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Home My WebLink AboutMARS LANDING - FDP210024 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTPREPARED FOR: Goodwin Knight PREPARED BY: Galloway & Company, Inc. 5265 Ronald Regan Blvd., Suite 210 Johnstown, Colorado 80534 ORIGINAL PREPARATION: October 13, 2021 MARS LANDING FORT COLLINS, COLORADO FINAL DRAINAGE REPORT FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 2 of 15 I. CERTIFICATIONS ................................................................................................................................ 3 CERTIFICATION OF ENGINEER................................................................................................ 3 CERTIFICATION OF OWNER .................................................................................................... 3 II. GENERAL LOCATION AND DESCRIPTION ....................................................................................... 4 SITE LOCATION ......................................................................................................................... 4 DESCRIPTION OF PROPERTY ................................................................................................. 4 III. DRAINAGE BASINS AND SUB-BASINS ............................................................................................. 5 MAJOR BASIN DESCRIPTION ................................................................................................... 5 SUB-BASIN DESCRIPTION ........................................................................................................ 5 IV. DRAINAGE DESIGN CRITERIA ......................................................................................................... 6 REGULATIONS .......................................................................................................................... 6 DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS ............................................... 6 HYDROLOGICAL CRITERIA ...................................................................................................... 7 HYDRAULIC CRITERIA .............................................................................................................. 7 V. DRAINAGE FACILITY DESIGN ........................................................................................................... 9 GENERAL CONCEPT................................................................................................................. 9 VI. EROSION AND SEDIMENT CONTROL MEASURES ....................................................................... 12 VII. FLOODPLAIN ................................................................................................................................. 13 VIII. CONCLUSIONS ............................................................................................................................. 14 COMPLIANCE WITH STANDARDS .......................................................................................... 14 VARIANCES ............................................................................................................................. 14 IX. REFERENCES ................................................................................................................................. 15 Appendices: A. Appendix A – Reference Material B. Appendix B – Hydrologic Calculations C. Appendix C – Hydraulic Calculations D. Appendix D – Existing Drainage Study Excerpts E. Appendix E – Proposed Condition Drainage Map TABLE OF CONTENTS FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 3 of 15 I. CERTIFICATIONS CERTIFICATION OF ENGINEER “I hereby certify that this report for the final drainage design of Mars Landing was prepared by me (or under my direct supervision) in accordance with the provisions of the Fort Collins Stormwater Criteria Manual (December 2018) for the owners thereof.” To be signed and sealed upon City Approval ______________________________________ Donald B. Cecil, PE Registered Professional Engineer State of Colorado No. 52303 For and on behalf of Galloway & Company, Inc. CERTIFICATION OF OWNER “Goodwin Knight hereby certifies that the drainage facilities for Mars Landing shall be constructed according to the design presented in this report. We understand that the City of Fort Collins does not and will not assume liability for drainage facilities designed and/or certified by our engineer. We also understand that the City of Fort Collins relies on the representation of others to establish that drainage facilities are designed and constructed in compliance with City of Fort Collins guidelines, standards or specifications. Review by the City of Fort Collins can therefore in no way limit or diminish any liability, which we or any other party may have with respect to the design or construction of such facilities.” ____________________________________ Goodwin Knight Attest: ___________________________________ Name of Responsible Party __________________________________ Notary Public __________________________________ Authorized Signature FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 4 of 15 II. GENERAL LOCATION AND DESCRIPTION SITE LOCATION Mars Landing (hereafter referred to as “the site” or “project site”) is a 3.79 acre project site located in the City of Fort Collins, Larimer County, Colorado. The project site is bound to the north by Skyway Drive, to the east by Mars Drive, to the south by undeveloped land, and to the west by undeveloped land. The project site is located on Outlot A, South College Storage Subdivision in the southeast quarter of Section 11, T. 6N., R. 69 W. of the 6th P.M, City of Fort Collins, County of Larimer, State of Colorado. Refer to Appendix A for a Vicinity Map showing the project site. DESCRIPTION OF PROPERTY The 3.79 acre project site is currently undeveloped and consists of open fallow land. Vegetation on the project site consists of mostly invasive weeds and grasses. A section of the North Loudon Ditch bisects the project site. The ditch has been abandoned and ditch flows are now conveyed via a system of underground storm sewer. This underground storm sewer does not encroach onto the project site. The Mars Drive right-of-way and the South College Storage Units site plan immediately to the east of the project site were approved and constructed between 2017 and 2019. The project site currently drains from west to east at slopes ranging from 2% to 25%. The steeper slopes up to 25% occur adjacent to the east property boundary at Mars Drive where large earthwork cuts occurred for the construction of Mars Drive. A culvert was extended under Mars Drive to the project site near the intersection with Skyway Drive as part of the South College Storage Units project. The culvert was designed to bypass runoff from the Mars Landing site under Mars Drive. A drainage analysis of the Mars Landing site and adjacent lands was performed for sizing of the culvert under Mars Drive. An offsite drainage area immediately to the west of the project site, between the west property boundary and Gateway Center Drive, was delineated as part of the South College Storage Units Final Drainage Report. This offsite area drains onto the Mars Landing site and eventually is captured by the culvert in Mars Drive. A copy of the the drainage map from the South College Storage Units Final Drainage Report are included in Appendix E. The project site covers the entire ±3.79 acre Outlot A. The proposed improvements include two multi- family residential buildings with 90 dwelling units, detached garage buildings, internal roadways, wet/dry utilities and landscaping in common and amenity areas. A small portion of Mars Drive will be added to the current road alignment and will extend from its existing terminus approximately 150’ to the south where it will terminate perpendicular to the Mars Landing project site. According to the Natural Resources Conservation Service (NRCS) Web Soil Survey, the project site consists of a mix of soil types and Hydrologic Soil Groups (HSGs)including: - Fort Collins Loam, HSG ‘C’, 16.7% of total project area - Kim Loam, HSGs ‘B’, 45.6% - Kim-Thedalund Loam, HSG ‘B’, 37.7% The predominant on-site HSG is ‘B’. Group B soils have a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep to 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. Refer to Appendix A, for the Web Soil Survey and soils information. A geotechnical report was prepared by Earth Engineering Consultants (EEC) in July 2019 for the project site. The EEC report included site-specific borings for the project site. Nine exploratory borings were performed across the project site and discovered that subsurface conditions generally consisted of clayey FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 5 of 15 sand/sandy lean clay and/or lean clay with sand subsoils, extending to underlying bedrock depths of approximately 2’ to 6’ below the ground surface. Groundwater was observed at depths of approximately 14’ to 17’ below the ground surface. III. DRAINAGE BASINS AND SUB-BASINS MAJOR BASIN DESCRIPTION The basin which includes the Mars Landing project site was included within the Final Drainage Report for the South College Storage Units by Northern Engineering, dated September 2017. Refer to Appendix D, for the South College Storage Units Drainage Exhibit. The project site is a part of Basin W1, which discharges into the culvert under Mars Drive. For purposes of this study for the Mars Landing project, Basin W1 is generally divided into two major drainage basins, Basin A and Basin B. Runoff from Basin A, will be conveyed via a system of swales, curb and gutter, underground storm sewer, and detention facilities to the culvert under Mars Drive. Runoff from Basin B consists generally of runoff that cannot be captured via the proposed conveyance system to be constructed with the Mars Landing project site. These flows will run off the property overland via overland flow into Mars Drive. A portion of the proposed improvements including the Mars Drive road extension were included in the original calculations for the South College Storage Units and are not included with this Study. The project site is enveloped entirely within the Fossil Creek drainage basin, as delineated by the City of Fort Collins Drainage Basin Master Plan. The Drainage Basin Master Plan was approved by City Council in June of 2004 and describes the flooding history of the specified basins and offers guidance for new development within the basins. The project site is shown on FEMA Map Numbers 08069C1000F and 08069C1200F. The floodplain map indicates the project exists within Zone X - Area of Minimal Flood Hazard and is, therefore, not impacted by an existing floodplain/floodway. Refer to Appendix A for a Firmette of the Flood Plain Hazard Map. SUB-BASIN DESCRIPTION The sub-basin development included herein is intended to describe the final drainage patterns on the site. A Basins:These basins are compositionally similar and comprised of the proposed building roof areas, asphalt, curb and gutter, sidewalks, landscaping, and outdoor amenity areas. These basins are intended to be captured via the on-site drainage system and routed through the proposed detention pond to the culvert under Mars Drive. B Basins:These basins are compositionally similar and are comprised of both paved drive entrances to the site, landscaped areas and sidewalk/other hardscape. Due to the location of these sub-basins directly adjacent to Mars Drive, they cannot be captured via the on-site drainage system and will runoff directly into Mars Drive. OS1 Basin:This basin is the only offsite basin entering our site. This basin was delineated with the South College Storage Units Final Drainage Report. This land consists of open field to the west of the project site along the entire west property line. Flows from this basin will flow overland to the west property line will they enter the site evenly distributed along the property line. The Mars Landing project proposes to make landscaping improvements to this area to count toward required mitigation of habitat removal associated with the proposed development. No additional impervious cover or earthwork improvements are proposed in this offsite basin. FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 6 of 15 IV. DRAINAGE DESIGN CRITERIA REGULATIONS This preliminary drainage design presented herein is prepared in accordance with the Fort Collins Stormwater Criteria Manual (December (2018). DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS The project site is enveloped entirely within the Fossil Creek drainage basin, as delineated by the City of Fort Collins Drainage Basin Master Plan. The Drainage Basin Master Plan was approved by City Council in June of 2004 and describes the flooding history of the specified basins and offers guidance for new development within the basins. Several site specific constrains helped develop the Low Impact Design Water Quality BMPs and detention pond design presented here. · The outfall for the project site is a stub out provided via the culvert under Mars Drive at the northwest corner of the site, constructed with the South College Storage Units Final Utility Plan. The invert elevation of this culvert is 5032.46. · The site configuration is disproportionate, with the north-south property boundary lines being much greater than that of the east-west boundary lines. The site is generally flat along the north- south property boundary lines, but is relatively steep along those boundary lines running east and west. · The property line is directly adjacent to Mars Drive to the east and Skyway Drive to the north. · The existing soils are unsuitable for infiltrating stormwater runoff and generally consist of clayey sand/sandy lean clay and/or lean clay with sand subsoils Due to the project site being encumbered by these constraints, we developed a strategy for implementing “The Four-Step Process” for stormwater quality management to the Maximum Extent Practicable (MEP). Each step is listed below along with a brief narrative describing the implementation strategy. Step 1 – Employ Runoff Reduction Practices All developed runoff from Drainage Basin A will be routed through the on-site detention pond. The detention pond will restrict the flowrate of stormwater leaving the site and reduce the impact on downstream drainage areas. Further, all runoff from half of the developed runoff from the garage roofs will be routed across earthen swales before they are captured in the site’s storm sewer system or detention pond. Further, 90% of the project’s added impervious area will be routed through the underwater stormwater quality chambers. Step 2 – Implement BMPs that provide a Water Quality Capture Volume Approximately 90% of the project’s added impervious area will be routed through the underwater stormwater quality chambers to meet the LID requirements set forth. Sub-basins within Basin A not routed through the underwater stormwater quality chambers will be treated using other water quality treatment methods described in other sections of this report. Generated runoff from the majority of Basin B, which will not be routed through the underwater chambers or detention pond, will pass across grass landscaped areas before they flow into Mars Drive and, eventually, public storm sewer within Mars Drive. Step 3 – Stabilize Drainageways There are no defined drainageways on the site. Earthen swales will be planted to stabilize the shallow embankments and prevent erosion. Step 4 – Implement site specific and other source control BMPs FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 7 of 15 An erosion control plan and Stormwater Management Plan will be implemented to prevent erosion and control sediment on the project site and downstream drainageways during and after construction. HYDROLOGICAL CRITERIA For urban catchments that are not complex and generally 160 acres or less in size, it is acceptable to estimate the design storm runoff with the rational method. The rational method is often used when only the peak flow rate or total volume of runoff is needed (e.g., inlet sizing, storm sewer sizing or simple detention basin sizing). 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 A = area, acres The runoff coefficient, C, for each basin is a weighted average of the runoff coefficient associated with each land-use type (e.g., asphalt = 0.95). Refer to Appendix A and Tables 3.2-2 and 3.2-3 which list runoff coefficient associated with each land use type and the Frequency Adjustment Factors (Cf) that were used to adjust the runoff coefficients for lower probability storm events. The one-hour rainfall Intensity-Duration-Frequency tables for use with the Rational Method of runoff analysis are provided in Table 3.4.1 (refer to Appendix B). The 2-year and 100-year storm events serve as the basis for the 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 in 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 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. HYDRAULIC CRITERIA The storm drain system is limited to culverts and swales on the project site that will convey runoff underneath drives and parking areas to the underground water quality and above ground detention pond. Storm Pipe Design The storm drain system hydraulic analysis have been completed using Bentley StormCAD V8i. This software routes flows based on the longest upstream Time of Concentration (tc) at each junction. Given the controlling tc, StormCAD V8i will use the flows generated from the Standard Form, and route flows throughout the system. Hydraulic Grade lines are generated via StormCAD V8i as well. Inlet Sizing The inlets on the site were sized with MHFD_Inlet_v5.01. The site will use Type 13 Inlets within concrete pans and Type 13 Combo inlets where curb and gutter are installed. All inlets were analyzed to be in a sump condition. Each inlet will provide full capture of both the minor and major storm events. FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 8 of 15 Swale Sizing There is one swale onsite that will convey flows back to the access drive and eventually into Type 13 Combo inlet. Swale size is analyzed using Bentley Flowmaster V8i to provide enough capacity to convey flows to access drive. FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 9 of 15 V. DRAINAGE FACILITY DESIGN GENERAL CONCEPT The final design presents the design of a system for collecting and conveying developed runoff from the proposed development at the Mars Landing project site into the on-site underground water quality basins and the above ground detention pond. Developed runoff will generally consist generally of flows generated from roof areas, paved drives and parking areas, landscaped areas, and hardscape. The developed runoff for each basin begins as overland flow at numerous locations throughout the project site. The runoff then flows via a stormwater conveyance system consisting of swales, curb and gutter, and underground storm sewer into the underground water quality system and the above ground detention pond. SPECIFIC DETAILS A Basins These basins comprise approximately 3.44 acres. The developed runoff from these basins is captured via a system of overland flow, swales, curb and gutter, and an underground storm sewer system. Runoff from the majority of the A Basins, except for Basins A-1 & A-3, is diverted trough the below ground water quality treatment basins. Runoff from Basin A-1 will be captured via a system of curb and gutter and routed to an inlet where runoff will be treated for water quality with a Snout hood water quality BMP. A variance to the Stormwater Criteria Manual has been requested for treatment of Basin A-1 with the Snout Hood rather than other approved water quality treatment methods. Runoff from Basin-A-3 will flow overland from impervious areas included roof and hardscape across vegetated areas and grass lined swales before entering the detention pond. All A Basins are conveyed to the on-site detention pond. Runoff from Basin A-1 is the only on-site basin routed through the detention pond that will not be treated by the Stormtech Subsurface Stormwater Management System for purposes of Low Impact Development. A variance from the City of Fort Collins Stormwater Criteria Manual Chapter 1.2.3.5 – Water Quality and Chapter 7.4 – Water Quality Detention has been requested to allow installation of the Snout hood water quality BMP versus an approved LID method or Water Quality Detention. B Basins These basins comprise approximately 0.35 acres. The developed runoff from these basins flow overland from the two driveways along Mars Drive and across landscape areas and hardscape into Mars Drive. Due to the location of these basins immediately adjacent to Mars Drive, they cannot be captured and conveyed to the on-site water quality and detention facilities. Since the majority of these flows are routed across landscaped areas, and since this basin is spread across the entire Mars Drive right-of-way boundary adjacent to the project site, it is expected that the landscaped areas will serve as water quality buffers for runoff generated in these basins. Further, the point flows generated in these basins are considered negligible and should not have an adverse impact on the downstream stormwater infrastructure. Underground Water Quality The underground water quality treatment system will be comprised on the Stormtech Subsurface Stormwater Management System (Stormtech) manufactured by Advanced Drainage Systems, Inc., which is an allowed method by the City of Fort Collins for the Low Impact Development (LID) stormwater management technique requirements. Stormtech utilizes underground stormwater collection chambers to achieve the necessary volume required to be treated for Water Quality. The captured volume then FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 10 of 15 infiltrates through a filtering fabric at the floor of the chamber, removing contaminants. An underdrain system then captures the filtered runoff and conveys the runoff to the on-site detention pond. The total contributing area to the Stormtech system is 2.74 acres. Final calculations for this study have determined that 90% of the added impervious area from the project site will be routed through the Stormtech system. The required water quality capture volume routed through the chambers was determined using the City of Fort Collins Modified FAA Method for the 2-year Return Period. Calculations for the sizing of the Underground Water Quality System are included in Appendix C. On-Site Detention Pond The on-site detention pond was sized using City of Fort Collins Modified FAA Method for the 2-year Return Period. The proposed release rate for the detention pond was determined using the allowable 0.2 cfs per acre of project area for projects within the Fossil Creek Drainage Basin. The allowable release rate was calculated to be 0.69 cfs. The pond has a volume of 39,201 cubic feet and provides the required detention control for the 100-year return period. Calculations for the sizing of the Detention Pond are included in Appendix C. The detention pond will discharge via an outlet structure that is connected directly to the culvert under Mars Drive that was constructed with the South College Storage Units. The release rate from the detention pond does not exceed the capacity of the culvert under Mars Drive. Maintenance access to the detention pond will be provided through the project site. Maintenance vehicles shall utilize on-site parking adjacent to the pond. Maintenance personnel should access the pond on foot, through the project site at the west end of the pond to perform maintenance activities. Given the relatively small footprint of the pond and intent to utilize the pond for vegetative purposes, it is generally not feasible to provide vehicle access directly into the pond. The overflow spillway will convey the 100 year inflow into the pond. This flow will pass over the top of the wall at elevation 5037.25 and be conveyed west by Mars Drive and north along Skyway Drive. Basin OS-1 Basin OS-1 is the only offsite basin entering our site. This basin is 1.55 acres and was delineated with the South College Storage Units Final Drainage Report. This land consists of open field to the west of the project site along the entire west property line. Flows from this basin for the 100-year return period were calculated to be approximately 2.20 cfs. Runoff generated from this basin will flow overland to the west property line will they enter the site evenly distributed along the property line. The Mars Landing project proposes to make landscaping improvements to this area to count toward required mitigation of habitat removal associated with the proposed development. Given that no additional impervious cover or earthwork improvements are proposed in this offsite basin and there will be no point discharge generated from this small basin, runoff generated from this basin should be considered negligible and should have no impact on the downstream drainage system. Mars Drive Improvements A small portion of Mars Drive will be added to the current road alignment and will extend from its existing terminus approximately 150’ to the south where it will terminate perpendicular to the Mars Landing project site. A 5’ wide sidewalk along the west side of the Mars Drive right-of-way will also be constructed with this project. Conveyance of runoff generated within the Mars Drive right-of-way south of Skyway Drive was studied in the Final Drainage Report for the South College Storage Units project and is not included in this study. Runoff generated with the south portion of the sidewalk installation and the extension of Mars Drive for the Mars Landing project is included within Basins M7 and M6 of the South College Storage Units drainage study. Runoff from these basins is captured in two curb inlets, one on either side of Mars Drive. Stormwater is then conveyed from these inlets via underground storm sewer to the South College Storage Units rain garden and detention pond. Runoff generated with the north portion of the FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 11 of 15 sidewalk installation will flow overland into Mars Drive will it be captured in the existing vertical curb and gutter system that drains downhill toward Skyway Drive to the north. FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 12 of 15 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 project site. Prior to any earth disturbing activity a Stormwater Management Plan (SWMP) will be prepared to identity the Control Measures which, when implemented, will meet the requirements of said General Permit. FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 13 of 15 VII. FLOODPLAIN According to FEMA FIRM Map Numbers 08069C1405F - effective date: 12/19/2006, the project site resides in Zone X – Area of Minimal Flood Hazard. Refer to Appendix A, pages A-X and A-X for the FIRM Map and Firmette. FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 14 of 15 VIII. CONCLUSIONS COMPLIANCE WITH STANDARDS The design presented in this Final drainage report for Mars Landing has been prepared in accordance with the design standards and guidelines presented in the Fort Collins Stormwater Criteria Manual. VARIANCES No variance(s) requested at this time. FINAL DRAINAGE REPORT – Mars Landing Galloway & Company, Inc.Page 15 of 15 IX. REFERENCES 1.Fort Collins Stormwater Criteria Manual (December (2018) 2.Urban Drainage and Flood Control District, Drainage Criteria Manual Volumes 1 and 2, prepared by Wright-McLaughlin Engineers, originally published March 1969 and updated August 2018, and the Volume 3, prepared by Wright-McLaughlin Engineers, originally published September 1992 and updated April 2018. ` APPENDIX A REFERENCE MATERIAL ` VICINITY MAP SCALE: NTSS. COLLEGE AVEW. TRILBY RDMARS DRVICINITY MAP SITE SKYWAY DR ` NRCS SOILS MAP Hydrologic Soil Group—Larimer County Area, Colorado (Skyway Townhomes) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/27/2019 Page 1 of 4448327044832904483310448333044833504483370448339044834104483430448345044834704483490448327044832904483310448333044833504483370448339044834104483430448345044834704483490493110493130493150493170493190493210493230493250493270 493110 493130 493150 493170 493190 493210 493230 493250 493270 40° 30' 7'' N 105° 4' 52'' W40° 30' 7'' N105° 4' 45'' W40° 30' 0'' N 105° 4' 52'' W40° 30' 0'' N 105° 4' 45'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 50 100 200 300 Feet 0 15 30 60 90 Meters Map Scale: 1:1,130 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 13, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 11, 2018—Aug 12, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado (Skyway Townhomes) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/27/2019 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 35 Fort Collins loam, 0 to 3 percent slopes C 0.6 16.7% 54 Kim loam, 3 to 5 percent slopes B 1.6 45.6% 56 Kim-Thedalund loams, 3 to 15 percent slopes B 1.3 37.7% Totals for Area of Interest 3.5 100.0% 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. Hydrologic Soil Group—Larimer County Area, Colorado Skyway Townhomes Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/27/2019 Page 3 of 4 Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Larimer County Area, Colorado Skyway Townhomes Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 6/27/2019 Page 4 of 4 ` FEMA FIRMETTE USGS The National Map: Orthoimagery. Data refreshed April, 2019. National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250Feet Ü105°5'7.24"W 40°30'16.76"N 105°4'29.78"W 40°29'49.41"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOODHAZARD AR EAS Without Base Flood Elevation (BFE)Zone A, V, A99With BFE or Depth Zone AE, AO, AH, VE, AR Regulator y Floodway 0.2% Annual Chance Flood Hazard, Areasof 1% annual chance flood with averagedepth less than one foot or with drainageareas of less than one square mile Zone X Future Conditions 1% AnnualChance Flood Hazard Zone XArea with Reduced Flood Risk due toLevee. See Notes.Zone X Area with Flood Risk due to Levee Zone D NO SCREE N Area of Minimal Flood Hazard Zone X Area of Undetermined Flood Hazard Zone D Channel, Culver t, or Storm SewerLevee, Dike, or Floodwall Cross Sections with 1% Annual Chance17.5 Water Surface ElevationCoastal Transect Coastal Transect BaselineProfile BaselineHydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of StudyJurisdiction Boundar y Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from theauthoritative NFHL web ser vices provided by FEMA. This mapwas exported on 6/27/2019 at 5:17:47 PM and does notreflect changes or amendments subsequent to this date andtime. The NFHL and effective information may change orbecome superseded by new data over time. This map image is void if the one or more of the following mapelements do not appear: basemap imagery, flood zone labels,legend, scale bar, map creation date, community identifiers,FIRM panel number, and FIRM effective date. Map images forunmapped and unmodernized areas cannot be used forregulatory purposes. Legend OTHER AREAS OFFLOOD HAZARD OTHER AREAS GENERALSTRUCTURES OTHERFEATURES MAP PANELS 8 1:6,000 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative proper ty location. ` APPENDIX B HYDROLOGY CALCULATIONS ` PROPOSED RUNOFF CALCULATIONS Subdivision:South College Storage SubdivisionProject Name: Mars LandingLocation:CO, Fort CollinsProject No.:Calculated By: DBCChecked By: HFINPUTUser InputDate: 6/2/21OUTPUT Calculated ValueSingle-Family Alley-LoadedSF Duplex/AttachedMulti-Family95%5% 100%A10.09950.07 74200.02 4950.00 0 0.78A20.30950.22 70200.06 4950.02 5 0.79A30.61950.02 3200.58 19950.01 2 0.24A40.24950.18 69200.05 4950.02 7 0.80A50.48950.41 80200.05 2950.02 4 0.87A60.85950.48 54200.35 8950.02 2 0.64A70.18950.15 81200.03 3950.00 0 0.84A80.34950.00 0200.00 0950.34 95 0.95A90.35950.00 0200.00 0950.35 95 0.95B10.12950.03 24200.09 15950.00 0 0.39B20.22950.03 14200.18 17950.00 2 0.33B30.01950.01 53200.00 9950.00 0 0.62 A BASINS (Detention Tributary)3.44951.53 42201.14 7950.77 21 0.70LID Tributary (A2 & A4-A9)2.74951.43 50200.54 4950.78 27 0.80Σ Basins - B BASINS0.35950.07 19200.28 16950.00 1 0.36Σ Basins - TOTAL3.79951.60 40201.42 7950.78 20 0.67COMPOSITE RUNOFF COEFFICIENTSArea (ac)Area WeightedAsphalt + Concrete Walks Lawns, Clayey SoilArea WeightedRunoff CoefficientArea (ac)GNK008.20Area WeightedC2Basin ID Total Area (ac)Runoff CoefficientArea (ac)RoofsRunoff CoefficientPage 1 of 1 7/22/2021 Subdivision:South College Storage SubdivisionProject Name: Mars LandingLocation:CO, Fort CollinsProject No.:Calculated By: DBCChecked By: HFDate: 6/2/211 2 3 4 5 6 7 8 9 10 13 14 15 16 17 18 19 20 21 22 23 24BASIN D.A. Hydrologic C2C5C100L S Ti | 2-YearTi | 100-YearL Calculated S CvVEL. TtCOMP. Tc | 2-YearCOMP. Tc | 100-YearTOTAL Urbanized TcTc | 2-YearTc | 100-YearID (AC) Soils GroupCf=1.00Cf=1.00Cf=1.25(FT) (%) (MIN) (MIN) (FT) Slope, % (%) (FPS) (MIN) (MIN) (MIN) LENGTH(FT) (MIN) (MIN) (MIN)A1 0.09C0.78 0.78 0.9820 5.751.5 0.6983.603.60 203.8 0.4 1.9 1.0 118 10.7 5.0 5.0A2 0.30C0.79 0.79 0.9921 19.001.0 0.42521.981.98 202.8 1.5 2.5 1.9 273 11.5 5.0 5.0A3 0.61C0.24 0.24 0.300 2.000.0 0.03402.952.95 152.6 2.2 2.2 2.2 340 11.9 5.0 5.0A4 0.24C0.80 0.80 1.000 2.000.0 0.01252.782.78 203.3 0.6 0.6 0.6 125 10.7 5.0 5.0A5 0.48C0.87 0.87 1.0022 9.271.0 0.41256.096.09 204.9 0.4 1.4 0.8 147 10.8 5.0 5.0A6 0.85C0.64 0.64 0.8016 15.131.4 0.91574.544.54 204.3 0.6 2.0 1.5 173 11.0 5.0 5.0A7 0.18C0.84 0.84 1.000 2.000.0 0.01353.933.93 204.0 0.6 0.6 0.6 135 10.8 5.0 5.0A8 0.34C0.95 0.95 1.000 2.000.0 0.0641.561.56 202.5 0.4 0.4 0.4 64 10.4 5.0 5.0A9 0.35C0.95 0.95 1.000 2.000.0 0.0641.561.56 202.5 0.4 0.4 0.4 64 10.4 5.0 5.0B1 0.12C0.39 0.39 0.480 2.000.0 0.04710.5510.55 206.5 0.1 0.1 0.1 47 10.3 5.0 5.0B2 0.22C0.33 0.33 0.410 2.000.0 0.0942.762.76 203.3 0.5 0.5 0.5 94 10.5 5.0 5.0B3 0.01C0.62 0.62 0.780 2.000.0 0.0265.655.65 204.8 0.1 0.1 0.1 26 10.1 5.0 5.0NOTES: Ti = (1.87*(1.1 - CCf)*(L)^0.5)/((S)^0.33), S in %CvTt=L/60V2.5Velocity V=Cv*S^0.5, S in ft/ft5Tc Check = 10+L/1807For urbanized basins a minimum Tc of 5.0 minutes is required.10For non-urbanized basins a minimum Tc of 10.0 minutes is required1520Paved Areas and Shallow Paved SwalesDATAType of Land SurfaceHeavy MeadowTillage/FieldShort Pasture and LawnsNearly Bare GroundGrassed WaterwaySTANDARD FORM SF-2TIME OF CONCENTRATIONSUB-BASINTc CHECKGNK008.20FINALINITIAL/OVERLAND(Ti)TRAVEL TIME(URBANIZED BASINS)(Tt)Page 1 of 1 7/22/2021 Project Name: Mars LandingSubdivision:South College Storage SubdivisionProject No.:GNK008.20Location:CO, Fort CollinsCalculated By: DBCDesign Storm:Checked By: HFDate: TRAVEL TIMESTREETDesign PointBasin IDArea (Ac)Runoff Coeff. | C 2Tc | 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)REMARKSA1 A1 0.09 0.78 5.0 0.07 2.85 0.2A2 A2 0.30 0.79 5.0 0.23 2.85 0.7A3 A3 0.61 0.24 5.0 0.15 2.85 0.4A4 A4 0.24 0.80 5.0 0.19 2.85 0.6A5 A5 0.48 0.87 5.0 0.41 2.85 1.2A6 A6 0.85 0.64 5.0 0.54 2.85 1.6A7 A7 0.18 0.84 5.0 0.15 2.85 0.4A8 A8 0.34 0.95 5.0 0.33 2.85 0.9A9 A9 0.35 0.95 5.0 0.33 2.85 0.9B1 B1 0.12 0.39 5.0 0.05 2.85 0.1B2 B2 0.22 0.33 5.0 0.07 2.85 0.2B3 B3 0.01 0.62 5.0 0.01 2.85 0.02DIRECT RUNOFF TOTAL RUNOFF STREET PIPESTANDARD FORM SF-3STORM DRAINAGE SYSTEM DESIGN(RATIONAL METHOD PROCEDURE)2-Year6/3/21Page 1 of 1 7/22/2021 STANDARD FORM SF-3STORM DRAINAGE SYSTEM DESIGN(RATIONAL METHOD PROCEDURE)Project Name: Mars LandingSubdivision:South College Storage SubdivisionProject No.:GNK008.20Location:CO, Fort CollinsCalculated By: DBCDesign Storm:Checked By: HFDate: TRAVEL TIMESTREETDesign PointBasin IDArea (Ac)Runoff Coeff. | C 100Tc | 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)REMARKSA1 A1 0.09 0.98 5.0 0.09 9.95 0.9A2 A2 0.30 0.99 5.0 0.29 9.95 2.9A3 A3 0.61 0.30 5.0 0.18 9.95 1.8A4 A4 0.24 1.00 5.0 0.24 9.95 2.4A5 A5 0.48 1.00 5.0 0.48 9.95 4.8A6 A6 0.85 0.80 5.0 0.68 9.95 6.8A7 A7 0.18 1.00 5.0 0.18 9.95 1.8A8 A8 0.34 1.00 5.0 0.34 9.95 3.4A9 A9 0.35 1.00 5.0 0.35 9.95 3.5B1 B1 0.12 0.48 5.0 0.06 9.95 0.6B2 B2 0.22 0.41 5.0 0.09 9.95 0.9B3 B3 0.01 0.78 5.0 0.01 9.95 0.1100-YearDIRECT RUNOFF TOTAL RUNOFF STREET6/2/21PIPEPage 1 of 1 7/22/2021 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 8 Table 3.4-1. IDF Table for Rational Method Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) Duration (min) Intensity 2-year (in/hr) Intensity 10-year (in/hr) Intensity 100-year (in/hr) 5 2.85 4.87 9.95 39 1.09 1.86 3.8 6 2.67 4.56 9.31 40 1.07 1.83 3.74 7 2.52 4.31 8.80 41 1.05 1.80 3.68 8 2.40 4.10 8.38 42 1.04 1.77 3.62 9 2.30 3.93 8.03 43 1.02 1.74 3.56 10 2.21 3.78 7.72 44 1.01 1.72 3.51 11 2.13 3.63 7.42 45 0.99 1.69 3.46 12 2.05 3.50 7.16 46 0.98 1.67 3.41 13 1.98 3.39 6.92 47 0.96 1.64 3.36 14 1.92 3.29 6.71 48 0.95 1.62 3.31 15 1.87 3.19 6.52 49 0.94 1.6 3.27 16 1.81 3.08 6.30 50 0.92 1.58 3.23 17 1.75 2.99 6.10 51 0.91 1.56 3.18 18 1.70 2.90 5.92 52 0.9 1.54 3.14 19 1.65 2.82 5.75 53 0.89 1.52 3.10 20 1.61 2.74 5.60 54 0.88 1.50 3.07 21 1.56 2.67 5.46 55 0.87 1.48 3.03 22 1.53 2.61 5.32 56 0.86 1.47 2.99 23 1.49 2.55 5.20 57 0.85 1.45 2.96 24 1.46 2.49 5.09 58 0.84 1.43 2.92 25 1.43 2.44 4.98 59 0.83 1.42 2.89 26 1.4 2.39 4.87 60 0.82 1.4 2.86 27 1.37 2.34 4.78 65 0.78 1.32 2.71 28 1.34 2.29 4.69 70 0.73 1.25 2.59 29 1.32 2.25 4.60 75 0.70 1.19 2.48 30 1.30 2.21 4.52 80 0.66 1.14 2.38 31 1.27 2.16 4.42 85 0.64 1.09 2.29 32 1.24 2.12 4.33 90 0.61 1.05 2.21 33 1.22 2.08 4.24 95 0.58 1.01 2.13 34 1.19 2.04 4.16 100 0.56 0.97 2.06 35 1.17 2.00 4.08 105 0.54 0.94 2.00 36 1.15 1.96 4.01 110 0.52 0.91 1.94 37 1.16 1.93 3.93 115 0.51 0.88 1.88 38 1.11 1.89 3.87 120 0.49 0.86 1.84 FORT COLLINS STORMWATER CRITERIA MANUAL Hydrology Standards (Ch. 5) 3.0 Rational Method 3.4 Intensity-Duration-Frequency Curves for Rational Method Page 9 Figure 3.4-1. Rainfall IDF Curve – Fort Collins Tributary Area tc | 2-Year tc | 100-Year Q2 Q100 Sub-basin (acres)(min)(min)(cfs)(cfs) A1 0.09 0.78 0.98 5.0 5.0 0.2 0.9 A2 0.30 0.79 0.99 5.0 5.0 0.7 2.9 A3 0.61 0.24 0.30 5.0 5.0 0.4 1.8 A4 0.24 0.80 1.00 5.0 5.0 0.6 2.4 A5 0.48 0.87 1.00 5.0 5.0 1.2 4.8 A6 0.85 0.64 0.80 5.0 5.0 1.6 6.8 A7 0.18 0.84 1.00 5.0 5.0 0.4 1.8 A8 0.34 0.95 1.00 5.0 5.0 0.9 3.4 A9 0.35 0.95 1.00 5.0 5.0 0.9 3.5 B1 0.12 0.39 0.48 5.0 5.0 0.1 0.6 B2 0.22 0.33 0.41 5.0 5.0 0.2 0.9 B3 0.01 0.62 0.78 5.0 5.0 0.0 0.1 A BASINS (TO DETENTION)3.44 0.70 0.88 - -6.9 28.3 TO LID 2.74 0.80 1.00 --3.6 25.4 B BASINS 0.35 0.36 0.45 --0.00 1.55 TOTAL 3.79 0.67 0.84 --0.00 29.82 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 ` APPENDIX C HYDRAULIC CALCULATIONS Project Number:GNK08.20 Date:06/02/2021 Project Location:Fort Collins, Colorado Calculations By:DBC Pond Description:Detention Pond User Input Cell:Blue Text 100-year 35151 0.88 0.81 3.44 0.69 minutes seconds in/hr cubic feet cubic feet cubic feet acre-feet 5 300 9.95 9036 206.4 8830 0.20 10 600 7.72 14022 412.8 13609 0.31 15 900 6.52 17764 619.2 17144 0.39 20 1200 5.60 20343 825.6 19517 0.45 25 1500 4.98 22613 1032 21581 0.50 30 1800 4.52 24629 1238.4 23391 0.54 35 2100 4.08 25937 1444.8 24492 0.56 40 2400 3.74 27172 1651.2 25521 0.59 45 2700 3.46 28280 1857.6 26423 0.61 50 3000 3.23 29334 2064 27270 0.63 55 3300 3.03 30269 2270.4 27999 0.64 60 3600 2.86 31168 2476.8 28691 0.66 65 3900 2.71 31994 2683.2 29311 0.67 70 4200 2.59 32930 2889.6 30040 0.69 75 4500 2.48 33784 3096 30688 0.70 80 4800 2.38 34583 3302.4 31280 0.72 85 5100 2.29 35355 3508.8 31846 0.73 90 5400 2.21 36127 3715.2 32411 0.74 95 5700 2.13 36753 3921.6 32832 0.75 100 6000 2.06 37416 4128 33288 0.76 105 6300 2.00 38143 4334.4 33808 0.78 110 6600 1.94 38760 4540.8 34219 0.79 115 6900 1.88 39269 4747.2 34522 0.79 120 7200 1.84 40104 4953.6 35151 0.81 Storage Volume Modified FAA Method- Storage Colume Calculations Inputs | Tributary Area Output | Detention Volume Storm Duration Time Rainfall Intensity Inflow Volume Catchment 'C': Catchment Drainage Area, ac: Return Period for Detention Control: Required Storage, cubic feet: Required Storage, ac-ft: Release Rate, cfs: Average Outflow Storage Volume Project Number:GNK008.20 Project Location:Fort Collins, CO Date: 06/02/2021 Calculations By:DBC Pond Description:Mars Landing Detention Pond User Input Cell:Blue Text Design Point:DP A Design Storm:100-year Required Volume:35151 ft3 5036.95 ft Design Storm:N/A Required Volume:ft3 N/A ft Design Storm:N/A Required Volume:ft3 N/A ft Contour Elevation Contour Area Depth Incremental Volume Cummulative Volume Incremental Volume Cummulative Volume Cummulative Volume ft ft2 ft ft3 ft3 ft3 ft3 ac-ft 5032.50 0 0 0 0 0 0 0.00 5033.00 1387 0.50 347 347 231 231 0.01 5034.00 7990 1.00 4689 5035 4235 4466 0.10 5035.00 10035 1.00 9013 14048 8993 13460 0.31 5036.00 11116 1.00 10576 24623 10571 24030 0.55 5037.00 12194 1.00 11655 36278 11651 35681 0.82 5037.25 12501 1.25 14761 39384 14752 38783 0.89 Detention Pond Stage-Storage Calculations Required Volume Water Surface Elevation Average End Area Method: Conic Volume Method: 5032.0 5033.0 5034.0 5035.0 5036.0 5037.0 5038.0 0 2000 4000 6000 8000 10000 12000 14000 16000 18000 20000Contour Elevation, ftCummulative Volume, ft3 On-Site Detention Pond Project Number:GNK08.20 Date:06/02/2021 Project Location:Fort Collins, Colorado Calculations By:DBC Pond Description:Stormtech System - LID Requirement User Input Cell:Blue Text WQCV 1341 0.8 0.03 2.74 0.7 minutes seconds in/hr cubic feet cubic feet cubic feet acre-feet 5 300 1.425 937 204 733 0.02 10 600 1.105 1453 408 1045 0.02 15 900 0.935 1845 612 1233 0.03 20 1200 0.805 2117 816 1301 0.03 25 1500 0.715 2351 1020 1331 0.03 30 1800 0.650 2565 1224 1341 0.03 35 2100 0.585 2693 1428 1265 0.03 40 2400 0.535 2815 1632 1183 0.03 45 2700 0.495 2930 1836 1094 0.03 50 3000 0.460 3025 2040 985 0.02 55 3300 0.435 3147 2244 903 0.02 60 3600 0.410 3235 2448 787 0.02 65 3900 0.385 3291 2652 639 0.01 70 4200 0.365 3360 2856 504 0.01 75 4500 0.345 3403 3060 343 0.01 80 4800 0.330 3472 3264 208 0.00 85 5100 0.315 3521 3468 53 0.00 90 5400 0.305 3610 3672 -62 0.00 95 5700 0.290 3623 3876 -253 -0.01 100 6000 0.280 3683 4080 -397 -0.01 105 6300 0.270 3729 4284 -555 -0.01 110 6600 0.260 3761 4488 -727 -0.02 115 6900 0.255 3857 4692 -835 -0.02 120 7200 0.245 3867 4896 -1029 -0.02 Catchment 'C': Required Storage, ac-ft: Modified FAA Method- Storage Colume Calculations Inputs | Tributary Area Output | Detention Volume Return Period for Detention Control: Required Storage, cubic feet: Average Outflow Storage Volume Storage Volume Catchment Drainage Area, ac: Release Rate, cfs: Storm Duration Time Rainfall Intensity Inflow Volume Project: Basin ID: Depth Increment = ft Watershed Information Top of Micropool Selected BMP Type =EDB Watershed Area = 2.74 acres Watershed Length = ft Watershed Length to Centroid = ft Watershed Slope = ft/ft Watershed Imperviousness = 74.00% percent Percentage Hydrologic Soil Group A = 0.0% percent Percentage Hydrologic Soil Group B = 0.0% percent Percentage Hydrologic Soil Groups C/D = 100.0% percent Target WQCV Drain Time = 40.0 hours Location for 1-hr Rainfall Depths = User Input Optional User Overrides Water Quality Capture Volume (WQCV) = 0.067 acre-feet acre-feet Excess Urban Runoff Volume (EURV) = 0.198 acre-feet acre-feet 2-yr Runoff Volume (P1 = 0.83 in.) = acre-feet inches 5-yr Runoff Volume (P1 = 1.09 in.) = acre-feet inches 10-yr Runoff Volume (P1 = 1.33 in.) = acre-feet inches 25-yr Runoff Volume (P1 = 1.69 in.) = acre-feet inches 50-yr Runoff Volume (P1 = 1.99 in.) = acre-feet inches 100-yr Runoff Volume (P1 = 2.31 in.) = acre-feet inches 500-yr Runoff Volume (P1 = 3.14 in.) = acre-feet inches Approximate 2-yr Detention Volume = acre-feet Approximate 5-yr Detention Volume = acre-feet Approximate 10-yr Detention Volume = acre-feet Approximate 25-yr Detention Volume = acre-feet Approximate 50-yr Detention Volume = acre-feet Approximate 100-yr Detention Volume = acre-feet Define Zones and Basin Geometry Select Zone 1 Storage Volume (Required) = acre-feet Select Zone 2 Storage Volume (Optional) = acre-feet Select Zone 3 Storage Volume (Optional) = acre-feet Total Detention Basin Volume = acre-feet Initial Surcharge Volume (ISV) =ft 3 Initial Surcharge Depth (ISD) = ft Total Available Detention Depth (Htotal) = ft Depth of Trickle Channel (HTC) = ft Slope of Trickle Channel (STC) = ft/ft Slopes of Main Basin Sides (Smain) = H:V Basin Length-to-Width Ratio (RL/W) = Initial Surcharge Area (AISV) =ft 2 Surcharge Volume Length (LISV) =ft Surcharge Volume Width (WISV) =ft Depth of Basin Floor (HFLOOR) =ft Length of Basin Floor (LFLOOR) =ft Width of Basin Floor (WFLOOR) =ft Area of Basin Floor (AFLOOR) =ft 2 Volume of Basin Floor (VFLOOR) =ft 3 Depth of Main Basin (HMAIN) =ft Length of Main Basin (LMAIN) =ft Width of Main Basin (WMAIN) =ft Area of Main Basin (AMAIN) =ft 2 Volume of Main Basin (VMAIN) =ft 3 Calculated Total Basin Volume (Vtotal) =acre-feet DETENTION BASIN STAGE-STORAGE TABLE BUILDER Optional Override Area (ft 2) Length (ft) Optional Override Stage (ft) Stage (ft) Stage - Storage Description Area (ft 2) Width (ft) GNK08.20 - Mars Landing - LID Required WQCV for LID Using MHFD LID Basins MHFD-Detention, Version 4.04 (February 2021) Volume (ft 3) Volume (ac-ft) Area (acre) After providing required inputs above including 1-hour rainfall depths, click 'Run CUHP' to generate runoff hydrographs using the embedded Colorado Urban Hydrograph Procedure. ExampleZone Configuration (Retention Pond) MHFD-Detention_v4 04, Basin 7/22/2021, 9:22 AM UDSCM WQCV (CF)WQ FLOW (CFS)CHAMBER TYPE(A) RELEASE RATE/ CHAMBER (CFS)VOLUME/ CHAMBER (CF)VOLUME/ CHAMBER + AGGREGATE (CF)NUMBER OF CHAMBERSCOMBINED RELEASE RATE WQCV METHOD (CFS)FAA REQUIRED STORAGE VOLUME (CF)NUMBER OF CHAMBERS (FAA)TOTAL VOLUME (CHAMBERS ONLY)(CF)COMBINED RELEASE RATE FAA METHOD (CFS)TOTAL NUMBER OF CHAMBERS REQUIRED 23351.8SC-7400.02445.974.9320.7513413013770.732w/6" stone baseQ23.685.451.04355.430.250.3510.590.024(A - COLUMN 4)CHAMBER FOOTPRINT (SF)FLOW RATE (GPM/SF)FLOW RATE PER CHAMBER (GPM)FLOW RATE PER CHAMBER (CFS))STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONSSC-740 CHAMBER SPECIFICATIONSCHAMBER LENGTH (IN)CHAMBER WIDTH (IN)CHAMBER FOOTPRINT (SQ IN)Approximated 2-year flow w/Tc=10 min.C=0.80i=2.85 in/hrA=2.74acQ2=3.6cfs12-hr Drain Time Coefficient Factor = 0.8WQCV = 0.8 * 0.067 = 0.054 ac-ft Scenario: 2-Year P-33P-36(1)P-28P-29P-30P-26P-8P-23P-25P-24P-17P-32P- 1 8 P-16P-31Page 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 10/12/2021 Bentley StormCAD V8i (SELECTseries 4) [08.11.04.54] Bentley Systems, Inc. Haestad Methods Solution CenterGNK8.10_StormCAD.stsw Scenario: 2-Year Current Time Step: 0.000Hr FlexTable: GAL Conduit Table H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\3 Permit CDs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydraulics\StormCAD\GNK8.10_StormCAD.stsw Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-36 (1)DITCH OVERFLOW INLET A1 DITCH OVERFLOW FES A2 5,040.92 5,039.19 34.6 0.050 12.0 0.013 0.00 0.00 7.96 5,040.92 5,039.19 5,040.92 5,039.19 1.73 P-31 OVERFLOW MH A1 OVERFLOW MH A2 5,034.41 5,034.03 75.8 0.005 -0.013 6.90 4.58 28.90 5,035.14 5,035.21 5,035.41 5,035.29 -0.07 P-16 SDMH A3 SD INLET A2 5,035.75 5,035.56 46.3 0.004 12.0 0.013 0.40 2.20 2.30 5,036.03 5,035.96 5,036.10 5,035.99 0.07 P-32 OVERFLOW MH A2 OVERFLOW STRUCTURE A3 5,033.93 5,033.62 95.4 0.003 -0.013 6.90 3.95 23.21 5,034.70 5,034.36 5,034.94 5,034.63 0.34 P-17 SD INLET A2 SD INLET A1 5,035.40 5,034.71 174.1 0.004 24.0 0.013 1.60 3.01 14.31 5,035.85 5,035.20 5,036.00 5,035.31 0.65 P-18 SD INLET A1 SDMH A 5,034.71 5,034.42 71.8 0.004 24.0 0.013 1.20 2.77 14.31 5,035.10 5,034.80 5,035.22 5,034.93 0.30 P-20 SD INLET A1 MH-13 5,038.31 5,035.71 55.6 0.047 12.0 0.013 0.45 0.57 7.71 5,038.72 5,038.59 5,038.72 5,038.69 0.13 P-33 SD INLET C1 SDMH C 5,035.12 5,034.51 122.6 0.005 15.0 0.013 0.70 2.69 4.56 5,035.45 5,034.84 5,035.56 5,034.95 0.61 P-15 SD INLET A4 SDMH A3 5,036.29 5,035.85 107.3 0.004 12.0 0.013 0.40 2.20 2.30 5,036.58 5,036.18 5,036.65 5,036.23 0.39 P-25 SD INLET D3 SD STRUCTURE D2 5,035.46 5,035.21 35.2 0.007 18.0 0.013 0.60 2.85 8.84 5,035.75 5,035.59 5,035.85 5,035.64 0.15 P-28 UNDERDRAIN STRUCTURE A2 UNDERDRAIN STRUCTURE A3 5,033.37 5,033.28 26.7 0.003 6.0 0.013 0.10 1.47 0.33 5,033.56 5,033.44 5,033.60 5,033.49 0.12 P-29 UNDERDRAIN STRUCTURE A1 UNDERDRAIN STRUCTURE A2 5,033.45 5,033.37 23.9 0.003 6.0 0.013 0.10 1.47 0.33 5,033.65 5,033.60 5,033.68 5,033.62 0.05 P-24 SD STRUCTURE D4 SD INLET D3 5,036.56 5,035.96 80.5 0.007 12.0 0.013 0.45 2.80 3.09 5,036.84 5,036.22 5,036.94 5,036.34 0.62 P-23 SD STRUCTURE D5 SD STRUCTURE D4 5,036.72 5,036.56 21.0 0.007 12.0 0.013 0.45 2.80 3.09 5,037.00 5,037.03 5,037.10 5,037.05 -0.03 P-22 SD STRUCTURE D6 SD STRUCTURE D5 5,037.06 5,036.72 45.0 0.007 12.0 0.013 0.45 2.80 3.09 5,037.33 5,037.19 5,037.43 5,037.21 0.15 P-26 SD STRUCTURE D2 SD STRUCTURE D1 5,035.21 5,035.16 7.1 0.007 18.0 0.013 0.60 2.85 8.84 5,035.53 5,035.55 5,035.60 5,035.59 -0.01 P-27 SD STRUCTURE D1 SDMH D 5,035.16 5,035.01 21.0 0.007 18.0 0.013 0.60 2.85 8.84 5,035.45 5,035.27 5,035.55 5,035.40 0.17 P-21 MH-12 S-32 5,036.81 5,034.93 81.5 0.023 12.0 0.013 0.45 4.17 5.41 5,037.09 5,035.13 5,037.19 5,035.40 1.96 P-19 MH-15 SD INLET A2 5,038.31 5,036.31 64.3 0.031 12.0 0.013 0.45 4.64 6.28 5,038.59 5,036.49 5,038.69 5,036.83 2.10 P-8 S-13 S-14 5,033.45 5,033.26 9.6 0.020 18.0 0.013 0.20 0.11 14.85 5,033.68 5,033.62 5,033.68 5,033.67 0.06 P-30 UNDERDRAIN CONNECTION A UNDERDRAIN STRUCTURE A1 5,033.91 5,033.45 133.4 0.003 6.0 0.013 0.10 1.47 0.33 5,034.10 5,033.68 5,034.13 5,033.70 0.42 Page 1 of 1 10/12/2021file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/gz21rucq.xml Scenario: 2-Year Current Time Step: 0.000Hr FlexTable: GAL Manhole Table H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\3 Permit CDs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydraulics\StormCAD\GNK8.10_StormCAD.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) DITCH OVERFLOW INLET A1 5,045.01 HEC-22 Energy (Third Edition)0.00 5,040.92 5,040.92 5,040.92 5,040.92 MH-12 5,037.90 HEC-22 Energy (Third Edition)0.00 5,037.09 5,037.09 5,037.19 5,037.19 MH-13 5,039.40 HEC-22 Energy (Third Edition)0.00 5,038.72 5,038.72 5,038.72 5,038.72 MH-15 5,039.40 HEC-22 Energy (Third Edition)0.00 5,038.59 5,038.59 5,038.69 5,038.69 OVERFLOW MH A1 5,041.05 HEC-22 Energy (Third Edition)0.00 5,035.14 5,035.14 5,035.41 5,035.41 OVERFLOW MH A2 5,040.03 HEC-22 Energy (Third Edition)0.48 5,035.18 5,034.70 5,035.26 5,034.94 S-14 5,037.63 HEC-22 Energy (Third Edition)0.00 5,033.68 5,033.68 5,033.68 5,033.68 SD INLET A1 5,039.62 HEC-22 Energy (Third Edition)0.04 5,035.14 5,035.10 5,035.25 5,035.22 SD INLET A2 5,039.85 HEC-22 Energy (Third Edition)0.10 5,035.95 5,035.85 5,035.98 5,036.00 SD INLET A4 5,038.87 HEC-22 Energy (Third Edition)0.00 5,036.58 5,036.58 5,036.65 5,036.65 SD INLET C1 5,038.93 HEC-22 Energy (Third Edition)0.00 5,035.45 5,035.45 5,035.56 5,035.56 SD INLET D3 5,038.72 HEC-22 Energy (Third Edition)0.03 5,035.78 5,035.75 5,035.90 5,035.85 SD STRUCTURE D1 5,036.80 HEC-22 Energy (Third Edition)0.08 5,035.53 5,035.45 5,035.57 5,035.55 SD STRUCTURE D2 5,036.85 HEC-22 Energy (Third Edition)0.04 5,035.57 5,035.53 5,035.62 5,035.60 SD STRUCTURE D4 5,037.66 HEC-22 Energy (Third Edition)0.18 5,037.02 5,036.84 5,037.04 5,036.94 SD STRUCTURE D5 5,037.81 HEC-22 Energy (Third Edition)0.18 5,037.18 5,037.00 5,037.20 5,037.10 SD STRUCTURE D6 5,038.15 HEC-22 Energy (Third Edition)0.00 5,037.33 5,037.33 5,037.43 5,037.43 SDMH A3 5,040.92 HEC-22 Energy (Third Edition)0.13 5,036.16 5,036.03 5,036.21 5,036.11 UNDERDRAIN CONNECTION A 5,034.46 HEC-22 Energy (Third Edition)0.00 5,034.10 5,034.10 5,034.13 5,034.13 UNDERDRAIN STRUCTURE A1 5,034.00 HEC-22 Energy (Third Edition)0.02 5,033.67 5,033.65 5,033.69 5,033.68 UNDERDRAIN STRUCTURE A2 5,033.92 HEC-22 Energy (Third Edition)0.03 5,033.59 5,033.56 5,033.61 5,033.60 Page 1 of 1 10/12/2021file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/saql5j3f.xml Scenario: 2-Year Current Time Step: 0.000Hr FlexTable: GAL Outfall Table H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\3 Permit CDs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydraulics\StormCAD\GNK8.10_StormCAD.stsw Label Elevation (Ground) (ft) Elevation (Invert) (ft) Boundary Condition Type Elevation (User Defined Tailwater) (ft) Hydraulic Grade (ft) Flow (Total Out) (cfs) DITCH OVERFLOW FES A2 5,040.94 5,039.19 Free Outfall -5,039.19 (N/A) OVERFLOW STRUCTURE A3 5,036.43 5,033.62 Free Outfall -5,034.36 6.90 SDMH C 5,041.27 5,033.01 Free Outfall -5,034.84 0.70 SDMH D 5,040.63 5,033.51 Free Outfall -5,035.27 0.60 S-32 5,040.61 5,033.51 Free Outfall -5,035.13 0.45 SDMH A 5,040.87 5,034.35 Free Outfall -5,034.80 1.20 S-13 5,034.90 5,033.26 Free Outfall -5,033.62 0.20 UNDERDRAIN STRUCTURE A3 5,033.83 5,033.28 Free Outfall -5,033.44 0.10 Page 1 of 1 10/12/2021file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/s0ie1h0h.xml Scenario: 100-Year Current Time Step: 0.000Hr FlexTable: GAL Conduit Table H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\3 Permit CDs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydraulics\StormCAD\GNK8.10_StormCAD.stsw Label Start Node Stop Node Invert (Start) (ft) Invert (Stop) (ft) Length (User Defined) (ft) Slope (Calculated) (ft/ft) Diameter (in) Manning's n Flow (cfs) Velocity (ft/s) Capacity (Full Flow) (cfs) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Energy Grade Line (In) (ft) Energy Grade Line (Out) (ft) Headloss (ft) P-36 (1)DITCH OVERFLOW INLET A1 DITCH OVERFLOW FES A2 5,040.92 5,039.19 34.6 0.050 12.0 0.013 0.00 0.00 7.96 5,040.92 5,039.19 5,040.92 5,039.19 1.73 P-31 OVERFLOW MH A1 OVERFLOW MH A2 5,034.41 5,034.03 75.8 0.005 -0.013 0.00 0.00 28.90 5,037.41 5,037.41 5,037.41 5,037.41 0.00 P-16 SDMH A3 SD INLET A2 5,035.75 5,035.56 46.3 0.004 12.0 0.013 1.70 2.16 2.30 5,037.13 5,037.02 5,037.20 5,037.09 0.11 P-32 OVERFLOW MH A2 OVERFLOW STRUCTURE A3 5,033.93 5,033.62 95.4 0.003 -0.013 25.40 4.72 23.21 5,037.33 5,036.95 5,037.73 5,037.35 0.38 P-17 SD INLET A2 SD INLET A1 5,035.40 5,034.71 174.1 0.004 24.0 0.013 6.80 4.50 14.31 5,036.37 5,035.94 5,036.69 5,036.12 0.43 P-18 SD INLET A1 SDMH A 5,034.71 5,034.42 71.8 0.004 24.0 0.013 4.80 4.10 14.31 5,035.51 5,035.19 5,035.77 5,035.48 0.31 P-20 SD INLET A1 MH-13 5,038.31 5,035.71 55.6 0.047 12.0 0.013 1.70 2.16 7.71 5,039.16 5,038.86 5,039.23 5,039.09 0.30 P-33 SD INLET C1 SDMH C 5,035.12 5,034.51 122.6 0.005 15.0 0.013 2.90 3.93 4.56 5,035.84 5,035.19 5,036.08 5,035.47 0.65 P-15 SD INLET A4 SDMH A3 5,036.29 5,035.85 107.3 0.004 12.0 0.013 1.80 2.29 2.30 5,037.49 5,037.21 5,037.57 5,037.30 0.27 P-25 SD INLET D3 SD STRUCTURE D2 5,035.46 5,035.21 35.2 0.007 18.0 0.013 2.40 4.25 8.84 5,036.38 5,036.38 5,036.45 5,036.42 0.00 P-28 UNDERDRAIN STRUCTURE A2 UNDERDRAIN STRUCTURE A3 5,033.37 5,033.28 26.7 0.003 6.0 0.013 0.20 1.02 0.33 5,036.98 5,036.95 5,037.00 5,036.97 0.03 P-29 UNDERDRAIN STRUCTURE A1 UNDERDRAIN STRUCTURE A2 5,033.45 5,033.37 23.9 0.003 6.0 0.013 0.20 1.75 0.33 5,033.95 5,033.92 5,033.97 5,033.94 0.03 P-24 SD STRUCTURE D4 SD INLET D3 5,036.56 5,035.96 80.5 0.007 12.0 0.013 1.70 4.02 3.09 5,037.12 5,036.56 5,037.34 5,036.74 0.56 P-23 SD STRUCTURE D5 SD STRUCTURE D4 5,036.72 5,036.56 21.0 0.007 12.0 0.013 1.70 4.02 3.09 5,037.70 5,037.66 5,037.78 5,037.73 0.05 P-22 SD STRUCTURE D6 SD STRUCTURE D5 5,037.06 5,036.72 45.0 0.007 12.0 0.013 1.70 4.02 3.09 5,037.84 5,037.77 5,037.94 5,037.84 0.07 P-26 SD STRUCTURE D2 SD STRUCTURE D1 5,035.21 5,035.16 7.1 0.007 18.0 0.013 2.40 4.25 8.84 5,036.34 5,036.34 5,036.39 5,036.38 0.00 P-27 SD STRUCTURE D1 SDMH D 5,035.16 5,035.01 21.0 0.007 18.0 0.013 2.40 4.25 8.84 5,035.74 5,035.54 5,035.96 5,035.83 0.20 P-21 MH-12 S-32 5,036.81 5,034.93 81.5 0.023 12.0 0.013 1.70 6.09 5.41 5,037.36 5,035.32 5,037.59 5,035.89 2.05 P-19 MH-15 SD INLET A2 5,038.31 5,036.31 64.3 0.031 12.0 0.013 1.70 6.80 6.28 5,038.86 5,037.05 5,039.09 5,037.16 1.82 P-8 S-13 S-14 5,033.45 5,033.26 9.6 0.020 18.0 0.013 0.90 0.51 14.85 5,036.95 5,036.95 5,036.95 5,036.95 0.00 P-30 UNDERDRAIN CONNECTION A UNDERDRAIN STRUCTURE A1 5,033.91 5,033.45 133.4 0.003 6.0 0.013 0.20 1.75 0.33 5,034.19 5,033.97 5,034.24 5,033.98 0.23 Page 1 of 1 10/12/2021file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/dpz3bpjt.xml Scenario: 100-Year Current Time Step: 0.000Hr FlexTable: GAL Manhole Table H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\3 Permit CDs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydraulics\StormCAD\GNK8.10_StormCAD.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) DITCH OVERFLOW INLET A1 5,045.01 HEC-22 Energy (Third Edition)0.00 5,040.92 5,040.92 5,040.92 5,040.92 MH-12 5,037.90 HEC-22 Energy (Third Edition)0.00 5,037.36 5,037.36 5,037.59 5,037.59 MH-13 5,039.40 HEC-22 Energy (Third Edition)0.00 5,039.16 5,039.16 5,039.23 5,039.23 MH-15 5,039.40 HEC-22 Energy (Third Edition)0.00 5,038.86 5,038.86 5,039.09 5,039.09 OVERFLOW MH A1 5,041.05 HEC-22 Energy (Third Edition)0.00 5,037.41 5,037.41 5,037.41 5,037.41 OVERFLOW MH A2 5,040.03 HEC-22 Energy (Third Edition)0.08 5,037.41 5,037.33 5,037.41 5,037.73 S-14 5,037.63 HEC-22 Energy (Third Edition)0.00 5,036.95 5,036.95 5,036.95 5,036.95 SD INLET A1 5,039.62 HEC-22 Energy (Third Edition)0.36 5,035.86 5,035.51 5,036.04 5,035.77 SD INLET A2 5,039.85 HEC-22 Energy (Third Edition)0.62 5,036.99 5,036.37 5,037.06 5,036.69 SD INLET A4 5,038.87 HEC-22 Energy (Third Edition)0.00 5,037.49 5,037.49 5,037.57 5,037.57 SD INLET C1 5,038.93 HEC-22 Energy (Third Edition)0.00 5,035.84 5,035.84 5,036.08 5,036.08 SD INLET D3 5,038.72 HEC-22 Energy (Third Edition)0.01 5,036.40 5,036.38 5,036.58 5,036.45 SD STRUCTURE D1 5,036.80 HEC-22 Energy (Third Edition)0.58 5,036.33 5,035.74 5,036.37 5,035.96 SD STRUCTURE D2 5,036.85 HEC-22 Energy (Third Edition)0.02 5,036.37 5,036.34 5,036.41 5,036.39 SD STRUCTURE D4 5,037.66 HEC-22 Energy (Third Edition)0.54 5,037.66 5,037.12 5,037.73 5,037.34 SD STRUCTURE D5 5,037.81 HEC-22 Energy (Third Edition)0.04 5,037.74 5,037.70 5,037.81 5,037.78 SD STRUCTURE D6 5,038.15 HEC-22 Energy (Third Edition)0.00 5,037.84 5,037.84 5,037.94 5,037.94 SDMH A3 5,040.92 HEC-22 Energy (Third Edition)0.06 5,037.18 5,037.13 5,037.26 5,037.20 UNDERDRAIN CONNECTION A 5,034.46 HEC-22 Energy (Third Edition)0.00 5,034.19 5,034.19 5,034.24 5,034.24 UNDERDRAIN STRUCTURE A1 5,034.00 HEC-22 Energy (Third Edition)0.01 5,033.96 5,033.95 5,033.98 5,033.97 UNDERDRAIN STRUCTURE A2 5,033.92 HEC-22 Energy (Third Edition)0.00 5,033.92 5,033.92 5,033.94 5,033.94 Page 1 of 1 10/12/2021file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/s2dtk4fp.xml Scenario: 100-Year Current Time Step: 0.000Hr FlexTable: GAL Outfall Table H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\3 Permit CDs\3.04 Grading-Drainage Studies\3.04.2 Proposed Drainage Reports-Info\Hydraulics\StormCAD\GNK8.10_StormCAD.stsw Label Elevation (Ground) (ft) Elevation (Invert) (ft) Boundary Condition Type Elevation (User Defined Tailwater) (ft) Hydraulic Grade (ft) Flow (Total Out) (cfs) OVERFLOW STRUCTURE A3 5,036.43 5,033.62 User Defined Tailwater 5,036.95 5,036.95 25.40 S-13 5,034.90 5,033.26 User Defined Tailwater 5,036.95 5,036.95 0.90 UNDERDRAIN STRUCTURE A3 5,033.83 5,033.28 User Defined Tailwater 5,036.95 5,036.95 0.20 DITCH OVERFLOW FES A2 5,040.94 5,039.19 Free Outfall -5,039.19 (N/A) SDMH C 5,041.27 5,033.01 Free Outfall -5,035.19 2.90 SDMH D 5,040.63 5,033.51 Free Outfall -5,035.54 2.40 S-32 5,040.61 5,033.51 Free Outfall -5,035.32 1.70 SDMH A 5,040.87 5,034.35 Free Outfall -5,035.19 4.80 Page 1 of 1 10/12/2021file:///C:/Users/Matthew_pepin/AppData/Local/Temp/Bentley/StormCAD/qwy3zu1b.xml STMW W W W W 8''SS UE UE UE UE UE UE UE UE UEUEUET UE UE UE UEUEE WSTMSTM W W W 8''SS 8''SS 8''SS 8''SS8''SSUEUEU E UE UET UEUEUEUEUEUEUE UE UE UE UEUEUEUE - - - - - - - - - - - - - - STAMP Date: Drawn By: Project No: Checked By:H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\CADD\3 CD\GNK08_C6.0_Storm P&P.dwg - Donald Cecil - 10/12/2021Init.#Issue / DescriptionDateMARS LANDINGFINAL DEVELOPMENT PLANFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTION10.13.2021 GNK000008 JEP DBC CAUTION - NOTICE TO CONTRACTOR 1.ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEERED PRIOR TO CONSTRUCTION. 2.WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. 3.CONTRACTOR RESPONSIBLE FOR AS-BUILT DRAWINGS, TESTS, REPORTS AND/OR ANY OTHER CERTIFICATES OR INFORMATION AS REQUIRED FOR ACCEPTANCE OF WORK FROM CITY, UTILITY DISTRICTS OR ANY OTHER GOVERNING AGENCY. 4.CONTRACTOR SHALL PROTECT ALL EXISTING SURVEY MONUMENTATION. CONTRACTOR SHALL HAVE LICENSED SURVEYOR REPLACE ANY DAMAGED OR DISTURBED MONUMENTATION AT THEIR COST. Know what's before you dig. STORM A AND OVERFLOW PLAN & PROFILE C5.0 W SS W SS S SCALE: 1"=50' 0 20 5010 STORM A 10+00.00 13+99.35 50'5' KEYMAP US HWY 287MARS DRIVESKYWAY DRIVE C5.0 OVERFLOW 10+00.00 11+71.26 50'5' WSTMSTM W 8''SS 8''SS 8''SS8''SSUEUEU E UET UEUEUEUEUEUEUE UE UEUEUE WSTMSTM W W W 8''SS 8''SS 8''SS 8''SS UEUEU E UE UE UET UEUEUEUEUEUEUE UE UE UE UEUEUEUE WSTMSTM W W W 8''SS 8''SS 8''SS 8''SS UEUEU E UE UE UE UET T UEUEUEUEUEUEUE UE UE UE UE UEUEUEUE - - - - - - - - - - - - - - STAMP Date: Drawn By: Project No: Checked By:H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\CADD\3 CD\GNK08_C6.1_Storm P&P.dwg - Donald Cecil - 10/12/2021Init.#Issue / DescriptionDateMARS LANDINGFINAL DEVELOPMENT PLANFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTION10.13.2021 GNK000008 JEP DBC CAUTION - NOTICE TO CONTRACTOR 1.ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEERED PRIOR TO CONSTRUCTION. 2.WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. 3.CONTRACTOR RESPONSIBLE FOR AS-BUILT DRAWINGS, TESTS, REPORTS AND/OR ANY OTHER CERTIFICATES OR INFORMATION AS REQUIRED FOR ACCEPTANCE OF WORK FROM CITY, UTILITY DISTRICTS OR ANY OTHER GOVERNING AGENCY. 4.CONTRACTOR SHALL PROTECT ALL EXISTING SURVEY MONUMENTATION. CONTRACTOR SHALL HAVE LICENSED SURVEYOR REPLACE ANY DAMAGED OR DISTURBED MONUMENTATION AT THEIR COST. Know what's before you dig. STORM B,C, & D PLAN AND PROFILE C5.1 W SS W SS S SCALE: 1"=50' 0 20 5010 STORM B 70+00.00 70+09.56 50'5' KEYMAP US HWY 287MARS DRIVESKYWAY DRIVE STORM C 10+00.00 11+22.61 50'5' STORM D 10+00.00 12+09.79 50'5' STM B STM C&D WSTMSTM W W W 8''SS 8''SS 8''SS 8''SS8''SSUEUEU E UE UE UE UET T UEUEUEUEUEUEUE UE UE UE UE UEUEUEUE - - - - - - - - - - - - - - STAMP Date: Drawn By: Project No: Checked By:H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\CADD\3 CD\GNK08_C6.2_Storm P&P.dwg - Donald Cecil - 10/12/2021Init.#Issue / DescriptionDateMARS LANDINGFINAL DEVELOPMENT PLANFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTION10.13.2021 GNK000008 JEP DBC CAUTION - NOTICE TO CONTRACTOR 1.ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEERED PRIOR TO CONSTRUCTION. 2.WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. 3.CONTRACTOR RESPONSIBLE FOR AS-BUILT DRAWINGS, TESTS, REPORTS AND/OR ANY OTHER CERTIFICATES OR INFORMATION AS REQUIRED FOR ACCEPTANCE OF WORK FROM CITY, UTILITY DISTRICTS OR ANY OTHER GOVERNING AGENCY. 4.CONTRACTOR SHALL PROTECT ALL EXISTING SURVEY MONUMENTATION. CONTRACTOR SHALL HAVE LICENSED SURVEYOR REPLACE ANY DAMAGED OR DISTURBED MONUMENTATION AT THEIR COST. Know what's before you dig. UNDERDRAIN PLAN AND PROFILE C5.2 W SS W SS S SCALE: 1"=50' 0 20 5010 KEYMAP US HWY 287MARS DRIVESKYWAY DRIVE UNDERDRAIN 10+00.00 11+83.96 50'5' C5.2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.01200 ft/ft Discharge 2.90 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00 44.00 0+08 43.00 0+09 42.90 0+12 43.00 0+16 44.00 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 44.00)(0+16, 44.00)0.035 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.36 ft Elevation Range 42.90 to 44.00 ft Flow Area 1.66 ft² Wetted Perimeter 7.20 ft Hydraulic Radius 0.23 ft Top Width 7.14 ft Normal Depth 0.36 ft Critical Depth 0.29 ft Worksheet for GNK09_Swale 1 10/12/2021 3:11:55 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Critical Slope 0.03148 ft/ft Velocity 1.75 ft/s Velocity Head 0.05 ft Specific Energy 0.41 ft Froude Number 0.64 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.36 ft Critical Depth 0.29 ft Channel Slope 0.01200 ft/ft Critical Slope 0.03148 ft/ft Worksheet for GNK09_Swale 1 10/12/2021 3:11:55 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Solve For Discharge Input Data Headwater Elevation 1.00 ft Crest Elevation 0.00 ft Weir Coefficient 3.00 US Crest Length 9.75 ft Results Discharge 29.25 ft³/s Headwater Height Above Crest 1.00 ft Flow Area 9.75 ft² Velocity 3.00 ft/s Wetted Perimeter 11.75 ft Top Width 9.75 ft Worksheet for GNK08_Overflow Spillway 10/12/2021 3:11:07 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page Project Description Solve For Headwater Elevation Input Data Discharge 25.40 ft³/s Crest Elevation 5034.41 ft Tailwater Elevation 5034.82 ft Weir Coefficient 2.80 US Crest Length 10.00 ft Number Of Contractions 0 Results Headwater Elevation 5035.42 ft Headwater Height Above Crest 1.01 ft Tailwater Height Above Crest 0.41 ft Flow Area 10.12 ft² Velocity 2.51 ft/s Wetted Perimeter 12.02 ft Top Width 10.00 ft Worksheet for GNK08_StormTech External Bypass Weir 10/12/2021 5:24:40 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 1of1Page MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME SD Inlet S14 | DPA1 SD Inlet C1 | DPA2 SD Inlet D3 | DPA4 Site Type (Urban or Rural)URBAN URBAN URBAN Inlet Application (Street or Area)STREET STREET STREET Hydraulic Condition In Sump In Sump In Sump Inlet Type CDOT/Denver 13 Combination CDOT/Denver 13 Valley Grate CDOT/Denver 13 Valley Grate USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs)0.2 0.7 0.4 Major QKnown (cfs)0.9 2.9 1.8 Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from:No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received Minor Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Major Bypass Flow Received, Qb (cfs)0.0 0.0 0.0 Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs)0.2 0.7 0.4 Major Total Design Peak Flow, Q (cfs)0.9 2.9 1.8 Minor Flow Bypassed Downstream, Qb (cfs)N/A N/A N/A Major Flow Bypassed Downstream, Qb (cfs)N/A N/A N/A INLET MANAGEMENT MHFD-Inlet, Version 5.01 (April 2021) Worksheet Protected INLET NAME Site Type (Urban or Rural) Inlet Application (Street or Area) Hydraulic Condition Inlet Type USER-DEFINED INPUT User-Defined Design Flows Minor QKnown (cfs) Major QKnown (cfs) Bypass (Carry-Over) Flow from Upstream Receive Bypass Flow from: Minor Bypass Flow Received, Qb (cfs) Major Bypass Flow Received, Qb (cfs) Watershed Characteristics Subcatchment Area (acres) Percent Impervious NRCS Soil Type Watershed Profile Overland Slope (ft/ft) Overland Length (ft) Channel Slope (ft/ft) Channel Length (ft) Minor Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) Major Storm Rainfall Input Design Storm Return Period, Tr (years) One-Hour Precipitation, P1 (inches) CALCULATED OUTPUT Minor Total Design Peak Flow, Q (cfs) Major Total Design Peak Flow, Q (cfs) Minor Flow Bypassed Downstream, Qb (cfs) Major Flow Bypassed Downstream, Qb (cfs) INLET MANAGEMENT SD Inlet A1 | DPA5 SD Inlet A2 | DPA6 SD Inlet A4 | DPA7 User-Defined URBAN URBAN URBAN STREET STREET STREET In Sump In Sump In Sump CDOT/Denver 13 Valley Grate CDOT/Denver 13 Valley Grate CDOT/Denver 13 Valley Grate 1.2 1.6 0.4 4.8 6.8 1.8 No Bypass Flow Received No Bypass Flow Received No Bypass Flow Received 0.0 0.0 0.0 0.0 0.0 0.0 1.2 1.6 0.4 4.8 6.8 1.8 N/A N/A N/A N/A N/A N/A Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =12.5 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 =0.013 Height of Curb at Gutter Flow Line HCURB =2.20 inches Distance from Curb Face to Street Crown TCROWN =26.5 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.022 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =12.5 12.5 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =2.2 2.2 inchesCheck boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2)y =3.30 3.30 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2")dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.46 1.46 inches Water Depth at Gutter Flowline d =4.76 4.76 inches Allowable Spread for Discharge outside the Gutter Section W (T - W)TX =10.5 10.5 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.462 0.462 Discharge outside the Gutter Section W, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =2.8 2.8 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W)TX TH =0.8 0.8 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.993 0.993 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R =SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) SD Inlet S14 | DPA1 GNK08.1_MHFD-Inlet_v5.01.xlsm, SD Inlet S14 | DPA1 10/12/2021, 5:18 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =2.2 2.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =3.00 3.00 feet Height of Vertical Curb Opening in Inches Hvert =2.70 2.70 inches Height of Curb Orifice Throat in Inches Hthroat =5.25 5.25 inches Angle of Throat (see USDCM Figure ST-5)Theta =0.00 0.00 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) =3.70 3.70 Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =0.66 0.66 Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qwi =0.5 0.5 cfs Interception with Clogging Qwa =0.2 0.2 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qoi =4.9 4.9 cfs Interception with Clogging Qoa =2.4 2.4 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =1.4 1.4 cfs Interception with Clogging Qma =0.7 0.7 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =0.2 0.2 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.17 0.17 Curb Opening as a Weir (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qwi =0.0 0.0 cfs Interception with Clogging Qwa =0.0 0.0 cfs Curb Opening as an Orifice (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qoi =4.1 4.1 cfs Interception with Clogging Qoa =3.4 3.4 cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =0.2 0.2 cfs Interception with Clogging Qma =0.2 0.2 cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =0.0 0.0 cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =2.8 2.8 ft Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.206 0.206 ft Depth for Curb Opening Weir Equation dCurb =0.02 0.02 ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =0.34 0.34 Curb Opening Performance Reduction Factor for Long Inlets RFCurb =1.00 1.00 Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.34 0.34 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =0.2 0.2 cfs WARNING: Inlet Capacity less than Q Peak for Major Storm Q PEAK REQUIRED =0.2 0.9 cfs Warning 5: The width of unit is greater than the gutter width. CDOT/Denver 13 Combination INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Combination Override Depths GNK08.1_MHFD-Inlet_v5.01.xlsm, SD Inlet S14 | DPA1 10/12/2021, 5:18 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =6.5 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 =0.013 Height of Curb at Gutter Flow Line HCURB =6.96 inches Distance from Curb Face to Street Crown TCROWN =20.0 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =20.0 20.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =7.0 7.0 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2)y =4.80 4.80 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2")dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.51 1.51 inches Water Depth at Gutter Flowline d =6.31 6.31 inches Allowable Spread for Discharge outside the Gutter Section W (T - W)TX =18.0 18.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.296 0.296 Discharge outside the Gutter Section W, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =22.7 22.7 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W)TX TH =20.7 20.7 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.260 0.260 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R =SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) SD Inlet C1 | DPA2 GNK08.1_MHFD-Inlet_v5.01.xlsm, SD Inlet C1 | DPA2 10/12/2021, 5:18 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =6.3 6.3 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =N/A N/A feet Height of Vertical Curb Opening in Inches Hvert =N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat =N/A N/A inches Angle of Throat (see USDCM Figure ST-5)Theta =N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =N/A N/A Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qwi =6.0 6.0 cfs Interception with Clogging Qwa =3.0 3.0 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qoi =8.0 8.0 cfs Interception with Clogging Qoa =4.0 4.0 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =6.4 6.4 cfs Interception with Clogging Qma =3.2 3.2 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =3.0 3.0 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =N/A N/A Clogging Factor for Multiple Units Clog =N/A N/A Curb Opening as a Weir (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qwi =N/A N/A cfs Interception with Clogging Qwa =N/A N/A cfs Curb Opening as an Orifice (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qoi =N/A N/A cfs Interception with Clogging Qoa =N/A N/A cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =N/A N/A cfs Interception with Clogging Qma =N/A N/A cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =N/A N/A cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =20.0 20.0 ft Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.549 0.549 ft Depth for Curb Opening Weir Equation dCurb =N/A N/A ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.99 0.99 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =3.0 3.0 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.7 2.9 cfs Warning 5: The width of unit is greater than the gutter width. CDOT/Denver 13 Valley Grate INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Valley Grate Override Depths GNK08.1_MHFD-Inlet_v5.01.xlsm, SD Inlet C1 | DPA2 10/12/2021, 5:18 PM 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 =0.051 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =14.20 inches Distance from Curb Face to Street Crown TCROWN =40.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.053 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =40.0 40.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =14.2 14.2 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2)y =25.44 25.44 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2")dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =0.72 0.72 inches Water Depth at Gutter Flowline d =26.16 26.16 inches Allowable Spread for Discharge outside the Gutter Section W (T - W)TX =38.0 38.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.131 0.131 Discharge outside the Gutter Section W, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =21.1 21.2 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W)TX TH =19.1 19.2 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.241 0.241 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R =SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) SD Inlet D3 | DPA4 GNK08.1_MHFD-Inlet_v5.01.xlsm, SD Inlet D3 | DPA4 10/12/2021, 5:18 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =14.2 14.2 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =N/A N/A feet Height of Vertical Curb Opening in Inches Hvert =N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat =N/A N/A inches Angle of Throat (see USDCM Figure ST-5)Theta =N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =N/A N/A Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qwi =19.7 19.8 cfs Interception with Clogging Qwa =9.8 9.9 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qoi =11.8 11.8 cfs Interception with Clogging Qoa =5.9 5.9 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =14.2 14.2 cfs Interception with Clogging Qma =7.1 7.1 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =5.9 5.9 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =N/A N/A Clogging Factor for Multiple Units Clog =N/A N/A Curb Opening as a Weir (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qwi =N/A N/A cfs Interception with Clogging Qwa =N/A N/A cfs Curb Opening as an Orifice (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qoi =N/A N/A cfs Interception with Clogging Qoa =N/A N/A cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =N/A N/A cfs Interception with Clogging Qma =N/A N/A cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =N/A N/A cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =21.1 21.2 ft Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =1.203 1.206 ft Depth for Curb Opening Weir Equation dCurb =N/A N/A ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =1.00 1.00 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.9 5.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.4 1.8 cfs CDOT/Denver 13 Valley Grate INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Valley Grate Override Depths GNK08.1_MHFD-Inlet_v5.01.xlsm, SD Inlet D3 | DPA4 10/12/2021, 5:18 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =55.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.000 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =6.60 inches Distance from Curb Face to Street Crown TCROWN =100.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.030 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =100.0 100.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =6.6 6.6 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2)y =36.00 36.00 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2")dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.27 1.27 inches Water Depth at Gutter Flowline d =37.27 37.27 inches Allowable Spread for Discharge outside the Gutter Section W (T - W)TX =98.0 98.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.054 0.054 Discharge outside the Gutter Section W, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =#DIV/0!#DIV/0!cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =14.8 14.8 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W)TX TH =12.8 12.8 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.367 0.367 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R =SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) SD Inlet A1 | DPA5 GNK08.1_MHFD-Inlet_v5.01.xlsm, SD Inlet A1 | DPA5 10/12/2021, 5:18 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =3 3 Water Depth at Flowline (outside of local depression)Ponding Depth =6.6 6.6 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =N/A N/A feet Height of Vertical Curb Opening in Inches Hvert =N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat =N/A N/A inches Angle of Throat (see USDCM Figure ST-5)Theta =N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =N/A N/A Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.75 1.75 Clogging Factor for Multiple Units Clog =0.29 0.29 Grate Capacity as a Weir (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qwi =7.8 7.8 cfs Interception with Clogging Qwa =5.5 5.5 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qoi =24.4 24.4 cfs Interception with Clogging Qoa =17.3 17.3 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =12.8 12.8 cfs Interception with Clogging Qma =9.1 9.1 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =5.5 5.5 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =N/A N/A Clogging Factor for Multiple Units Clog =N/A N/A Curb Opening as a Weir (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qwi =N/A N/A cfs Interception with Clogging Qwa =N/A N/A cfs Curb Opening as an Orifice (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qoi =N/A N/A cfs Interception with Clogging Qoa =N/A N/A cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =N/A N/A cfs Interception with Clogging Qma =N/A N/A cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =N/A N/A cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =9.00 9.00 feet Resultant Street Flow Spread (based on street geometry from above)T =14.8 14.8 ft Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.573 0.573 ft Depth for Curb Opening Weir Equation dCurb =N/A N/A ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.62 0.62 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =5.5 5.5 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.2 4.8 cfs CDOT/Denver 13 Valley Grate INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Valley Grate Override Depths GNK08.1_MHFD-Inlet_v5.01.xlsm, SD Inlet A1 | DPA5 10/12/2021, 5:18 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =50.0 ft Side Slope Behind Curb (leave blank for no conveyance credit behind curb)SBACK =0.030 ft/ft Manning's Roughness Behind Curb (typically between 0.012 and 0.020)nBACK =0.012 Height of Curb at Gutter Flow Line HCURB =7.74 inches Distance from Curb Face to Street Crown TCROWN =120.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.030 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =120.0 120.0 ft Max. Allowable Depth at Gutter Flowline for Minor & Major Storm dMAX =7.7 7.7 inches Check boxes are not applicable in SUMP conditions Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2)y =43.20 43.20 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2")dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.27 1.27 inches Water Depth at Gutter Flowline d =44.47 44.47 inches Allowable Spread for Discharge outside the Gutter Section W (T - W)TX =118.0 118.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.045 0.045 Discharge outside the Gutter Section W, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =18.0 18.0 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W)TX TH =16.0 16.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.304 0.304 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R =SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) SD Inlet A2 | DPA6 GNK08.1_MHFD-Inlet_v5.01.xlsm, SD Inlet A2 | DPA6 10/12/2021, 5:18 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =2 2 Water Depth at Flowline (outside of local depression)Ponding Depth =7.8 7.8 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =N/A N/A feet Height of Vertical Curb Opening in Inches Hvert =N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat =N/A N/A inches Angle of Throat (see USDCM Figure ST-5)Theta =N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =N/A N/A Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.50 1.50 Clogging Factor for Multiple Units Clog =0.38 0.38 Grate Capacity as a Weir (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qwi =11.1 11.1 cfs Interception with Clogging Qwa =6.9 6.9 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qoi =17.6 17.6 cfs Interception with Clogging Qoa =11.0 11.0 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =13.0 13.0 cfs Interception with Clogging Qma =8.1 8.1 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =6.9 6.9 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =N/A N/A Clogging Factor for Multiple Units Clog =N/A N/A Curb Opening as a Weir (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qwi =N/A N/A cfs Interception with Clogging Qwa =N/A N/A cfs Curb Opening as an Orifice (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qoi =N/A N/A cfs Interception with Clogging Qoa =N/A N/A cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =N/A N/A cfs Interception with Clogging Qma =N/A N/A cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =N/A N/A cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =6.00 6.00 feet Resultant Street Flow Spread (based on street geometry from above)T =18.1 18.1 ft Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.673 0.673 ft Depth for Curb Opening Weir Equation dCurb =N/A N/A ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.92 0.92 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =6.9 6.9 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =1.6 6.8 cfs CDOT/Denver 13 Valley Grate INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Valley Grate Override Depths GNK08.1_MHFD-Inlet_v5.01.xlsm, SD Inlet A2 | DPA6 10/12/2021, 5:18 PM Project: Inlet ID: Gutter Geometry: Maximum Allowable Width for Spread Behind Curb TBACK =10.0 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 =0.012 Height of Curb at Gutter Flow Line HCURB =6.00 inches Distance from Curb Face to Street Crown TCROWN =10.0 ft Gutter Width W =2.00 ft Street Transverse Slope SX =0.039 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 =0.012 Minor Storm Major Storm Max. Allowable Spread for Minor & Major Storm TMAX =10.0 10.0 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 Maximum Capacity for 1/2 Street based On Allowable Spread Minor Storm Major Storm Water Depth without Gutter Depression (Eq. ST-2)y =4.68 4.68 inches Vertical Depth between Gutter Lip and Gutter Flowline (usually 2")dC =2.0 2.0 inches Gutter Depression (dC - (W * Sx * 12))a =1.06 1.06 inches Water Depth at Gutter Flowline d =5.74 5.74 inches Allowable Spread for Discharge outside the Gutter Section W (T - W)TX =8.0 8.0 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.499 0.499 Discharge outside the Gutter Section W, carried in Section TX QX =0.0 0.0 cfs Discharge within the Gutter Section W (QT - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Maximum Flow Based On Allowable Spread QT =SUMP SUMP cfs Flow Velocity within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity times Gutter Flowline Depth V*d =0.0 0.0 Maximum Capacity for 1/2 Street based on Allowable Depth Minor Storm Major Storm Theoretical Water Spread TTH =10.6 10.6 ft Theoretical Spread for Discharge outside the Gutter Section W (T - W)TX TH =8.6 8.6 ft Gutter Flow to Design Flow Ratio by FHWA HEC-22 method (Eq. ST-7)EO =0.476 0.476 Theoretical Discharge outside the Gutter Section W, carried in Section TX TH QX TH =0.0 0.0 cfs Actual Discharge outside the Gutter Section W, (limited by distance TCROWN)QX =0.0 0.0 cfs Discharge within the Gutter Section W (Qd - QX)QW =0.0 0.0 cfs Discharge Behind the Curb (e.g., sidewalk, driveways, & lawns)QBACK =0.0 0.0 cfs Total Discharge for Major & Minor Storm (Pre-Safety Factor)Q =0.0 0.0 cfs Average Flow Velocity Within the Gutter Section V =0.0 0.0 fps V*d Product: Flow Velocity Times Gutter Flowline Depth V*d =0.0 0.0 Slope-Based Depth Safety Reduction Factor for Major & Minor (d > 6") Storm R =SUMP SUMP Max Flow Based on Allowable Depth (Safety Factor Applied)Qd =SUMP SUMP cfs Resultant Flow Depth at Gutter Flowline (Safety Factor Applied)d =inches Resultant Flow Depth at Street Crown (Safety Factor Applied)dCROWN =inches MINOR STORM Allowable Capacity is based on Depth Criterion Minor Storm Major Storm MAJOR STORM Allowable Capacity is based on Depth Criterion Qallow =SUMP SUMP cfs MHFD-Inlet, Version 5.01 (April 2021) ALLOWABLE CAPACITY FOR ONE-HALF OF STREET (Minor & Major Storm) (Based on Regulated Criteria for Maximum Allowable Flow Depth and Spread) SD Inlet A4 | DPA7 GNK08.1_MHFD-Inlet_v5.01.xlsm, SD Inlet A4 | DPA7 10/12/2021, 5:18 PM Design Information (Input)MINOR MAJOR Type of Inlet Type = Local Depression (additional to continuous gutter depression 'a' from above)alocal =2.00 2.00 inches Number of Unit Inlets (Grate or Curb Opening)No =1 1 Water Depth at Flowline (outside of local depression)Ponding Depth =5.7 5.7 inches Grate Information MINOR MAJOR Length of a Unit Grate Lo (G) =3.00 3.00 feet Width of a Unit Grate Wo =1.73 1.73 feet Area Opening Ratio for a Grate (typical values 0.15-0.90)Aratio =0.43 0.43 Clogging Factor for a Single Grate (typical value 0.50 - 0.70)Cf (G) =0.50 0.50 Grate Weir Coefficient (typical value 2.15 - 3.60)Cw (G) =3.30 3.30 Grate Orifice Coefficient (typical value 0.60 - 0.80)Co (G) =0.60 0.60 Curb Opening Information MINOR MAJOR Length of a Unit Curb Opening Lo (C) =N/A N/A feet Height of Vertical Curb Opening in Inches Hvert =N/A N/A inches Height of Curb Orifice Throat in Inches Hthroat =N/A N/A inches Angle of Throat (see USDCM Figure ST-5)Theta =N/A N/A degrees Side Width for Depression Pan (typically the gutter width of 2 feet)Wp =N/A N/A feet Clogging Factor for a Single Curb Opening (typical value 0.10)Cf (C) =N/A N/A Curb Opening Weir Coefficient (typical value 2.3-3.7)Cw (C) =N/A N/A Curb Opening Orifice Coefficient (typical value 0.60 - 0.70)Co (C) =N/A N/A Grate Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =1.00 1.00 Clogging Factor for Multiple Units Clog =0.50 0.50 Grate Capacity as a Weir (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qwi =4.7 4.7 cfs Interception with Clogging Qwa =2.4 2.4 cfs Grate Capacity as a Orifice (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qoi =7.6 7.6 cfs Interception with Clogging Qoa =3.8 3.8 cfs Grate Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =5.6 5.6 cfs Interception with Clogging Qma =2.8 2.8 cfs Resulting Grate Capacity (assumes clogged condition)QGrate =2.4 2.4 cfs Curb Opening Flow Analysis (Calculated)MINOR MAJOR Clogging Coefficient for Multiple Units Coef =N/A N/A Clogging Factor for Multiple Units Clog =N/A N/A Curb Opening as a Weir (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qwi =N/A N/A cfs Interception with Clogging Qwa =N/A N/A cfs Curb Opening as an Orifice (based on Modified HEC22 Method)MINOR MAJOR Interception without Clogging Qoi =N/A N/A cfs Interception with Clogging Qoa =N/A N/A cfs Curb Opening Capacity as Mixed Flow MINOR MAJOR Interception without Clogging Qmi =N/A N/A cfs Interception with Clogging Qma =N/A N/A cfs Resulting Curb Opening Capacity (assumes clogged condition)QCurb =N/A N/A cfs Resultant Street Conditions MINOR MAJOR Total Inlet Length L =3.00 3.00 feet Resultant Street Flow Spread (based on street geometry from above)T =10.0 10.0 ft Resultant Flow Depth at Street Crown dCROWN =0.0 0.0 inches Low Head Performance Reduction (Calculated)MINOR MAJOR Depth for Grate Midwidth dGrate =0.501 0.501 ft Depth for Curb Opening Weir Equation dCurb =N/A N/A ft Combination Inlet Performance Reduction Factor for Long Inlets RFCombination =N/A N/A Curb Opening Performance Reduction Factor for Long Inlets RFCurb =N/A N/A Grated Inlet Performance Reduction Factor for Long Inlets RFGrate =0.90 0.90 MINOR MAJOR Total Inlet Interception Capacity (assumes clogged condition)Qa =2.4 2.4 cfs Inlet Capacity IS GOOD for Minor and Major Storms(>Q PEAK)Q PEAK REQUIRED =0.4 1.8 cfs CDOT/Denver 13 Valley Grate INLET IN A SUMP OR SAG LOCATION MHFD-Inlet, Version 5.01 (April 2021) H-VertH-Curb W Lo (C) Lo (G) Wo WP CDOT/Denver 13 Valley Grate Override Depths GNK08.1_MHFD-Inlet_v5.01.xlsm, SD Inlet A4 | DPA7 10/12/2021, 5:18 PM - - - - - - - - - - - - - - STAMP Date: Drawn By: Project No: Checked By:H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\CADD\3 CD\GNK08_CD6.1_Storm Details.dwg - Donald Cecil - 10/12/2021Init.#Issue / DescriptionDateMARS LANDINGFINAL DEVELOPMENT PLANFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTION10.13.2021 GNK000008 JEP DBC ADS STORMTECH DETAILS C5.5 - - - - - - - - - - - - - - STAMP Date: Drawn By: Project No: Checked By:H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\CADD\3 CD\GNK08_CD6.1_Storm Details.dwg - Donald Cecil - 10/12/2021Init.#Issue / DescriptionDateMARS LANDINGFINAL DEVELOPMENT PLANFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTION10.13.2021 GNK000008 JEP DBC ADS STORMTECH DETAILS C5.6 - - - - - - - - - - - - - - STAMP Date: Drawn By: Project No: Checked By:H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\CADD\3 CD\GNK08_CD6.1_Storm Details.dwg - Donald Cecil - 10/12/2021Init.#Issue / DescriptionDateMARS LANDINGFINAL DEVELOPMENT PLANFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTION10.13.2021 GNK000008 JEP DBC ADS STORMTECH DETAILS C5.7 ScourStop® DESIGN GUIDE Circular Culvert Outlet Protection scourstop.com PERFORMANCE AESTHETICS NPDES-COMPLIANT COST-EFFECTIVE the green solution to riprap ® ScourStop transition mats protect against erosion and scour at culvert outlets with a vegetated solution in areas traditionally protected with rock or other hard armor. ScourStop is part of a system that includes semi-rigid transition mats installed over sod or turf reinforcement mats. Each 4’ x 4’ x 1/2” mat is made of high-density polyethylene and secured tightly to the ground with anchors. why use the SCOURSTOP SYSTEM? - If velocity is greater than 16 fps, contact manufacturer for design assistance. - ScourStop mats have been shown to at least double the effectiveness of turf reinforcement mats. - ScourStop fully vegetated channel (2:1 slope): velocity = 31 fps, shear stress = 16 psf. PIPE DIAMETER VELOCITY < 10 FT/SEC 10 < VELOCITY < 16 FT/SEC TRANSITION MAT W x L QUANTITY OF MATS TRANSITION MAT W x L QUANTITY OF MATS 12”4’ x 4’1 4’ x 8’2 24”8’ x 8’4 8’ x 12’6 36”8’ x 12’6 12’ x 20’15 48”12’ x 16’12 12’ x 24’18 60”12’ x 20’15 16’ x 32’32 72”16’ x 24’24 20’ x 36’45 Circular Culvert Outlet Protection These are minimum recommendations. More ScourStop protection may be needed depending upon site and soil conditions, per project engineer. 1. ScourStop mats must be installed over a soil cover: sod, seeded turf reinforcement mat (TRM), geotextile, or a combination thereof. 2. For steep slopes (>10%) or higher velocities (>10 ft/sec), sod is the recommended soil cover. 3. Follow manufacturer’s ScourStop Installation Guidelines to ensure proper installation. 4. Install ScourStop mats at maximum 1-2” below flowline of culvert or culvert apron. (No waterfall impacts onto ScourStop mats.) 5. Performance of protected area assumes stable downstream conditions. Transition mat apron protects culvert outlet. *Width of protection: Bottom width of channel and up both side slopes to a depth at least half the culvert diameter. Protect bare/disturbed downstream soils from erosion with appropriate soil cover. Use normal-depth calculator to compute for downstream protection. Install anchors per ScourStop Installation Guidelines. Minimum depth 24” in compacted, cohesive soil. Minimum depth 30” in loose, sandy, or wet soil. Extra anchors as needed to secure mat tightly over soil cover. Abut transition mats to end of culvert or culvert apron. Adjacent mats abut together laterally and longitudinally. Minimum 8 anchors per mat. Extra anchors as needed for loose or wet soils. Extra anchors as needed for uneven soil surface. ScourStop® Installation Recommendations A A MAX. 1"-2" DROP FROM CULVERT FLOWLINE ONTO SCOURSTOP MATSCULVERT FLOWLINE PROFILE VIEW A LEADER in the GEOSYNTHETIC and EROSION CONTROL industries Learn more about our products at: HanesGeo.com | 888.239.4539 the green solution to riprap ©2014 Leggett & Platt, Incorporated | 16959_1114 AA ` APPENDIX D DRAINAGE MAPS + VARIANCE APPLICATION EXISTING DRAINAGE STUDY EXCERPTS This unofficial copy was downloaded on Jun-25-2019 from the City of Fort Collins Public Records Website: http://citydocs.fcgov.com For additional information or an official copy, please contact City of Fort Collins Utilities 700 Wood Street Fort Collins, CO 80524 USA ` APPENDIX D DRAINAGE MAPS + VARIANCE APPLICATIONDRAINAGE MAPS E T T WSTMSTM A1 A3 A4 A5 A6 A7 A8 A9 B1 B2 B3 acres A1 0.78 0.98 0.09 acres A2 0.79 0.99 0.38 acres A3 0.24 0.30 0.61 acres A4 0.80 1.00 0.24 acres A5 0.87 1.00 0.48 acres A6 0.64 0.80 0.85 acres A7 0.84 1.00 0.18 acres A8 0.95 1.00 0.34 acres A9 0.95 1.00 0.35 acres B1 0.39 0.48 0.12 acres B2 0.33 0.41 0.22 acres OS1 0.25 0.31 1.55 acres B3 0.62 0.78 0.01 A2 - - - - - - - - - - - - - - STAMP Date: Drawn By: Project No: Checked By:H:\Goodwin Knight\CO, Fort Collins - GNK000008.10 - Mars Landing ISP\CADD\3 CD\GNK08_C9.0_Drainage Plan.dwg - Matthew Pepin - 10/12/2021Init.#Issue / DescriptionDateMARS LANDINGFINAL DEVELOPMENT PLANFORT COLLINS, COTHESE PLANS ARE AN INSTRUMENT OF SERVICE AND ARE THE PROPERTY OF GALLOWAY, AND MAY NOT BE DUPLICATED, DISCLOSED, OR REPRODUCED WITHOUT THE WRITTEN CONSENT OF GALLOWAY. COPYRIGHTS AND INFRINGEMENTS WILL BE ENFORCED AND PROSECUTED. COPYRIGHT GallowayUS.com 5265 Ronald Reagan Blvd., Suite 210 Johnstown, CO 80534 970.800.3300 PRELIMINARYNOT FOR BIDDINGNOT FOR CONSTRUCTION10.13.2021 GNK000008 JEP DBC CAUTION - NOTICE TO CONTRACTOR 1.ALL UTILITY LOCATIONS SHOWN ARE BASED ON MAPS PROVIDED BY THE APPROPRIATE UTILITY COMPANY AND FIELD SURFACE EVIDENCE AT THE TIME OF SURVEY AND IS TO BE CONSIDERED AN APPROXIMATE LOCATION ONLY. IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE FIELD LOCATION OF ALL UTILITIES, PUBLIC OR PRIVATE, WHETHER SHOWN ON THE PLANS OR NOT, PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE ENGINEERED PRIOR TO CONSTRUCTION. 2.WHERE A PROPOSED UTILITY CROSSES AN EXISTING UTILITY, IT IS THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY THE HORIZONTAL AND VERTICAL LOCATION OF SUCH EXISTING UTILITY, EITHER THROUGH POTHOLING OR ALTERNATIVE METHOD. REPORT INFORMATION TO THE ENGINEER PRIOR TO CONSTRUCTION. 3.CONTRACTOR RESPONSIBLE FOR AS-BUILT DRAWINGS, TESTS, REPORTS AND/OR ANY OTHER CERTIFICATES OR INFORMATION AS REQUIRED FOR ACCEPTANCE OF WORK FROM CITY, UTILITY DISTRICTS OR ANY OTHER GOVERNING AGENCY. 4.CONTRACTOR SHALL PROTECT ALL EXISTING SURVEY MONUMENTATION. CONTRACTOR SHALL HAVE LICENSED SURVEYOR REPLACE ANY DAMAGED OR DISTURBED MONUMENTATION AT THEIR COST. Know what's before you dig. DRAINAGE PLAN C8.0 SCALE: 1"=30' 0 15 30 DESIGN POINT MAJOR BASIN BOUNDARY (i.e., C-STORE) SUB-BASIN BOUNDARY (i.e., RATIONAL METHOD) OVERLAND FLOW DIRECTION (I.E., LANDSCAPING) DIRECT FLOW DIRECTION (I.E., PAVEMENT, CURB AND GUTTER) BASIN ID MINOR (2YEAR) RUNOFF COEFFICIENT MAJOR (100YEAR) RUNOFF COEFFICIENT BASIN AREA (ACRES) acres A1 0.23 0.45 1.00 A1 EXISTING STORM SEWER EXISTING RIGHT-OF-WAY EXISTING LOT LINE PROPOSED EASEMENT LINE EXISTING MANHOLE PROPOSED CURB AND GUTTER EXISTING CURB AND GUTTER EXISTING MINOR CONTOUR EXISTING MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED STORM SEWER PROPOSED STORM INLET LEGEND: EXISTING EASEMENT LINE EXISTING STORM INLET PROPOSED MANHOLE