outlet Structure O1 4,930.72 HEC-22 Energy (Third Edition)0.00 4,930.72 4,930.72 4,930.88 4,930.88 SDMH C1 (Storm C)4,937.28 HEC-22 Energy (Third Edition)1.29 4,932.11 4,930.82 4,932.17 4,931.18 SDMH C2 (Storm C)4,938.52 HEC-22 Energy (Third Edition)0.48 4,933.57 4,933.09 4,933.66 4,933.46 SDMH C3 (Storm C)4,940.27 HEC-22 Energy (Third Edition)0.26 4,935.07 4,934.80 4,935.07 4,935.14 SDMH C4 (Storm C)4,945.68 HEC-22 Energy (Third Edition)1.04 4,941.00 4,939.96 4,941.03 4,940.28 SDMH K2 (Storm K)4,936.87 HEC-22 Energy (Third Edition)0.11 4,933.24 4,933.13 4,933.32 4,933.31 SDMH K3 (Storm K)4,937.76 HEC-22 Energy (Third Edition)0.02 4,933.33 4,933.30 4,933.43 4,933.42 SDMH K4 (Storm K)4,938.70 HEC-22 Energy (Third Edition)0.15 4,933.57 4,933.42 4,933.58 4,933.58 SDMH K5 (Storm K)4,937.96 HEC-22 Energy (Third Edition)0.04 4,933.67 4,933.63 4,933.71 4,933.68 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)0.42 4,925.09 4,924.67 4,925.09 4,925.10 SDMH M2 (Storm M)4,932.66 HEC-22 Energy (Third Edition)0.37 4,925.55 4,925.18 4,925.71 4,925.53 SDMH M3 (Storm M)4,933.09 HEC-22 Energy (Third Edition)0.50 4,927.19 4,926.70 4,927.35 4,927.13 SDMH M5 (Storm M)4,936.30 HEC-22 Energy (Third Edition)0.46 4,928.82 4,928.35 4,928.98 4,928.73 SDMH M6 (Storm M)4,937.38 HEC-22 Energy (Third Edition)0.46 4,929.52 4,929.06 4,929.69 4,929.46 SDMH M7 (Storm M)4,936.98 HEC-22 Energy (Third Edition)1.71 4,931.63 4,929.92 4,931.64 4,930.37 Page 1 of 1 7/12/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/3tmzblbr.xml Scenario: 2 YearCurrent Time Step: 0.000HrFlexTable: GAL Conduit TableH:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm South Storm.stswLabelStart NodeStop NodeInvert(Start)(ft)Invert(Stop)(ft)Length(UserDefined)(ft)Slope(Calculated)(ft/ft)Diameter(in)Manning'snFlow(cfs)Velocity(ft/s)Capacity(FullFlow)(cfs)HydraulicGradeLine (In)(ft)HydraulicGradeLine(Out) (ft)EnergyGradeLine (In)(ft)EnergyGradeLine(Out) (ft)Headloss(ft)CO-48SDMH C4 (Storm C)MH-474,939.004,938.07242.80.00430.00.0137.934.5725.384,939.964,939.224,940.284,939.420.74CO-45SD OUTLET STRUCTURE C5 (Storm C)CB-14,939.504,939.0368.30.00718.00.0133.211.828.714,941.084,941.024,941.134,941.070.06P-71 (Storm C)SD INLET C3.1 (Storm C)SDMH C3 (Storm C)4,933.794,933.5647.00.00536.00.0130.702.4247.164,935.074,935.074,935.074,935.070.00P-107 (Storm C)SDMH C3 (Storm C)SD INLET C3.1A (Storm C)4,933.594,933.566.00.00536.00.0130.650.0947.164,935.074,935.074,935.074,935.070.00P-70 (Storm C)SDMH C3 (Storm C)SDMH C2 (Storm C)4,933.874,932.09356.00.00536.00.0138.765.1047.164,934.804,933.614,935.144,933.701.19P-105 (Storm C)SDMH C2 (Storm C)SD INLET C2.1A (Storm C)4,933.344,933.286.00.01018.00.0130.860.4810.504,933.784,933.724,933.824,933.810.06P-69 (Storm C)SDMH C2 (Storm C)SDMH C1 (Storm C)4,932.094,930.15388.10.00536.00.01310.055.3047.164,933.094,932.144,933.464,932.200.96P-68 (Storm C)SDMH C1 (Storm C)STORM FES C (Storm C)4,929.844,929.3963.50.00736.00.0139.735.9656.174,930.824,930.234,931.184,930.780.59P-99 (Storm K)SDMH K4 (Storm K)SDMH K3 (Storm K)4,931.684,931.31180.90.002-0.01325.004.5786.984,933.424,933.374,933.584,933.480.04P-187 (1) (Storm K)SDMH K5 (Storm K)SDMH K4 (Storm K)4,932.434,931.68377.10.00236.00.0135.003.1329.744,933.634,933.574,933.684,933.590.05P-98 (Storm K)SDMH K3 (Storm K)SDMH K2 (Storm K)4,931.314,930.94186.60.002-0.01325.004.5285.654,933.304,933.274,933.424,933.350.03P-97 (Storm K)SDMH K2 (Storm K)SD INLET K1 (Storm K)4,930.944,930.8638.40.00254.00.01326.674.9289.804,933.134,933.114,933.314,933.290.02P-147 (Storm K)SD INLET K2.1 (Storm K)SDMH K2 (Storm K)4,932.994,932.9116.60.00536.00.0131.673.1647.664,933.394,933.334,933.534,933.450.06P-96 (Storm K)SD INLET K1 (Storm K)FES K (Storm K)4,930.864,930.7461.80.00254.00.01328.354.8886.634,932.574,932.264,932.974,932.820.30P-100 (Storm L)SD INLET L1 (Storm L)SD FES L (Storm L)4,932.234,932.0155.30.004-0.0133.173.2741.444,932.704,932.484,932.864,932.650.22P-101 (Storm L)SD INLET L2 (Storm L)SD INLET L1 (Storm L)4,932.454,932.2355.00.00418.00.0131.603.096.644,932.954,932.874,933.104,932.950.08P-76 (Storm M)SDMH M6 (Storm M)SDMH M5 (Storm M)4,927.864,927.13183.20.00430.00.01311.855.1625.894,929.064,928.894,929.464,929.050.17CO-50SDMH M6 (Storm M)SDMH M7 (Storm M)4,927.864,928.76--0.00830.00.01311.886.5335.674,929.924,929.594,930.374,929.760.33P-150 (Storm M)SD INLET M8 (Storm M)SDMH M7 (Storm M)4,928.344,928.366.0-0.00324.00.01310.993.5013.054,931.724,931.714,931.914,931.900.01P-75 (Storm M)SDMH M5 (Storm M)SD INLET M4 (Storm M)4,927.134,926.36193.10.00430.00.01311.805.1625.904,928.354,928.214,928.734,928.350.14P-102 (Storm M)SD INLET M4 (Storm M)SDMH M3 (Storm M)4,926.364,925.53207.10.00436.00.01313.545.3242.224,927.534,927.264,927.974,927.420.27P-74 (Storm M)SDMH M3 (Storm M)SDMH M2 (Storm M)4,925.534,923.93400.00.00436.00.01313.445.3042.184,926.704,925.624,927.134,925.791.08P-73 (Storm M)SDMH M2 (Storm M)SDMH M1 (Storm M)4,923.934,923.51103.70.00436.00.01313.285.3142.454,925.184,925.174,925.534,925.340.01P-72 (Storm M)SDMH M1 (Storm M)O-64,923.514,923.00125.70.00436.00.01313.235.3142.494,924.674,924.214,925.104,924.590.46CO-42SDMH M-A1 (Storm M)O-74,924.684,924.40133.40.00248.00.0130.000.00196.234,924.684,924.404,924.684,924.400.28P-186 (2) (Storm M)SD INLET M-A2 (Storm M)SDMH M-A1 (Storm M)4,925.574,924.68444.20.00248.00.0130.000.00192.714,925.574,924.684,925.574,924.680.89P-148 (Storm M)SD OUTLET STRUCTURE M1.1 (Storm M)SDMH M1 (Storm M)4,923.664,923.5130.10.00518.00.0130.000.007.414,925.094,925.094,925.094,925.090.00P-187 (2) (Storm K)MH-39SDMH K5 (Storm K)4,932.534,932.4350.50.00236.00.0135.003.1229.684,933.704,933.694,933.764,933.730.01P-166 (Storm K)MH-40SDMH K4 (Storm K)4,933.744,933.5450.50.00436.00.01320.002.8342.184,938.754,938.704,938.874,938.830.05P-106 (Storm C)MH-41SDMH C2 (Storm C)4,933.754,933.2847.20.01018.00.0130.853.5810.504,934.094,933.654,934.214,933.750.45P-151 (Storm M)MH-42SDMH M7 (Storm M)4,928.534,928.3446.50.00418.00.0131.020.586.714,931.644,931.634,931.644,931.640.00P-149 (Storm M)MH-43SD INLET M4 (Storm M)4,929.824,929.5652.50.00518.00.0131.093.017.434,930.214,929.954,930.354,930.090.26CO-46CB-1SDMH C4 (Storm C)4,939.034,939.006.00.00524.00.0135.354.5816.004,941.024,941.024,941.064,941.060.00CO-47CB-2SDMH C4 (Storm C)4,939.494,939.0047.00.01018.00.0132.701.5310.724,941.044,941.014,941.084,941.050.03CO-49MH-47SDMH C3 (Storm C)4,937.874,934.70413.20.00830.00.0137.745.8435.924,938.794,936.904,939.144,936.941.90P-78 (Storm M)SD Outlet Structure O1SD INLET M8 (Storm M)4,928.584,928.3654.00.00424.00.01310.003.1814.444,931.934,931.824,932.084,931.980.11Page1 of17/12/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/lnbp1thi.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 4,937.85 4,937.85 4,937.92 4,937.92 MH-40 4,937.26 HEC-22 Energy (Third Edition)0.00 4,937.26 4,937.26 4,938.20 4,938.20 MH-41 4,938.75 HEC-22 Energy (Third Edition)0.00 4,937.02 4,937.02 4,937.09 4,937.09 MH-42 4,937.20 HEC-22 Energy (Third Edition)0.00 4,933.54 4,933.54 4,933.64 4,933.64 MH-43 4,935.42 HEC-22 Energy (Third Edition)0.00 4,930.70 4,930.70 4,931.01 4,931.01 MH-47 4,943.36 HEC-22 Energy (Third Edition)1.03 4,940.61 4,939.57 4,941.03 4,940.34 SD INLET C2.1A (Storm C)4,938.75 HEC-22 Energy (Third Edition)0.00 4,936.98 4,936.98 4,937.04 4,937.04 SD INLET C3.1 (Storm C)4,940.53 HEC-22 Energy (Third Edition)0.00 4,937.79 4,937.79 4,937.80 4,937.80 SD INLET C3.1A (Storm C)4,940.53 HEC-22 Energy (Third Edition)0.00 4,937.79 4,937.79 4,937.79 4,937.79 SD INLET K1 (Storm K)4,936.80 HEC-22 Energy (Third Edition)0.14 4,936.17 4,936.03 4,936.54 4,936.47 SD INLET K2.1 (Storm K)4,936.80 HEC-22 Energy (Third Edition)0.00 4,936.60 4,936.60 4,936.61 4,936.61 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)0.11 4,930.35 4,930.24 4,930.60 4,930.59 SD INLET M8 (Storm M)4,937.20 HEC-22 Energy (Third Edition)0.15 4,933.93 4,933.78 4,934.41 4,934.53 SD OUTLET STRUCTURE C5 (Storm C)4,940.72 HEC-22 Energy (Third Edition)0.00 4,940.72 4,940.72 4,941.11 4,941.11 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 SD Outlet Structure O1 4,930.72 HEC-22 Energy (Third Edition)0.00 4,930.72 4,930.72 4,931.21 4,931.21 SDMH C1 (Storm C)4,937.28 HEC-22 Energy (Third Edition)0.29 4,935.66 4,935.37 4,936.02 4,935.71 SDMH C2 (Storm C)4,938.52 HEC-22 Energy (Third Edition)0.12 4,936.94 4,936.82 4,937.01 4,937.18 SDMH C3 (Storm C)4,940.27 HEC-22 Energy (Third Edition)0.09 4,937.79 4,937.70 4,937.79 4,937.96 SDMH C4 (Storm C)4,945.68 HEC-22 Energy (Third Edition)0.28 4,942.00 4,941.72 4,942.42 4,942.15 SDMH K2 (Storm K)4,936.87 HEC-22 Energy (Third Edition)0.21 4,936.59 4,936.38 4,936.60 4,936.74 SDMH K3 (Storm K)4,937.76 HEC-22 Energy (Third Edition)0.06 4,937.02 4,936.96 4,937.32 4,937.26 SDMH K4 (Storm K)4,938.70 HEC-22 Energy (Third Edition)0.16 4,937.54 4,937.38 4,937.61 4,937.68 SDMH K5 (Storm K)4,937.96 HEC-22 Energy (Third Edition)0.05 4,937.80 4,937.75 4,937.87 4,937.82 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)0.09 4,927.91 4,927.83 4,927.93 4,928.19 SDMH M2 (Storm M)4,932.66 HEC-22 Energy (Third Edition)0.07 4,928.36 4,928.29 4,928.70 4,928.61 SDMH M3 (Storm M)4,933.09 HEC-22 Energy (Third Edition)0.08 4,929.57 4,929.49 4,929.92 4,929.83 SDMH M5 (Storm M)4,936.30 HEC-22 Energy (Third Edition)0.09 4,931.38 4,931.29 4,931.82 4,931.72 SDMH M6 (Storm M)4,937.38 HEC-22 Energy (Third Edition)0.09 4,932.38 4,932.29 4,932.82 4,932.73 SDMH M7 (Storm M)4,936.98 HEC-22 Energy (Third Edition)0.37 4,933.42 4,933.04 4,933.51 4,933.49 Page 1 of 1 7/12/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/svymxc1w.xml Scenario: 100 YearCurrent Time Step: 0.000HrFlexTable: GAL Conduit TableH:\Hartford Homes\CO Fort Collins HFH22 - Mulberry\0CIV\Drain Reports\Prop\Hydraulics\FDP_F1\StormCAD\HFH022_Storm South Storm.stswLabelStart NodeStop NodeInvert(Start)(ft)Invert(Stop)(ft)Length(UserDefined)(ft)Slope(Calculated)(ft/ft)Diameter(in)Manning'snFlow(cfs)Velocity(ft/s)Capacity(FullFlow)(cfs)HydraulicGradeLine (In)(ft)HydraulicGradeLine(Out) (ft)EnergyGradeLine (In)(ft)EnergyGradeLine(Out) (ft)Headloss(ft)CO-48SDMH C4 (Storm C)MH-474,939.004,938.07242.80.00430.00.01325.605.2225.384,941.724,940.784,942.154,941.200.95CO-45SD OUTLET STRUCTURE C5 (Storm C)CB-14,939.504,939.0368.30.00718.00.0138.855.018.714,942.694,942.204,943.084,942.590.48P-71 (Storm C)SD INLET C3.1 (Storm C)SDMH C3 (Storm C)4,933.794,933.5647.00.00536.00.0133.060.4347.164,937.794,937.794,937.804,937.790.00P-107 (Storm C)SDMH C3 (Storm C)SD INLET C3.1A (Storm C)4,933.594,933.566.00.00536.00.0132.810.4047.164,937.794,937.794,937.794,937.790.00P-70 (Storm C)SDMH C3 (Storm C)SDMH C2 (Storm C)4,933.874,932.09356.00.00536.00.01328.724.0647.164,937.704,937.044,937.964,937.300.66P-105 (Storm C)SDMH C2 (Storm C)SD INLET C2.1A (Storm C)4,933.344,933.286.00.01018.00.0133.732.1110.504,936.984,936.974,937.044,937.040.01P-69 (Storm C)SDMH C2 (Storm C)SDMH C1 (Storm C)4,932.094,930.15388.10.00536.00.01334.054.8247.164,936.824,935.814,937.184,936.171.01P-68 (Storm C)SDMH C1 (Storm C)STORM FES C (Storm C)4,929.844,929.3963.50.00736.00.01332.844.6556.174,935.374,935.224,935.714,935.560.15P-99 (Storm K)SDMH K4 (Storm K)SDMH K3 (Storm K)4,931.684,931.31180.90.002-0.01370.004.0686.984,937.384,937.144,937.684,937.440.24P-187 (1) (Storm K)SDMH K5 (Storm K)SDMH K4 (Storm K)4,932.434,931.68377.10.00236.00.01315.002.1229.744,937.754,937.564,937.824,937.630.19P-98 (Storm K)SDMH K3 (Storm K)SDMH K2 (Storm K)4,931.314,930.94186.60.002-0.01370.004.0685.654,936.964,936.714,937.264,937.010.25P-97 (Storm K)SDMH K2 (Storm K)SD INLET K1 (Storm K)4,930.944,930.8638.40.00254.00.01377.134.8589.804,936.384,936.324,936.744,936.680.06P-147 (Storm K)SD INLET K2.1 (Storm K)SDMH K2 (Storm K)4,932.994,932.9116.60.00536.00.0137.191.0247.664,936.604,936.594,936.614,936.610.00P-96 (Storm K)SD INLET K1 (Storm K)FES K (Storm K)4,930.864,930.7461.80.00254.00.01384.335.3086.634,936.034,935.924,936.474,936.360.11P-100 (Storm L)SD INLET L1 (Storm L)SD FES L (Storm L)4,932.234,932.0155.30.004-0.01313.891.8041.444,935.244,935.224,935.304,935.280.02P-101 (Storm L)SD INLET L2 (Storm L)SD INLET L1 (Storm L)4,932.454,932.2355.00.00418.00.0136.993.966.644,935.604,935.364,935.844,935.600.24P-76 (Storm M)SDMH M6 (Storm M)SDMH M5 (Storm M)4,927.864,927.13183.20.00430.00.01326.045.3125.894,932.294,931.554,932.734,931.990.74CO-50SDMH M6 (Storm M)SDMH M7 (Storm M)4,927.864,928.76--0.00830.00.01326.205.3435.674,933.044,932.564,933.494,933.000.49P-150 (Storm M)SD INLET M8 (Storm M)SDMH M7 (Storm M)4,928.344,928.366.0-0.00324.00.01321.926.9813.054,933.784,933.724,934.534,934.480.06P-75 (Storm M)SDMH M5 (Storm M)SD INLET M4 (Storm M)4,927.134,926.36193.10.00430.00.01325.815.2625.904,931.294,930.524,931.724,930.950.76P-102 (Storm M)SD INLET M4 (Storm M)SDMH M3 (Storm M)4,926.364,925.53207.10.00436.00.01333.744.7742.224,930.244,929.714,930.594,930.060.53P-74 (Storm M)SDMH M3 (Storm M)SDMH M2 (Storm M)4,925.534,923.93400.00.00436.00.01333.234.7042.184,929.494,928.504,929.834,928.840.99P-73 (Storm M)SDMH M2 (Storm M)SDMH M1 (Storm M)4,923.934,923.51103.70.00436.00.01332.334.5742.454,928.294,928.044,928.614,928.370.24P-72 (Storm M)SDMH M1 (Storm M)O-64,923.514,923.00125.70.00436.00.01334.114.8342.494,927.834,927.504,928.194,927.860.33CO-42SDMH M-A1 (Storm M)O-74,924.684,924.40133.40.00248.00.013217.005.76196.234,928.744,928.404,929.254,928.920.34P-186 (2) (Storm M)SD INLET M-A2 (Storm M)SDMH M-A1 (Storm M)4,925.574,924.68444.20.00248.00.013217.005.76192.714,930.354,929.224,930.864,929.741.13P-148 (Storm M)SD OUTLET STRUCTURE M1.1 (Storm M)SDMH M1 (Storm M)4,923.664,923.5130.10.00518.00.0132.001.137.414,927.934,927.924,927.954,927.940.01P-187 (2) (Storm K)MH-39SDMH K5 (Storm K)4,932.534,932.4350.50.00236.00.01315.002.1229.684,937.854,937.834,937.924,937.900.03P-166 (Storm K)MH-40SDMH K4 (Storm K)4,933.744,933.5450.50.00436.00.01355.007.7842.184,938.264,937.914,939.204,938.850.34P-106 (Storm C)MH-41SDMH C2 (Storm C)4,933.754,933.2847.20.01018.00.0133.672.0810.504,937.024,936.974,937.094,937.030.06P-151 (Storm M)MH-42SDMH M7 (Storm M)4,928.534,928.3446.50.00418.00.0134.442.516.714,933.544,933.464,933.644,933.550.08P-149 (Storm M)MH-43SD INLET M4 (Storm M)4,929.824,929.5652.50.00518.00.0134.754.467.434,930.704,930.514,931.014,930.760.19CO-46CB-1SDMH C4 (Storm C)4,939.034,939.006.00.00524.00.01316.305.1916.004,942.204,942.174,942.624,942.590.03CO-47CB-2SDMH C4 (Storm C)4,939.494,939.0047.00.01018.00.0139.425.3310.724,942.564,942.184,943.004,942.620.38CO-49MH-47SDMH C3 (Storm C)4,937.874,934.70413.20.00830.00.01324.997.5535.924,939.574,937.954,940.344,938.351.62P-78 (Storm M)SD Outlet Structure O1SD INLET M8 (Storm M)4,928.584,928.3654.00.00424.00.01317.605.6014.444,934.454,934.124,934.944,934.610.33Page1 of17/12/2022file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/f1w1qlv3.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 = 37.17 acres 0.00 0 0.00 0.00 Watershed Length =1,750 ft 0.50 66,092 0.50 0.70 Watershed Length to Centroid = 850 ft 1.00 69,992 1.00 0.71 Watershed Slope =0.010 ft/ft 2.00 79,798 2.00 0.72 Watershed Imperviousness = 48.0%percent 3.00 87,017 3.00 0.73 Percentage Hydrologic Soil Group A = 0.0%percent 4.00 94,197 4.00 0.74 Percentage Hydrologic Soil Group B = 50.0%percent 5.00 102,909 5.00 0.75 Percentage Hydrologic Soil Groups C/D = 50.0%percent Target WQCV Drain Time = 40.0 hours 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 =0.622 1.075 1.715 2.395 5.505 7.279 acre-ft Inflow Hydrograph Volume =N/A 1.075 1.715 2.395 5.505 7.279 acre-ft Time to Drain 97% of Inflow Volume =14.4 21.7 31.5 42.1 91.0 118.8 hours Time to Drain 99% of Inflow Volume =15.7 23.3 33.6 44.5 94.7 0.0 hours Maximum Ponding Depth =0.66 0.87 1.26 1.65 3.28 4.12 ft Maximum Ponded Area =1.55 1.58 1.66 1.75 2.04 2.18 acres Maximum Volume Stored =0.624 0.944 1.573 2.243 5.349 7.115 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 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 7/7/2022, 2:51 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 20 40 60 80 100 120 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 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 7/7/2022, 2:51 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 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 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 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 � � maaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa "° 000000��tttttttttttttt��########��## zzzzzzzzzzzzzzzzzzzzzzzzzzzzzzzz N o vao o � o vao o � o �Qo o � o vao o � o vao o � � � � R o �Qo W �� o J rY rY W � � o ^�Q o 0 p � 0�� o a�o � °i a` o' 7 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . a�o J �0000 0000� �a O � � o000 0000 � o vao � o Vo0000 00000 = o vQ p � - - o F - Q `oo � -"p 7 0� �a` � � o' F ° o - >ao Q o � - - 2 �`� � _ � �o vQ F 3 � U p = O � �OI o�� o U �Q 3 Z � � O N . . . . . . . . . . . . . . . . . . . . . . . . . . . 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O � O ,O _ � � � o� m Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q¢¢¢¢¢¢¢¢¢¢¢G t v o U � � � '" - o 0 0 0 0 0 0 0 0 ##u u u u u a xt xt x x x x x x x u u u u u u u u u u u u»\ °i a tt d m ap 0 0 0 0 � p' � _ Q _ Q � '^ w � p t U a � al a m � �i O � S S 4946.004947.004948.004949.004950.004951.004952.004953.000.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60Stage (feet, elev.)Discharge (cfs)STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE � a rn v N v U N � ;� O � O N N N � � � � W U � � � U Ch O � O l!7 I� � N o N � � � � � � O I.L ; � � O � � CO I� � N M CO � � I� I� � � � O CO O � � O � M N � � O � O O � O O � J a �� U � � ao � Q � a o � Q � � �a � w H � � � � w ;a N � _ � o Ii � � O � L LLJ w � � .r � c � "' o o � i� � � � '� > � � a '� J oo � °� Ww � � a� U w � o 0 U � d �0 / w LL I (' � O ? \ � � N � � � � o o Q a� � � > aHi � '� � � ` � � W o � c � Q o o � a o a, co �' � a� L f� � � (C � J v�i � ' � o � " � � � � w � � � � ; � I.I� i � � � � � � V L � O Q ,� > w � � m ` � � ` � � �� • Q 7 r � V Q � � � y V � � � � U L C U �a � � � � � � N � � �' � a �/ a � `° � � E � � � ;� `° o � w LL � � � � N V ' � � d � � L .� W w p � V � � p � � O � N +' m � � � .� o o � 0 3 � � ia W V 3 � U � U E O d d � +L+ L W � � � � � .� � � `� N � LL f6 'a+ 0 N U Y � U � C � p Y 9 �6 ._ � L � � � � � � � Q Q o Q � � m � �a � .L j,i w � � � � � ++ � � � V � o E o � w W in � � . . o � 3 m � o � w � a� � a � cn a� � a� � � o °� o � °� ` -� � o w o o � 0 = a a� � 'a � � � _ � _ LL � � '� � '� s � N � r r � ` `° fl- a� fl-� V � � � c�i � o o '� � � � c�i X m a x � � � � � o � _ � ;� = � � = w � � c> > = L U +� 0 r � O � a�i d `� o � •� _ � �c � �� V o Q a m � ; � � o � � " � a° �N �n �i U NI N 2 � 2 � w ; LL o000000000000000000000000000�� o a�3 �att O oa�o �Qtt O o a�3 �Q tt O oa�o �Q tt O o a�3 �Q tt O m d R o a v o F y�d� pQtt W �� J rY rY W � = o vao 0 p tt � 00000 0000 o a"o U �Q� .... o' W . . . . . . . . . . . . . . . . . . . . . . . . . . . . � ° ° o avo J �0000 0000� oa� 0 0000 0000 � � �Q� � o' Vo0000 00000 = 3 vQ o r - - o � � - a oo � -vo � ;� oQ� C1 � � � � a ° ° - "a� � - V O WN"' _ _ ` -�� F 3�� c U¢ e p a tt LL _ _ _ � Z �OI � o 0 0 0 0� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p a o N W � 3 � U d�3 a al o �� a o C7 �� a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p Q� Q - E E y �5 5 �Q v V E� x�3 >°>°. - - oM - vo y o v �v � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o Q� Q E U U U�o Z ��O7 W �C. 3�� - v o Q �� E 3 3 a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p'a� � ��> Y � p o� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �a� Y L � O � � -- o c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p Q� H H p Q I s�n Zy.U t9 Q m p � v Q��-' S 5 v f f n �N o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o P p a� 3 �'tm vU� o~ � N L o�v �� n E U �a E rn F« o io � °�' a E — ��= y E a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p Q� � `S _ m� a «U o'r p` o G � °� vQo U c _ > t9 E c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p' � o ._ � > o � 0 9 � � � � �� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 "Q�r o m a° o 0 0 0 0 0 0 0 0 0 0 0 0 0 0' � o - o - - o 0 t U a � al a m � �i O � S S 4935.004940.004945.004950.004955.004960.004965.000.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40Stage (feet, elev.)Discharge (cfs)STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE � a � v N v U N � ;� O � O N N N � � � � W U � � � c�i � o 0 0 �n ti � ch o � ch �''� ao ao c� � ; � � o co � co ti � �,,� o ch co � �n �n � o O 1� O aO � O � M N N � O � O O � I� O � J a �� U � � ao � Q � a o � Q � � �a � H � _ � � � w � � �, W w °�' �� d � w � m > � � � '� � a J a� a W O O V � _ � � U w � o 0 U O � �o / � � � � ? \ � N � � � V� � � N aQ"i ,� � c°�i � � LLJ �o °' � �, � C a o o a o rn � .� O L f� � � (C J v�i � � � o � � a� a w � w � a`�i � � > � • � � L � � V i C � O Q ,� > w � � m C 16 ` � C � � 7 r � � o � � � �n � $ � � V � � � � � � � � � � N � � �' � a °' � � o � � � � � �° � � � L � i f6 � U � L � � O L '� W w p � v � O `� H � (/� }' � � � 3 � •� o � � o � 3 c � W V 3 � U U E O d d N r N � r.L+ L W � L� � � a� ,� � a� `� N � � � p � H1 U Y � c� � � > o �e >_ .0 N L ca�i O m O " � m Q Q p Q O c �p � �� 'L j,i � w � � � � � + � � � V � � E o � W m y � w, � • o m ?� m � o � w N �' cn a� � a� � � o °� o � � ` � � o �° c � � = a a� aZi 'a � " � _ � _ LL � � 3 a� > � uS � r � ` f° �- a� fl-� V � � � c�i � o o '� a� � � x m d x � � � � � o � _ � ;� _ � � = w � � j = L U +� 0 r � O � a�i d `� o � •� _ � �c � �N y V p m a m � ; � � o � � " � a° �N �n �i U NI N 2 � 2 � w ; LL o0000000000000�� o dQ�o' 0 oa� 0 oa� 0 oa� 0 oa� m � R o 9�0 F .hd� o'Q� J °�� F rY rY W � � o ^�a o 0 0 � � 00000 0000 o D�o U �a� � 0 W . . . . . . . . . . . . . . . . . . . . . . . . . . . . � o 0 0 �p J �0000 0000� pa� � o000 0000 � � oQ� Vo0000 00000 3 �a p � - - o � F - a � o � 9�0 � ;� oQ� c3 � Q - o - o a o � - U F 3�� c U p = O a tt LL _ _ _ � C� �OI � o00 0 0 9�0 Z �a 0 N_ �� li! �" 3 � U d,-� 3 v a o� -" o QE E� �� a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p a� UE s x�3 >°�a` �_ _ o`�' _a",o p � E ��u°� a o00000000000000000000000000000000000000000000a� z' �� Q �� E 3 3 �� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p¢ o (/� ��> 'r � p �a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p a o r t � � -- o c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0� p Q tt ii ii ii ii ii ii ii ii ii ii ii H H p Q I s�n Zy.U t9 Q m p � �Q v 5 5 v �� ' o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �Q� 3 �'tm vU� o~ � N L o�v �� n E U �a E o,F„ o m - w o E - ��= y E a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p a� � `S _ m� a � r U �� " n o o m � v o > o� � � � � �a� � � _ j u> E a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p O ._ � > o � LL U ? a �2 E � oa � ,2 0°' � " o c'� m a° > o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0'a� � Q - � - U - � p t U a � al a m � �i O � S S 4935.004940.004945.004950.004955.004960.004965.000.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00Stage (feet, elev.)Discharge (cfs)STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE � a � � � N v U N � ;� O � O N N N � � � � W U � � � � � O � O � � � O o 0�0 N � � � � N � � � � O � O � � O � M N � � � � O O � � O O � J a �� U � � ao � Q � a o � Q � � �a � w H � � � � w ;a N � _ � o Ii � � O � L LLJ w � � .r � c � "' o o � i� � � � '� > � � a '� J oo � °� Ww � � a� U w � o 0 U � d �0 / w LL I (' � O ? \ � � N � � � � o o Q a� � � > aHi � '� � � ` � � W o � c � Q o o � a o a, co �' � a� L f� � � (C � J v�i � ' � o � " � � � � w � � � � ; � I.I� i � � � � � � V L � O Q ,� > w � � m ` � � ` � � � ' � � 16 r � V Q � � � y V � � � � V � � � � � � � � � � N � � �' � a �/ a �, � c� o E � � � ;� `° o � w L6 L � 0 C L � N H (� ' � � N � O L ' W w p � � � � p � � O � m N v 3 > � 3 � •� o � a� � E o a�i � a W � � Lw '� � :� � � .w � � � a� � � � � o > � = N � c�i � m � �� -� m Q � p Q O c p�p � '� > U '� Q w N d 'i j,L � w � U � U � +�+ � � � V � � E O � W W in � � . . o � ?� m � o � ,� � N � V � v� a� � a� v � 3 � 3 0 � � -a � o � o o � � � o 0 0 = a a� � 'a � � � _ � _ LL � � '� � '� s � L � Q � d � n ._ v�i a c `� m d° x � � � � �o U �i 2 �i w 2 �i H 2 w � � i> > = �L U +� 0 r � O � a�i d `� o � •� _ � �c O y � V o U a m � ; � � o � � " � a° �N �n �i U NI N 2 � 2 � w ; LL o0000000000000000000000000000000000000000000 � o aQo o � o vao o � o �Qo o � o �Qo o � o vao o � � � � R o �Qo W �� o J rY rY W � � o vQo 0 p � 0�� o a�o � "a` o' � o 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . a�o J �0000 0000� �a O � � o000 0000 � o vao � o Vo0000 00000 = o vQ p � - - o F - Q `oo � -"p 7 0� �a` � � o' F ° o - >ao Q o � - - 2 �`� � _ � �o vQ F 3 � U p = O � Npl o00 o U �Q 3 Z � � O N . . . . . . . . . . . . . . . . . . . . . . . . . . . W �3 � U�j 3 a a o -°�'o (7 p (7 - - �� aa pa� a _ E E y �5 5 U �s =3 >°�? �"`o_ _ o "Q�° y � v aa"'" o 0 E U U U2�o W Z m�C r - n a �� E 3 3 �� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p'a� f/� ��> Y �n w o'D vQp YL p a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p' � � -- o c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p'a p H H p Q I s�n Zy.U t9 Q m p � �� Q v 5 5 v �� T o� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �a p 3 �,G m v U� _o r c O Z E o�v �� n E U �a E o,F„ o� -v o - ��= y E a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p'a p E � `S _ m� a «U o'r p` o G � °� v Q`p t�j c > t9 E c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p' o ._ � > o � U � r � 9 � � w � �� o 0 0 0 0 0 0 �Q¢ d m ap p o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p' � 0 - p - � - � p t U a � al a m � �i O � S S 0.001000.002000.003000.004000.005000.006000.000.00 0.10 0.20 0.30 0.40 0.50 0.60 0.70 0.80 0.90 1.00Stage (feet, elev.)Discharge (cfs)STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE � a � v � v U N � ;� O � O N N N � � � � W � o V U � O M O � I� � I� � � 1� � M M � f� � � O O 1� � CO I� � � � � O � � � ~ N O � � � voo � o � ch � N 000io o � o0 � � J a �� U � � ao � Q � a o � Q � � �a � w H � � � � w ;a N � _ � o Ii � � O � L LLJ w � � .r � c � "' o o � i� � � � '� > � � a '� J oo � °� Ww � � a� U w � o 0 U � d �0 / w LL I (' � O ? \ � � N � � � � o o Q a� � � > aHi � '� � � ` � � W o � c � Q o o � a o a, co �' � a� L f� � � (C � J v�i � ' � o � " � � � � w � � � � ; � ii L � � � � � O U L � O O � � w � � m L � � � � � � � � � H � � o � � � � � o � � > V � � � � � � � � � � N � � �' � a �/ a �, � c� o E � � � ;� `° o � w L6 L � 0 C L � N H (� ' � � N � O L ' W w p � � � � p � � O � m N v 3 > � 3 � •� o � a� � E o a�i � a W � � L w '� � :� � � .w � � � a� � � �c � o > � = N � c�i � m � �� -� m Q � p Q O c p�p � '� > U '� Q w N d 'i j,L � w � U � U � +�+ � � � V � � E O � W W in � � . . o � ?� m � o � w N � � � cn a� � a� U � 3 � 3 0 � � -a � o � o o � � � o 0 0 = a a� � 'a � � � _ � _ LL � � '� � '� s � L � Q � d � n ._ v�i a c `� m d° x � � � � �o U �i 2 �i w 2 �i H 2 w � � i> > = �L U +� 0 r � O � a�i d `� o � •� _ � �c � �N y V p � a m � ; � � o � � " � a° �N �n �i U NI N 2 � 2 � � �aaaaaaaaaaaaaaaaaaaaaaaa "° o00000000000000oo��tttt��########�� zzzzzzzzzzzzzzzzzzzzzzzz N o vao o � o vao o � o �Qo o � o �Qo o � o vao o � � � � R o �Qo W �� o J rY rY W � � o vQo 0 p � 0�� o a�o � "a` o' � o 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . a�o J �0000 0000� �a O � � o000 0000 � o vao � o Vo0000 00000 = o vQ p � - - o F - Q `oo � -"p 7 0� �a` � � o' F ° o - >ao Q o � - - 2 �`� � _ � �o vQ F 3 � U p = O � �pl o00 o U �Q 3 Z � � O N . . . . . . . . . . . . . . . . . . . . . . . . . . . W �3 � U�j 3 a a o -°�'o (7 p (7 - - �� aa pa� a _ E E y �5 5 �Q v U Es =3 >°>°. - - o -vo y o v : oarc 0 E U U U2�o W Z m�C n - n N N o 9 v o a �O E 3 3 �art (/� ��> p� o m �Q Q¢¢G G G G¢¢¢¢¢¢a a a a a a a a¢¢ t v o ��z Z Z 'Y � p � o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �� p a p r t � � -- �o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a h h##################Q Q Q E v o 0 0 ,,,,,,,,,,u u� "a p :°:° o' �� p Q t s Z U fn Q m� c v m o� n n�j o N v Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q¢¢¢¢¢¢¢¢¢ t v o vQ'� o�v H H n o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ��\ �a� 3 �,[ m v U� p F o � O v�a v E v�� o N w a a a a a a a a¢¢¢¢¢¢¢a a a a a a a a a 9 v o E"� ��= y E a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o rz rs rs x u u u u u u u u u u u u u u u u u u u o a`p E � `S _ m� a «ci � - � a � o° �g g g g g g g g g g g g a a a a a a a a a a a a �v� > � o� o` o « o' �� "a p � c > m E a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 " � � _ � > o p u U � r jl W ? O � O ,O _ � � � o� v Q Q Q Q Q Q Q Q Q Q Q Q Q Q Q¢¢¢¢¢¢¢¢G E v o U � � � '" - o 0 0 0 0 0 0 0 o u u a xt xt x x x x x x x u u u u u u u u u u\ °i a tt d m ap p o 0 0 0 0 0 0 0 0 0 0 � p' � G - � - - � p t U a � al a m � �i O � S S 4940.004942.004944.004946.004948.004950.004952.000.00 0.20 0.40 0.60 0.80 1.00 1.20Stage (feet, elev.)Discharge (cfs)STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE � a v v � v U N � ;� O � O N N N � � � � W U � � � c�i co o �n o �n ti � � o ti ti ao ao r> � � � � o ao � co ti � � rn � ti °� co co °� � r> � � � �ri000 � o � ch � N � o � o o °O � o � � J a �� U � � ao � Q � a o � Q � � �a � w H � � � � w ;a N � _ � o Ii � � O � L LLJ w � � .r � c � "' o o � i� � � � '� > � � a '� J oo � °� Ww � � a� U w � o 0 U � d �0 / w LL I (' � O ? \ � � N � � � � o o Q a� � � > aHi � '� � � ` � � W o � c � Q o o � a o a, co �' � a� L f� � � (C � J v�i � ' � o � " � � � � w � � � � ; � I.I� i � � � � � � V L � O Q ,� > w � � m ` � � ` � � �� • Q 7 r � V Q � � � y V � � � � U L C U �a � � � � � � N � � �' � a �/ a � `° � � E � � � ;� `° o � w LL � � � � N V ' � � d � � L .� W w p � V � � p � � O � (n �' m � � � .� o o � 0 3 � � ia W V 3 � U � U E O d d � r L W � � � � � .� � � `� N � LL f6 'a+ 0 N U Y � U � C � p Y 9 �6 ._ � � c�i � m � � -a m Q Q p Q O c pp a�i '� � L jL w � U � U � +�+ � c� � C) � o E O � W W (n � W � cn a� � a� U � 3 � 3 0 � � -a � o � o � � � � o 0 0 0 = a a� � 'a � � � _ � _ LL � � '� � '� s � N � r r � ` `° fl- a� fl-� V � � � c�i � o o '� � � � c�i X m a x � � � � � o � _ � ;� = � � = w � � c> > = L U +� 0 r � O � a�i d `� o � •� _ � �c � �N y V p W a m � ; � � o � � " � a° �N �n �i U NI N 2 � 2 � w ; LL o000000��MMMMMM � o vQo o � o vQo o � o �Qo o � o �Qo o � o vQo o � � � R o vao F W �� b J rY rY W � = o a�o 0 "a o' � �0000 0000 o avo vQ W 0 _ � � o avo J �0000 0000� �a O � ' o000 0000 � � >ao � o Vo0000 00000 " o vQ p � - - o F - Q `oo � -"p � op "a � � o' d' N o N F ° � � >ao Q o � - - F 3�� c ��= o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a o LL _ _ _ '� � Z �OI � o`� o °a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �a � N � o' W �3 � U�j 3 a a I o`o -°��' o C7 �� a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p a p Q - E E y �5 5 �Q v V E� x�3 >°>°. - - o"��' - a",o y o v �v a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o a p Q E U U U�o Z ��O7 W �C. A A 3�� -v o a �� E 3 3 a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p'Q'Y f/� ��> 'Y � p �a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p a p r t � � -- o c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ollp a p II II II II II II II II II II II F F p Q I s�n Zy.U t9 Q m p � �Q v 5 5 v �� T o� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �a p ' �,G m v U� - o� c O w L o�v �� n E U �a E o,F„ o m - m o - '�'�= y E a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �a p E > `S _ m� a o � r U � - " n o m -v o > � _ o j �u> E � a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p a p � o � � � � � �m o 0 0 "a� o m a° o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0' � o - o - � - o 0 t U a � al a m � �i O � S S 4925.004930.004935.004940.004945.004950.004955.000.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00Stage (feet, elev.)Discharge (cfs)STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE � a v v � v U N � ;� O � O N N N � � � � W U � � V U N O � O l!� I� � O o � 1� � N N (O Y9 � �/ � � � O � � CO I� � � Cp � N � O O � N N I.L � O 1� O � � O � M N � � � � � � � � O O � J a �� U � � ao � Q � a o � Q � � �a � w H � � � � w ;a N � _ � o Ii � � O � L LLJ w � � .r � c � "' o o � i� � � � '� > � � a '� J oo � °� Ww � � a� U w � o 0 U � d �0 / w LL I (' � O ? \ � � N � � � � o o Q a� � � > aHi � '� � � ` � � W o � c � Q o o � a o a, co �' � a� L f� � � (C � J v�i � ' � o � " � � � � w � � � � ; � I.I� i � � � � � � V L � O Q ,� > w � � m ` � � � � � ' � � 16 � � � N � � � � ch O � G1 � V o � � � � � � � � � � � N � � �' � a a d � � o � �a � � w f° o � w � L � i f6 � U � � L H O � •� wwp � � � � o � � o � � 3 > � � '� � � � E o a�i � a W � + L LL `� � � � a� .� � a� .� a� � � R � p � C N V a� O Y O 'U � U � � > p Y > � .r ._ G� L � � � � Q Q � Q O c op � � � •L � w � � � � � �+ � c� m V c� o E o � W W in � � � • o �c � � ?� m � o � ,� � N � � � v� a� � a� v � 3 � 3 0 � � -a � o � o o � � � o 0 0 = a a� � 'a � � � _ � _ LL � � '� � '� s � L � w y � � �+ �+ ui � �- a� fl-'_ U � � � � � o o 'a� � a`�i � d x m a x � � � � � o � _ � ;� = � � = w � � c� v r L � 0 r V O � � � � � � •� _ � f6 � �N y V p C� a m � ; � � o � � " � a° �N �n �i U NI N 2 � 2 � w ; LL o000000000000000000000�� o dQ�o' 0 oa� 0 oa� 0 oa� 0 oa� m � R o 9�0 F .hd� o'Q� J °�� F rY rY W � � o ^�a o 0 0 � � 00000 0000 o D�o U �a� � 0 W . . . . . . . . . . . . . . . . . . . . . . . . . . . . � o 0 0 �p J �0000 0000� pa� � o000 0000 � � oQ� Vo0000 00000 3 �a p � - - o � F - a � o � 9�0 � ;� oQ� c3 � Q - o - o a o � - U F 3�� c U p = O a tt LL _ _ _ � C� �OI � o00 0 9�0 z oa N W � 3 � U d�3 a a o� _°' o QE E� �� a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p a� U E s x�3 >°�a` �_ _ o� _a",o p � E ��u°� a o00000000000000000000000000000000000000000000a� z' �� Q �� E 3 3 �� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p Q� (/� ��> 'r � p �a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p a o r t � � -- o c o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p a � H H p Q I s�n Zy.U t9 Q m p � �Q v 5 5 v �� ' o� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 �Q� 3 �'tm vU� o~ � N L o�v �� n E U �a E o,F„ o c -w o E - ��= y E a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p a� � `S _ m� a «U o'r p` o G � °� dQo U � _ j u> E a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o p o ._ � > o � LL = ? p �2 E � o -O � � o� " o c'� m a° > o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0'a� � o - o - _ - o 0 t U a � al a m � �i O � S S 4920.004925.004930.004935.004940.004945.004950.000.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60Stage (feet, elev.)Discharge (cfs)STAGE-DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE � a 0 � N v U N � ;� O � O N N N � � � � W U � � V U O O M O l!� I� � 00 0 00 � � M M 00 f� � � O O N � CO I� � � I� � N � M M N 00 � � � � 000v � o � chc� � oo � o o � o0 � � J a �� U � � ao � Q � a o � Q � � �a � w H � � � � w ;a N � _ � o Ii � � O � L LLJ w � � .r � c � "' o o � i� � � � '� > � � a '� J oo � °� Ww � � a� U w � o 0 U � d �0 / w LL I (' � O ? \ � � N � � � � o o Q a� � � > aHi � '� � � ` � � W o � c � Q o o � a o a, co �' � a� L f� � � (C � J v�i � ' � o � " � � � � w � � � � ; � I.I� i � � � � � � V L � O Q ,� > w � � m ` � � ` � � �� • Q 7 r � V Q � � � y V � � � � U L C U �a � � � � � � N � � �' � a �/ a �, � c� o E � � � ;� `° o � w L6 L � 0 C L � N H (� ' � � N � � L . w w � � V � � p ~ � O (/I � � � N N .� � � � p 3 � � (6 W C� 7 > V � V E O G� d � +L+ L W � � � � � .� � � `� N � LL f6 'a+ 0 9 �6 _ � � c�i � m � � -� m Q � p Q O c p�p � '� > U '� Q w N d 'i j,L � w � U � U � +�+ � � � V � � E O � W W in � _ � cn a� � a� U � 3 � 3 0 � � -a � o � o � � � � o 0 0 0 = a a� � 'a � � � _ � _ LL � � '� � '� s � L � Q � d � n ._ v�i a c `� m d° x � � � � �o U �i 2 �i w 2 �i H 2 w � � i> > = �L U +� 0 r � O � a�i d `� o � •� _ � �c � �N y V O 2 a m � ; � � o � � " � a° �N �n �i U NI N 2 � 2 � a m v � v U N � ;� O � O N N N � � � � W � o V U � O � O � I� � N � M M O I� I� M � � � � O M � CO I� � � � � O � O O � � O � � � �rioo � o � chc� � ootio o � o0 � � J a �� U � � ao � Q � a o � Q � � �a � w H � � � � w ;a N � _ � o Ii � � O � L LLJ w � � .r � c � "' o o � i� � � � '� > � � a '� J oo � °� Ww � � a� U w � o 0 U � d �0 / w LL I (' � O ? \ � � N � � � � o o Q a� � � > aHi � '� � � ` � � W o � c � Q o o � a o a, co �' � a� L f� � � (C � J v�i � ' � o � " � � � � w � � � � ; � I.I� i � � � � � � V L � O Q ,� > w � � m ` � � ` � � � ' � � 16 r � V Q � � � y V � � � � V � � � � � � � � � � N � � �' � a � a > � �` � c�o m � � � � � y w � L L .� W w p � V � � '� H � O N N � C p �-' w � +��' 3 � � o c°�i � ° � � E o y o ia W .i Lww w � � � r a� � o � a �/ aJ L� N a� •— 'a a� N � +-' � I.L �"� U Y C U � C � Q Y � � Q .0 y L � O m O 'c� � m Q Q � Q O c pp � '� a�i V LL � w � � � c�i � ++ � � � V � � E o � W W �L y � . . o m 3 m � o � ,� in � — � v� a� � a� v � 3 � 3 0 � � -a � o � o o a� � � o 0 � � a a� Z '� > � � U � LL U � '� � '� s � � � L � fl- asi fl-� V � � � c�i � o Q" '�' � av�i � � N m a x � � � � � o � _ � w = � � = w � � c> ; _ •� � o r � o � d aNi `� o = c � .^ � � � .� d V O — a m � ; � � o � � " � a° �N �n �i U NI N 2 � 2 Bloom Filing 1 Final Drainage Report LID Calculations Treated AddedImperviousArea (acres)Volume Provided(cu.ft)8.75 85000.76 106250.769180.7690611.030.7611420.769000.738930.7614300.7612100.7612100.7517170.7517166.03Min. TreatedArea (acres)Total PercentageTreated7.8271%4.7763%12.6068%Volume Req.(cu.ft)E1E2E7TributaryArea (acres)10083875869625Tributary Basins1.061.070.77Total Treatment D BasinsStormwater Quality Strategy1 - Sand Filter2 - Sand Filter3 - Bioretention4 - BioretentionE5E911 - Bioretention10 - Bioretention6 - Bioretention7 - Bioretention8 - Bioretention9 - Bioretention5 - Bioretention37.1728.49877877Total Treatment E Basins0.990.99E22E2313 - BioretentionD1, D3.1, D3, D4, D12,D21, D21.1D2,D5, D6, D7, D8,D8.1, D9, D10, D11,D13, D14, D15, D15.1D17D16LID SUMMARYBasin E Treatment 9.55 6.03Basin D Treatment 15.65 11.03Tributary BasinTotal addedImpervious(acres)Total TreatedArea (Acres)869Site Treatment 25.20 17.078804615E108508651.070.961.038611.071.03 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 =9 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 =670 sq ft E) Area at Design Depth (Top Surface Area)ATop =1777 sq ft F) Rain Garden Total Volume VT=918 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 July 12, 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 7/12/2022, 10:22 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 July 12, 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 7/12/2022, 10:22 AM 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 =9 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 =675 sq ft E) Area at Design Depth (Top Surface Area)ATop =1740 sq ft F) Rain Garden Total Volume VT=906 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 July 12, 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 7/12/2022, 10:21 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 July 12, 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 7/12/2022, 10:21 AM 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 July 12, 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 7/12/2022, 10:20 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 July 12, 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 7/12/2022, 10:20 AM 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 =9 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 =660 sq ft E) Area at Design Depth (Top Surface Area)ATop =1740 sq ft F) Rain Garden Total Volume VT=900 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 July 12, 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 7/12/2022, 10:19 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 July 12, 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 7/12/2022, 10:19 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 = 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 =9 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 =640 sq ft E) Area at Design Depth (Top Surface Area)ATop =1740 sq ft F) Rain Garden Total Volume VT=893 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 July 12, 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 7/12/2022, 10:19 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 July 12, 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 7/12/2022, 10:19 AM 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 July 12, 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 7/12/2022, 10:18 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 July 12, 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 7/12/2022, 10:18 AM 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 =665 sq ft E) Area at Design Depth (Top Surface Area)ATop =4175 sq ft F) Rain Garden Total Volume VT=1,210 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 July 12, 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 7/12/2022, 10:17 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 July 12, 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 7/12/2022, 10:17 AM 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 =665 sq ft E) Area at Design Depth (Top Surface Area)ATop =4175 sq ft F) Rain Garden Total Volume VT=1,210 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 July 12, 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 7/12/2022, 10:17 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 July 12, 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 7/12/2022, 10:17 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 =4102 sq ft F) Rain Garden Total Volume VT=1,717 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 July 12, 2022 Mulberry Filing 1 LID 11 (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_11.xlsm, RG 7/12/2022, 10:15 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 July 12, 2022 Mulberry Filing 1 LID 11 (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_11.xlsm, RG 7/12/2022, 10:15 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 July 12, 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 7/12/2022, 10:13 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 July 12, 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 7/12/2022, 10:13 AM > v 0 a � � r _ n = o v � p � � N v p'1 v O p m E C � 0 I I } _ � - C e.� ` \ _ � a O � � h0 M } � . ._ '—2 C v C L = C LL .'""-.M p � O w �� V V O � � � � � N M � � N .-i � � y N N M M M Ill N jj JI L L � L � LLa m 3 � � o � � �, a;� x � .. � .. � x � d ao � y w i o 0° - - a �� o F o 01 o m m+% 0 0 t0 Z "O "O p I� � tD `� 00 O �D N � � N m O U� Q� O O � O O a0 O 2 � � Y (7 m O Q� N O } N N Q� C J J � O > N O Oi � Oi Oi `� � Z y O 3 d O a R U a V m � ^� O t�D W � t�D m � m O �n O �n �n a0 O � � o m o } m � o w � � m o i vi o "'' � "'' � ,� 1O Z v a �+ Q� a0 � O N a0 � O O N N a0 O N � a0 G O O � N Q� � a0 .� � T O y �n O N � . � i0 U' `y N m O N .-i O } O � N .ti O } N O I� N I� I� Z N � O � w � O � m � `i C O �n O �n F 4 v�l � O Ql O a } N N O O � J T O } � N p m p p � l0 Z } 0 N N Z Q K � U O.W � .ti t�D O O � V N O ac0 m �n � �n O LL �j O N a O Ql .-i O } N � I� V J J Ql � } � O I� N h I� � � Z N F �N N H � � � � � I� N O � V O � J T O y .my N O O O O ap � p LL � � .-i O } M I� M N } m O l0 N l0 l0 ti Z N N N O � O O � ^ m O 0 O O O O 0 a0 m . O N a0 � J Q1 � UI Q1 � a0 � O d M � � N N O } .-i m I� C O } lD � ti C ti Z 0 C (.1 � � � m � �m `i O lD N m � t0 � J Q� � U� I� t0 O O O O ap � p LL 1 O N N O } N N Ql C J V } � .-i Ol m Ol Ol `� Z 0 m � u c c 0 0 .� m 'O � � � � � � v C w � ti O � N L L L S> S> > � � N = C y � '>O > > > � p jA y� "O aL+ � _ � > � � = yaa�a� � q _.o �3v � -> => => V = o } U N � '�.-i C N 6 C C ; J L E 0 Cl > > > 0 p � 0 C�0 � 0 0 0 O Q N O N O C �0 C O � v O O O � o � � > > > aaaoa� � � -� tiWQ � � � � m � � � � � Bloom Filing 1 Final Drainage Report APPENDIX E SWMM Models Bloom Filing 1 Final Drainage Report Existing Condition SWMM Model � a� rn c� d N C O � � � O � V � C � N �� _ W U = O ' LL� � � U W/� if � = w G _ � � � � � 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 P r � � o � � a �� _ ➢� o E� _ I� �� LLI� U - N� - t o� o�vi ��T U - _ _ �� a° '�, �1^ Y+ G 3 � ***100-Year Storm*** 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 ...... 69.411 3.669 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 10.654 0.563 Surface Runoff ........... 57.664 3.048 Final Storage ............ 1.372 0.073 Continuity Error (%) ..... -0.400 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 57.664 18.791 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 47.687 15.539 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 ...... 9.965 3.247 Continuity Error (%) ..... 0.020 ******************************** 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 0.84 2.19 0.59 2.78 2.01 108.80 0.758 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 0.17 3.22 0.20 3.42 4.08 202.07 0.933 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 3.18 6.54 4952.04 0 02:37 6.53 Pond_B STORAGE 6.13 7.11 4949.61 0 11:55 7.11 Pond_C STORAGE 1.24 5.94 4944.44 0 02:08 5.93 Pond_D STORAGE 3.66 4.04 4948.04 0 03:37 4.04 Pond_E STORAGE 1.54 5.17 4941.17 0 02:23 5.16 Pond_G STORAGE 3.66 7.92 4936.22 0 02:40 7.92 Pond_H STORAGE 3.46 8.00 4931.00 0 02:17 8.00 Pond_I STORAGE 5.02 5.54 4928.04 0 02:41 5.54 Fut_CommercialPond STORAGE 0.90 1.87 4925.87 0 02:08 1.86 ******************* 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 0.73 0 03:37 0 0.441 0.000 J1 JUNCTION 0.00 0.73 0 03:37 0 0.441 0.000 J3 JUNCTION 0.00 18.11 0 02:40 0 6.15 0.000 J4 JUNCTION 0.00 22.66 0 02:33 0 7.78 0.000 Peakview_Storm_Stub OUTFALL 0.00 22.66 0 02:33 0 7.78 0.000 CooperSlough OUTFALL 0.00 21.89 0 02:18 0 7.55 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 0.026 Pond_B STORAGE 85.59 92.50 0 00:40 1.28 5.82 0.001 Pond_C STORAGE 138.82 138.82 0 00:40 2.06 2.06 0.012 Pond_D STORAGE 144.67 144.67 0 00:40 2.52 2.52 -0.001 Pond_E STORAGE 108.80 108.80 0 00:40 2.01 2.01 0.043 Pond_G STORAGE 210.88 214.82 0 00:40 4.16 6.16 0.015 Pond_H STORAGE 119.43 119.43 0 00:40 1.49 1.49 0.029 Pond_I STORAGE 49.26 49.26 0 00:40 0.576 0.576 -0.000 Fut_CommercialPond STORAGE 19.35 19.35 0 00:40 0.153 0.153 0.013 ********************* 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 185.367 34 0 0 495.595 90 0 02:36 12.13 Pond_B 219.839 65 0 0 275.040 82 0 11:54 8.57 Pond_C 27.251 15 0 0 177.269 98 0 02:07 13.64 Pond_D 290.160 67 0 0 326.860 76 0 03:36 0.73 Pond_E 52.755 17 0 0 201.158 66 0 02:22 8.85 Pond_G 161.233 35 0 0 454.581 98 0 02:39 18.11 Pond_H 59.818 30 0 0 168.905 84 0 02:17 4.23 Pond_I 59.753 57 0 0 73.530 70 0 02:40 0.35 Fut_CommercialPond 9.018 30 0 0 18.658 62 0 02:08 0.34 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Peakview_Storm_Stub 99.58 12.09 22.66 7.783 CooperSlough 99.62 11.72 21.89 7.545 Lake_Canal 99.44 0.33 0.35 0.210 CooperSloughNorth 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 74.66 24.14 44.87 15.538 ******************** 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 0.73 0 03:37 C2 DUMMY 0.73 0 03:37 C3 DUMMY 18.11 0 02:40 C4 DUMMY 22.66 0 02:33 Pond_H_Outlet ORIFICE 4.23 0 02:17 0.00 Pond_D_Outlet ORIFICE 0.73 0 03:37 0.00 Pond_E_Outlet ORIFICE 8.85 0 02:23 0.00 Pond_B_Outlet ORIFICE 8.57 0 11:55 0.00 Pond_C_Outlet ORIFICE 13.64 0 02:08 0.00 Pond_A_Outlet ORIFICE 12.13 0 02:37 0.00 6 ORIFICE 18.11 0 02:40 0.00 Pond_I_Outlet ORIFICE 0.35 0 02:41 0.00 C5 ORIFICE 0.34 0 02:08 0.00 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Tue Jul 12 16:47:44 2022 Analysis ended on: Tue Jul 12 16:47:44 2022 Total elapsed time: < 1 sec ***2-Year Storm *** 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 ...... 18.508 0.978 Evaporation Loss ......... 0.000 0.000 Infiltration Loss ........ 5.189 0.274 Surface Runoff ........... 12.002 0.634 Final Storage ............ 1.371 0.072 Continuity Error (%) ..... -0.296 ************************** Volume Volume Flow Routing Continuity acre-feet 10^6 gal ************************** --------- --------- Dry Weather Inflow ....... 0.000 0.000 Wet Weather Inflow ....... 12.002 3.911 Groundwater Inflow ....... 0.000 0.000 RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000 External Outflow ......... 11.252 3.667 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 ...... 0.745 0.243 Continuity Error (%) ..... 0.045 ******************************** 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 0.98 0.00 0.00 0.29 0.62 0.00 0.62 0.94 35.83 0.631 D 0.98 0.00 0.00 0.51 0.42 0.00 0.43 0.43 23.47 0.435 E 0.98 0.00 0.00 0.38 0.54 0.00 0.54 0.39 16.91 0.551 C 0.98 0.00 0.00 0.10 0.79 0.00 0.80 0.48 22.13 0.813 G 0.98 0.00 0.00 0.10 0.79 0.00 0.79 0.94 30.65 0.809 H 0.98 0.00 0.00 0.19 0.71 0.00 0.71 0.32 21.49 0.727 B 0.98 0.00 0.00 0.29 0.62 0.00 0.62 0.26 13.91 0.634 I 0.98 0.00 0.00 0.19 0.71 0.00 0.71 0.12 9.41 0.728 S4 0.98 0.00 0.00 0.20 0.70 0.02 0.72 0.02 2.01 0.731 S5 0.98 0.00 0.00 0.69 0.22 0.05 0.27 0.02 1.59 0.276 ****************** 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 0.51 2.30 4947.80 0 02:11 2.30 Pond_B STORAGE 0.97 2.81 4945.31 0 04:59 2.81 Pond_C STORAGE 0.24 2.49 4940.99 0 01:17 2.49 Pond_D STORAGE 0.86 1.04 4945.04 0 03:24 1.04 Pond_E STORAGE 0.28 1.11 4937.11 0 01:59 1.11 Pond_G STORAGE 0.63 3.09 4931.39 0 02:11 3.09 Pond_H STORAGE 0.48 2.37 4925.37 0 01:58 2.37 Pond_I STORAGE 1.83 2.77 4925.27 0 02:30 2.77 Fut_CommercialPond STORAGE 0.08 0.18 4924.18 0 02:07 0.18 ******************* 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 0.35 0 03:24 0 0.199 0.000 J1 JUNCTION 0.00 0.35 0 03:24 0 0.199 0.000 J3 JUNCTION 0.00 10.50 0 02:11 0 1.34 0.000 J4 JUNCTION 0.00 12.74 0 02:09 0 1.68 0.000 Peakview_Storm_Stub OUTFALL 0.00 12.74 0 02:09 0 1.68 0.000 CooperSlough OUTFALL 0.00 12.70 0 01:30 0 1.87 0.000 Lake_Canal OUTFALL 0.00 0.24 0 02:30 0 0.122 0.000 CooperSloughNorth OUTFALL 0.00 0.00 0 00:00 0 0 0.000 gal Pond_A STORAGE 35.83 35.83 0 00:45 0.938 0.938 0.062 Pond_B STORAGE 13.91 17.84 0 00:45 0.258 1.2 0.013 Pond_C STORAGE 22.13 22.13 0 00:45 0.475 0.475 0.037 Pond_D STORAGE 23.47 23.47 0 00:40 0.429 0.429 -0.003 Pond_E STORAGE 16.91 16.91 0 00:45 0.389 0.389 0.054 Pond_G STORAGE 31.58 32.24 0 00:45 0.96 1.34 0.034 Pond_H STORAGE 21.49 21.49 0 00:40 0.321 0.321 0.063 Pond_I STORAGE 9.41 9.41 0 00:40 0.124 0.124 0.009 Fut_CommercialPond STORAGE 1.59 1.59 0 00:40 0.0155 0.0155 -0.004 ********************* 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 10.713 2 0 0 70.054 13 0 02:11 6.56 Pond_B 14.721 4 0 0 53.492 16 0 04:58 5.09 Pond_C 1.142 1 0 0 19.968 11 0 01:16 8.11 Pond_D 40.931 9 0 0 52.412 12 0 03:23 0.35 Pond_E 7.172 2 0 0 30.568 10 0 01:59 3.21 Pond_G 7.853 2 0 0 61.374 13 0 02:10 10.50 Pond_H 4.595 2 0 0 28.189 14 0 01:58 2.19 Pond_I 6.901 7 0 0 14.313 14 0 02:29 0.24 Fut_CommercialPond 0.848 3 0 0 1.804 6 0 02:06 0.06 *********************** Outfall Loading Summary *********************** ----------------------------------------------------------- Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CFS CFS 10^6 gal ----------------------------------------------------------- Peakview_Storm_Stub 99.55 2.60 12.74 1.676 CooperSlough 99.55 2.90 12.70 1.869 Lake_Canal 99.13 0.19 0.24 0.122 CooperSloughNorth 0.00 0.00 0.00 0.000 ----------------------------------------------------------- System 74.56 5.70 25.46 3.666 ******************** 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 0.35 0 03:24 C2 DUMMY 0.35 0 03:24 C3 DUMMY 10.50 0 02:11 C4 DUMMY 12.74 0 02:09 Pond_H_Outlet ORIFICE 2.19 0 01:58 0.00 Pond_D_Outlet ORIFICE 0.35 0 03:24 0.00 Pond_E_Outlet ORIFICE 3.21 0 01:59 0.00 Pond_B_Outlet ORIFICE 5.09 0 04:59 0.00 Pond_C_Outlet ORIFICE 8.11 0 01:17 0.00 Pond_A_Outlet ORIFICE 6.56 0 02:11 0.00 6 ORIFICE 10.50 0 02:11 0.00 Pond_I_Outlet ORIFICE 0.24 0 02:30 0.00 C5 ORIFICE 0.06 0 02:07 0.00 ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. 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