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Home My WebLink AboutFORT COLLINS JEEP - FDP - FDP170035 - SUBMITTAL DOCUMENTS - ROUND 1 - DRAINAGE REPORTFINAL DRAINAGE REPORT Fort Collins Jeep Dealership Fort Collins, Colorado Project #PDP170013 November 6, 2017 PREPARED FOR: Commercial Building Services 7561 S. Grant Street, Suite A-4 Littleton, CO 80122 Contact: Steve Morel (303) 730-3001 PREPARED BY: PARAGON ENGINEERING CONSULTANTS, INC. 7852 South Elati Street, Suite 106 Littleton, CO, CO. 80120 (303) 794-8604 Paragon Project No. 16-018 Paragon Engineering Consultants, Inc. Page 1 Table of Contents I. GENERAL LOCATION AND DESCRIPTION............................................................. 2 A. Site Location .................................................................................................................... 2 B. Description of Property .................................................................................................... 3 C. Floodplain Submittal Requirements ................................................................................. 4 II. MAJOR DRAINAGE BASINS AND SUB-BASINS ...................................................... 4 A. Major Drainage Basins ..................................................................................................... 4 B. Sub-basins ........................................................................................................................ 4 III. DRAINAGE DESIGN CRITERIA .................................................................................. 5 A. Regulations ....................................................................................................................... 5 B. Directly Connected Impervious Area ............................................................................... 6 C. Development Criteria Reference and Constraints ............................................................ 6 D. Hydrologic Criteria .......................................................................................................... 6 E. Hydraulic Criteria ............................................................................................................. 6 F. Floodplain Regulations Compliance ................................................................................ 7 G. Modifications of Criteria .................................................................................................. 7 IV. DRAINAGE FACILITY DESIGN ................................................................................... 7 A. General Concept ............................................................................................................... 7 B. Specific Details ................................................................................................................ 7 V. CONCLUSIONS ................................................................................................................ 8 VI. REFERENCES ................................................................................................................... 8 Appendix A – Vicinity Map, Soils Map, Floodplain Checklist Appendix B – Hydrologic Computations Appendix C – Hydraulic Calculations Paragon Engineering Consultants, Inc. Page 2 I. GENERAL LOCATION AND DESCRIPTION A. Site Location Fort Collins Jeep Dealership is located on a site currently containing 4.48 acres northwest of the intersection of South Mason Street and West County Road 38 in the City of Fort Collins, Larimer County, Colorado. The site lies in the Southeast ¼ of Section 35, Township 7 North, Range 69 West of the 5 th Principal Meridian. It is bounded on the north by an existing car dealership (Pedersen Volvo), on the east by South Mason Street with existing commercial development beyond, on the south by existing West County Road 38, with existing educational development beyond, and on the west by existing bus road, with railroad with existing railway, greenbelt and residential area beyond. Paragon Engineering Consultants, Inc. Page 3 B. Description of Property The existing site was built as a lumber yard, but has not been used for that purpose for some time. Detention appears not to have been required for the site when it was built in 1974, as none is in evidence. Paragon Engineering Consultants, Inc. Page 4 The current area of the site is 4.48 acres. However, South Mason Street is slated for “midtown” redevelopment, and an additional 0.13 acres of additional right-of-way is being requested by the City of Fort Collins to expand South Mason Street. The main building of the site will remain (will be remodeled), with two areas of expansion, one on the west side of the building, and one on the north. An outdoor lumber storage area on the east side of the existing building will be removed, as well as a raised concrete loading dock on the west side of the site and other concrete pad areas. The aging pavement on the site will be removed and replaced. The proposed use is car dealership. Soils on the site, according to USDA National Soil Conservation website, consist of Nunn clay loam- Hydrologic Soil Type C (94% of site) with a small area of Altvan-Satanta loams (6%) – Hydrologic Soil Type B, in the northeast corner of the site. Fort Collins Jeep Dealership is located outside the 100-year floodplain, according to FEMA FIRM map panel 08069C1000F (Map Panel Not Printed.) C. Floodplain Submittal Requirements Fort Collins Jeep Dealership is located outside the 100-year floodplain, according to FEMA FIRM map panel 08069C1000F (Map Panel Not Printed). See “City of Fort Collins Floodplain Review Checklist 50% Development Review Submittals” in Appendix A. II. MAJOR DRAINAGE BASINS AND SUB-BASINS A. Major Drainage Basins The site is located within the Mail Creek Basin, a basin of approximately 1,676 acres in southwest Fort Collins. To the east of the site is College Avenue, which runs north-south and consists of commercial development along the length. The remainder of the basin consists of mixed-use residential development. The basin generally drains west to east to the confluence of Mail Creek and Fossil Creek, and ultimately to Fossil Creek Reservoir. (City of Fort Collins 2017) B. Sub-basins The current drainage pattern consists of a large shallow swale within the west parking area of the site, which directs runoff south to W. County Road 38 via an existing sidewalk chase. The east side of the site slopes to the east from the east side of the main building, towards South Mason Street via a drive entrance located near the south end of the South Mason Street frontage. Both streets drain to the intersection of South County Road 38, and South Mason Street to an existing 10’ Type R inlet located on the South Mason Street side of the intersection. This inlet will be moved west approximately 7’ to be in line with the proposed street widening of South Mason Street There is also a low area in the southwest corner of the site, with no apparent outlet. Proposed Sub-basins The proposed grading will follow a similar pattern. The entrance locations will both change. The W. County Road 38 entrance will be reduced in width to accommodate a bus pullout proposed to Paragon Engineering Consultants, Inc. Page 5 be built immediately west of the drive (eliminating traffic hazard from buses stopping in the lane of this busy street.) The South Mason Street entrance will be moved approximately 300 feet north to near the northeast corner of the site. The runoff which previously drained to the entrance will be re-routed to South Mason Street with a small channel and chase section located near the southeast corner of the new proposed parking lot. A low area in the southwest corner of the site, with no apparent outlet, will be raised such that the runoff can be directed to the sidewalk chase at the low point in the parking area east of the West County Road 38 drive entrance. Proposed Basin A (0.22 acres of pavement) sheet flows to a 2-foot wide concrete pan which directs runoff to Bioretention Pond A. Proposed Basin B (0.33 acres of pavement) sheet flows to a 2-foot wide concrete pan which directs runoff to Bioretention Pond B. Proposed Basin C (1.72 acres of pavement and roof) sheet flows to a 2-foot wide concrete pan which directs runoff to Bioretention Pond C. Proposed Basin D (0.15 acres of pavement) sheet flows to a 2-foot wide sidewalk chase which directs runoff to the north flowline of West Harmony Road. Runoff then flows east to the relocated Type R inlet at the NW corner of West Harmony Road and South Mason Street. Proposed Basin E (0.39 acres of pavement and roof) sheet flows to a 2-foot wide sidewalk chase which directs runoff to the west flowline of South Mason Street. Runoff the flows south to the relocated Type R inlet at the NW corner of West Harmony Road and South Mason Street. Proposed Basin F (0.42 acres of pavement and roof) sheet flows to a 2-foot wide sidewalk chase which directs runoff to the west flowline of South Mason Street. Runoff the flows south to the relocated Type R inlet at the NW corner of West Harmony Road and South Mason Street. Proposed Basin G (0.56 acres of pavement and roof) sheet flows to a 2-foot wide sidewalk chase which directs runoff to the north flowline of West Harmony Road. Runoff then flows east to the relocated Type R inlet at the NW corner of West Harmony Road and South Mason Street. III. DRAINAGE DESIGN CRITERIA A. Regulations The design of the proposed stormwater management system was done in compliance with Fort Collins Amendments to the Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual Volumes 1, 2 and 3. (UDFCD 2017) When improvements are proposed to an existing developed site and there is an increase in Paragon Engineering Consultants, Inc. Page 6 impervious area greater than 1000 square feet, onsite detention is required. The existing site impervious area is 158,473 square feet and the proposed impervious area is 159,188 resulting in a net increase in impervious area of 715 square feet therefore detention is not required. Low Impact Development (LID) requirements are required on all redeveloped property. 75% of all newly added or modified impervious are must be treated by LID techniques. There is 122,865 square feet of redeveloped area onsite and 75% of this area is 92,149 square feet or 2.12 acres. This area will be treated with three onsite Rain Gardens aka Bioretention Ponds. The Bioretention Ponds will drain to the 10’ Type R Inlet at the SE corner of the site via a common 6” HPDE outfall pipe. B. Directly Connected Impervious Area The existing site will be redeveloped with a minimum increase in Directly Connected Impervious Area. The increase in impervious area is 715 square feet, a 0.45% increase. C. Development Criteria Reference and Constraints The existing site has no stormwater management infrastructure, and drains undetained off-site. The proposed stormwater management improvements meet Low Impact Development requirements and will improve water quality and impact. D. Hydrologic Criteria Design rainfall values from “Table RA-8 – City of Forst Collins Rainfall Intensity-Duration- Frequency Table for Use with the Rational Method” were used for the design rainfall. (Fort Collins 2016) The Rational Method was used to determine peak runoff from sub-basins A, B, and C, for which the methodology and tables as presented in the Urban Storm Drainage Criteria Manual were used to determine Rational “C” coefficients, and time of concentrations. Calculations can be found in Appendix B of this report. E. Hydraulic Criteria The UDFCD spreadsheet titled “UD-Detention” (Version 3.07, February 2017) was used to calculate both the required water quality capture volume for the three rain gardens and the geometry of the rain gardens. In accordance with LID requirements, Water Quality will be provided for 75% of the redeveloped area, 2.12 acres. The Water Quality Volume is calculated on a per basin basis. The calculations can be found in Appendix C of this report. Autodesk Hydroflow Express was used to calculate the sizing of the rain garden underdrain. The calculation can be found in Appendix C of this report. Paragon Engineering Consultants, Inc. Page 7 F. Floodplain Regulations Compliance Fort Collins Jeep Dealership is located outside the 100-year floodplain, according to FEMA FIRM map panel 08069C1000F (Map Panel Not Printed). See “City of Fort Collins Floodplain Review Checklist 50% Development Review Submittals” in Appendix A. G. Modifications of Criteria No modifications of the criteria are proposed. IV. DRAINAGE FACILITY DESIGN A. General Concept The general drainage concept is to capture 75% of the redeveloped impervious area and treat it by LID techniques via rain gardens. Sub-basins A, B, and C have been designed to total this area. Runoff will drain to these three rain gardens, where it will be treated. Treated water will discharge via a 6” HPDE storm pipe to the existing storm sewer at West County Road 38 and South Mason Street. Sub-basins D, E, F, and G will not be detained or treated and will drain off-site. B. Specific Details Surface runoff from sub-basins A, B, and C will sheet flow over pavement to concrete pans, then collect in rain garden bioretention BMPs. The rain gardens are individually sized to the water quality capture volume (WQCV) of their associated basins. The three rain garden bioretention BMPs will be constructed with an impermeable liner on the bottom, a 4” slotted PVC under-drain pipe embedded in a 6” thick layer of CDOT Class B filter material, and an 18” layer of filter media on top. The 4” under-drain will have 4” cleanouts to provide maintenance access. A concrete outlet structure will have inlet(s) to receive discharge from the under-drain pipe(s) to receive discharge from the WQCV and an inlet grate to receive discharge in excess of the WQCV. A 6” HDPE outlet pipe will discharge from the outlet structure to a proposed 10’ Type R Inlet at the intersection of West County Road 38 and South Mason Street. The storm water will then discharge to the existing storm sewer via a proposed manhole constructed on the existing storm sewer. In accordance with the LID techniques pertinent to the site, only the WQCV must be detained and treated, and only for 75% of the total redeveloped area. Runoff in excess of the WQCV will pond and discharge into the outlet structure inlet grate. If the ponding capacity is exceeded, the runoff discharge off-site to West County Road 38. Sub-basins D, E, F, and G will not be detained or treated and will drain off-site. These areas do not require detention or treatment, as the LID requirement is satisfied by the rain garden bioretention BMPs for sub-basins A, B, and C. Sub-basins D and G will discharge to West County Road 38 via a curb cut. Sub-basins E and F will discharge to South Mason Street via the driveway Paragon Engineering Consultants, Inc. Page 8 at the northeast corner of the site. V. CONCLUSIONS The stormwater management system for the site has been designed in compliance to the Fort Collins Amendments to the Urban Storm Drainage Criteria Manual Volumes 1, 2, and 3. Low Impact Development (LID) requirements were followed to determine BMP requirements. The development of the site will increase the impervious area of the site from 158,473 square feet to 159,188 square feet, an increase of 715 square feet. The stormwater management system will capture and treat stormwater in accordance with the above criteria, and overall will improve the water quality of stormwater and reduce the discharge off-site into the roadway. VI. REFERENCES 1. City of Fort Collins, 2017. Mail Creek. Retrieved July 17, 2017, from https://www.fcgov.com/utilities/what-we-do/stormwater/drainage-basins/mail-creek- basin 2. Urban Drainage and Flood Control District (UDFCD). 2017. Drainage Criteria Manual, Volumes 1, 2, & 3, Urban Drainage and Flood Control District. 3. City of Fort Collins, 2016. Fort Collins Amendments to the Urban Drinage and Flood Control District Criteria Manual. Appendix A – Vicinity Map, Soils Map, Floodplain Checklist Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/12/2017 Page 1 of 4 4485860 4485880 4485900 4485920 4485940 4485960 4485980 4486000 4486020 4486040 4486060 4485860 4485880 4485900 4485920 4485940 4485960 4485980 4486000 4486020 4486040 4486060 493170 493190 493210 493230 493250 493270 493290 493310 493170 493190 493210 493230 493250 493270 493290 493310 40° 31' 31'' N 105° 4' 50'' W 40° 31' 31'' N 105° 4' 44'' W 40° 31' 24'' N 105° 4' 50'' W 40° 31' 24'' N 105° 4' 44'' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 45 90 180 270 Feet 0 10 20 40 60 Meters Map Scale: 1:1,010 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 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Larimer County Area, Colorado (CO644) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 4 Altvan-Satanta loams, 3 to 9 percent slopes B 0.2 5.0% 74 Nunn clay loam, 1 to 3 percent slopes C 4.4 92.1% 75 Nunn clay loam, 3 to 5 percent slopes C 0.1 2.8% Totals for Area of Interest 4.7 100.0% 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 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/12/2017 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 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/12/2017 Page 4 of 4 City of Fort Collins Floodplain Review Checklist 50% Development Review Submittals Instructions: Complete this checklist by marking all boxes that have been adequately completed. Put an “NA” next to any items that are not applicable to this particular submittal. Any boxes that are left blank and do not have an “NA” marked next to them are considered incomplete. Date of Review:_____________ Reviewer’s Name:____________________________ Plat Map The following required items are on the plat: 100-year floodplain boundary City FEMA Floodway boundary City FEMA The benchmark number and elevation of benchmark These items match the FIRM. (FEMA Basin) These items match the Master Plan. (City Basin) The benchmark number and elevation match with those published in the City of Fort Collins benchmark system. Site Plan The following required items are on the site plan: 100-year floodplain boundary- FEMA and City 500-year floodplain boundary (if proposed structure is a “critical facility” and a 500-year floodplain is mapped) Floodway boundary Erosion buffer zones Restriction related to use (i.e. critical facility or no residential use of lower floor if floodproofed mixed-use structure) Drainage and/or Grading Plan (or a separate Floodplain Sheet if it is too cluttered on Drainage and Grading Plan) The following required items are on the drainage and/or grading plan: 100-year floodplain boundary- FEMA and City 500-year floodplain boundary (if proposed structure is a “critical facility” and a 500-year floodplain is mapped) Floodway boundary Erosion buffer zones Cross-section locations BFE lines Regulatory Flood Protection Elevation for individual lots or groups of lots if structures are to be built in the floodplain. The floodplain and floodway boundaries are in the correct location and labeled properly. The cross-section and BFE lines are in the correct location and labeled properly. Elevations are referred to the appropriate datum: FEMA basins – list in both NGVD 29 and NAVD 88 City basins – list only in NGVD 29 Floodway regulations have been met. No fill in the floodway unless a hydraulic analysis shows “no-rise”. No manufactured homes, except in an existing park, can be placed in the floodway. No changing a nonconforming non-residential or mixed use structure to a residential structure. Landscaping meets requirements for no encroachment in the floodway without a hydraulic analysis to show “no-rise”. No storage of materials or equipment. Critical facilities regulations have been met: 100 year – No life safety, emergency response, or hazardous material critical facilities 500 year Poudre – No life safety or emergency response critical facilities Any items in the floodway that can float (Example: picnic tables, bike racks, etc.) are noted as being anchored. Erosion Buffer Zone requirements have been met: Design of any allowed development minimizes disturbance to channel bed and banks. No structures allowed. No additions to existing structures allowed. Any fencing is split-rail design and break-away, but cabled. Must be oriented parallel to general flow direction. No detention or water quality ponds. No bike or pedestrian paths or trails except as required to cross streams or waterways. Road, bicycle and pedestrian bridges must span erosion buffer zone. No fill. No outdoor storage of non-residential materials or equipment. No driveways or parking areas. No irrigated vegetation and non-native trees, grasses, or shrubs. No utilities except as necessary to cross streams or waterways. No grading or excavation except as required for permitted activities in erosion buffer zone. No construction traffic except as required for permitted activities in erosion buffer zone. Any construction in the erosion buffer zone shows that it will not impact the channel stability. Any necessary floodplain modeling has been submitted and approved. All modeling must follow the City’s floodplain modeling guidelines. Special Poudre River Regulations Poudre River Floodway Regulations have been met. No construction of new residential, non-residential or mixed-use structures. No redevelopment of residential, non-residential or mixed-use structures. No additions to residential, non-residential or mixed-use structures. No fill unless hydraulic analysis shows “no-rise”. Poudre River floodplain regulations have been met No construction of new residential or mixed-use structures No additions to residential structures No additions to mixed-use structures if there is an expansion in the residential-use area of the structure. No floatable materials on non-residential sites Information Related to Structures in the Floodplain The regulatory flood protection elevation shown on the plans is at least 2 ft above the BFE for the Poudre River and at least 18” above the BFE for new development and redevelopment, 6” above the BFE for additions, substantial improvement and accessory structures for all other floodplains. A note is on the plans that the lowest floor (including basement or crawl space) and HVAC will be required to be elevated above the regulatory flood protection elevation. Non-residential structures can be floodproofed instead of elevated to the regulatory flood protection elevation. A typical drawing detail is included for each foundation type proposed (slab-on- grade, basement, crawl space) showing the elevation of the HVAC and lowest floor elevation (which includes bottom of the basement or crawl space) relative to the BFE. If garages are not going to be elevated to the regulatory flood protection elevation, then a note is included stating the following requirements: There shall be 1 square inch of venting for every 1 square foot of enclosed area. The bottom of the venting shall not be higher than 1 foot above grade. The venting shall be on at least two sides, preferably on upstream and downstream sides. (Does not have to be divided equally). For manufactured homes, a note is included stating that all submittal requirements on separate sheet titled “Installation of a Mobile Home Located in a Floodplain: Submittal Requirements” shall be met. A note is on the plans stating that a floodplain use permit will be required for each structure and each site construction element (detention ponds, bike paths, parking lots, utilities, etc.) in the floodplain. A note is on the plans stating that a FEMA elevation or floodproofing certificate will be completed and approved before the CO is issued for any structures in the floodplain. This is required even if property is only in a City floodplain. Drainage Report The site is described as being in the floodplain. Floodplain name and if the floodplain is a FEMA or City-designated is described. Any floodway or erosion buffer zones on the site are described. The FEMA FIRM panel # and date and/or the Master Plan information is cited. A copy of the FIRM panel with the site location marked is included in the report. If a floodplain modeling report has been submitted, that report is referenced. The reason for the floodplain modeling report is described. If a FEMA CLOMR or LOMR is going to be needed, the reason for the CLOMR or LOMR is described. If a FEMA LOMR is required after construction, this is stated in the report. The location of the structures relative to the floodplain is described. If there is both a FEMA and a City floodplain on the site, the location of the structures relative to both is described. The use of the structures is described. This is to determine if the structure is residential, non-residential, or mixed-use. Also, structures in all 100- year and Poudre River 500-year floodplains cannot be used as a critical facility. (See Chapter 10 of City Code for definitions.) The report describes how the development will be in compliance with the applicable floodplain regulations (Chapter 10 of City Code). (Examples: elevation of lowest floor above regulatory flood protection elevation, floodproofing, floodway regulations, erosion buffer zone regulations, no-rise, etc.) The type of foundation construction for the structures (i.e. slab-on-grade, crawl space, basement, etc.) is discussed in the report. The type of foundation matches with the details shown on the grading plan. The report states that the lowest floor (including basement or crawl space) and HVAC will be required to be elevated above the regulatory flood protection elevation. Non- residential structures can be floodproofed instead of elevated to the regulatory flood protection elevation. If garages are not going to be elevated to the regulatory flood protection elevation, then a note is included stating the following requirements: There shall be 1 square inch of venting for every 1 square foot of enclosed area. There bottom of the venting shall not be higher than 1 foot above grade. The venting shall be on at least two sides, preferably on upstream and downstream sides. (Does not have to be divided equally). If a non-residential structure is to be floodproofed, then a note is included stating that all requirements on separate sheet titled “Floodproofing Guidelines” shall be met. (Floodproofing guidelines can be obtained at http://fcgov.com/stormwater/pdf/fp- floodproofing.pdf) For manufactured homes, a note is included stating that all submittal requirements on separate sheet titled “Installation of a Mobile Home Located in a Floodplain: Submittal Requirements” shall be met. (Mobile Home guidelines can be obtained at http://fcgov.com/stormwater/pdf/fp-mobilhome.pdf) The report states that a floodplain use permit will be required for each structure and each site construction element (detention ponds, bike paths, parking lots, utilities, etc.) in the floodplain. A note is in the report stating that a FEMA elevation or floodproofing certificate will be completed and approved before the CO is issued. In the compliance section, Chapter 10 of City Code is listed. FEMA CLOMR Approval If a FEMA CLOMR is required, the necessary modeling has been submitted and approved by the City. Additional Comments: ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ ________________________________________________________________________ Updated 11/29/2007 Terms to Note Lowest Floor Elevation – Elevation of the lowest floor of the lowest enclosed area (including bottom of basement or crawlspace). This is not the same as finished floor. The lowest floor should be distinguished from finished floor on plans and reports. Regulatory Flood Protection Elevation – For all floodplains except the Poudre River, the regulatory flood protection elevation is eighteen (18) inches above the base flood elevation. For the Poudre River floodplain, the regulatory flood protection elevation is twenty-four (24) inches above the base flood elevation. If there is both a FEMA and a City BFE, the higher BFE should be used to determine the regulatory flood protection elevation. Additional floodplain terminology is defined in Chapter 10 of City Code. NOTE: Issues specific to individual sites may arise that result in additional requirements. These will be discussed during initial meetings with the applicant. Appendix B – Hydrologic Computations RUNOFF COEFFICIENTS - DEVELOPED Fort Collins Jeep DATE: 16-018 MSG TWD Type D Soils Historic / Open Space Roof Tract / Open Space Pavement 2-Yr Coeff. 0.71 0.02 0.89 5-YEAR Coeff. 0.73 0.08 0.90 Note: Runoff coefficients shown were obtained from City of Fort Collins 100-YEAR Coeff. 0.81 0.35 0.96 Stormwater Criteria Manual Amendments Table RO-3, RO-5 Impervious 90% 0% 100% Historic / Open Space Roof Tract / Open Space Pavement Design Design Area Area Area Area Area Basin Point (AC) (AC) (AC) (AC) (AC) CC2 CC5 CC100 % Imp. A 1 0.000 0.005 0.215 0.22 0.87 0.88 0.95 98% B 2 0.02 0.31 0.33 0.83 0.84 0.92 93% C 3 0.35 0.11 1.25 1.72 0.80 0.81 0.89 91% D 4 0.00 E 5 0.00 F 6 0.00 G 7 0.00 0.00 0.35 0.14 1.78 2.27 0.81 0.82 0.90 92% 0.0% 15.6% 6.2% 78.3% 100% 0.00 0.35 0.14 1.78 2.27 0.81 0.82 0.90 92.3% 0.0% 15.6% 6.2% 78.3% 0.0% TOTAL STUDY AREA SUBTOTAL FOR BASIN A November 6, 2017 Type B Soils PROJECT NUMBER: CALCULATED BY: CHECKED BY: PROJECT NAME: Fort Collins Jeep DATE: 16-018 MSG TWD FINAL tc DESIGN AREA C5 LENGTH SLOPE Ti LENGTH SLOPE Cv Land Surface VEL Tt COMP. TOTAL tc=(L/180)+10 C10 C100 BASIN Ac Ft % Min. Ft. % fps Min. tc LENGTH Min. Min. (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) A 0.22 0.88 60 2.2% 2.4 105 0.42% 20.0 Paved Areas 1.3 1.4 3.7 165 10.9 5.0 0.88 0.95 B 0.33 0.84 70 2.4% 3.0 130 44.00% 20.0 Paved Areas 13.3 0.2 3.1 200 11.1 5.0 0.84 0.92 C 1.72 0.81 70 1.1% 4.3 350 0.68% 20.0 Paved Areas 1.7 3.5 7.8 420 12.3 7.8 0.81 0.89 STANDARD FORM SF-2 - DEVELOPED tc CHECK (URBANIZED BASINS) PROJECT NAME: PROJECT NUMBER: DATA INITIAL TIME (Ti ) TRAVEL TIME (Tt ) CALCULATED BY: CHECKED BY: Time of Concentration SUB-BASIN November 6, 2017 1 / 3 0 . 395 ( 1 . 1 ) 1 / 2 S C L Ti = − T L V t = 60 Fort Collins Jeep DATE: 16-018 P1 (1-Hour Rainfall) = 0.82 MSG TWD DESIGN BASIN AREA (AC) RUNOFF COEFF C5 tc (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 (in) LENGTH (ft) VELOCITY (fps) tt (min) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) C 1.72 0.80 7.8 1.37 2.43 3.33 B 0.33 0.83 5.0 5.0 0.19 2.78 0.53 0.27 2.78 0.76 TOTAL RUNOFF STREET STANDARD FORM SF-3 - DEVELOPED STORM DRAINAGE DESIGN - RATIONAL METHOD 2-YEAR EVENT PROJECT NAME: November 6, 2017 PROJECT NUMBER: CALCULATED BY: PIPE TRAVEL TIME REMARKS (1) A 0.22 0.87 CHECKED BY: STORM LINE DESIGN POINT DIRECT RUNOFF Fort Collins Jeep DATE: 16-018 P1 (1-Hour Rainfall) = 1.10 MSG TWD DESIGN BASIN AREA (AC) RUNOFF COEFF C5 tc (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 (in) LENGTH (ft) VELOCITY (fps) tt (min) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) B 0.33 0.84 STANDARD FORM SF-3 - DEVELOPED STORM DRAINAGE DESIGN - RATIONAL METHOD 5-YEAR EVENT PROJECT NAME: November 6, 2017 PROJECT NUMBER: CALCULATED BY: PIPE TRAVEL TIME REMARKS CHECKED BY: STORM LINE DESIGN POINT DIRECT RUNOFF TOTAL RUNOFF STREET 0.88 16-022 5.0 0.19 3.73 0.72 5.0 0.28 3.73 1.04 A 0.22 C 1.72 0.81 7.8 1.40 3.26 4.55 Fort Collins Jeep DATE: 16-018 P1 (1-Hour Rainfall) = 2.86 MSG TWD DESIGN BASIN AREA (AC) RUNOFF COEFF C100 tc (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 (in) LENGTH (ft) VELOCITY (fps) tt (min) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) (14) (15) (16) (17) (18) (19) (20) (21) (22) CHECKED BY: DESIGN POINT DIRECT RUNOFF TOTAL RUNOFF C 1.72 0.89 7.8 1.53 8.47 5.0 0.21 STANDARD FORM SF-3 - DEVELOPED STORM DRAINAGE DESIGN - RATIONAL METHOD 100-YEAR EVENT PROJECT NAME: November 6, 2017 PROJECT NUMBER: CALCULATED BY: (1) A 0.22 0.95 PIPE TRAVEL TIME REMARKS 9.70 STREET 2.02 B 0.33 12.96 0.92 5.0 0.30 9.70 2.94 Appendix C – Hydraulic Calculations Project: Basin ID: Depth Increment = 0.1 ft Required Volume Calculation Media Surface -- 0.00 -- -- -- 282 0.006 Selected BMP Type = RG -- 0.10 -- -- -- 282 0.006 28 0.001 Watershed Area = 0.22 acres -- 0.20 -- -- -- 282 0.006 54 0.001 Watershed Length = 178 ft -- 0.30 -- -- -- 282 0.006 82 0.002 Watershed Slope = 0.005 ft/ft -- 0.40 -- -- -- 282 0.006 110 0.003 Watershed Imperviousness = 90.00% percent -- 0.50 -- -- -- 282 0.006 138 0.003 Percentage Hydrologic Soil Group A = 0.0% percent -- 0.60 -- -- -- 282 0.006 166 0.004 Percentage Hydrologic Soil Group B = 0.0% percent -- 0.70 -- -- -- 282 0.006 195 0.004 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 0.80 -- -- -- 282 0.006 223 0.005 Desired WQCV Drain Time = 12.0 hours -- 0.90 -- -- -- 282 0.006 251 0.006 Location for 1-hr Rainfall Depths = User Input WQCV -- 0.91 -- -- -- 282 0.006 254 0.006 Water Quality Capture Volume (WQCV) = 0.006 acre-feet -- 1.00 -- -- -- 282 0.006 279 0.006 Excess Urban Runoff Volume (EURV) = 0.020 acre-feet -- -- -- -- 2-yr Runoff Volume (P1 = 0.99 in.) = 0.016 acre-feet 0.99 inches -- -- -- -- 5-yr Runoff Volume (P1 = 1.1 in.) = 0.019 acre-feet 1.10 inches -- -- -- -- 10-yr Runoff Volume (P1 = 1.4 in.) = 0.024 acre-feet 1.40 inches -- -- -- -- 25-yr Runoff Volume (P1 = 1.99 in.) = 0.035 acre-feet 1.99 inches -- -- -- -- 50-yr Runoff Volume (P1 = 2.15 in.) = 0.038 acre-feet 2.15 inches -- -- -- -- 100-yr Runoff Volume (P1 = 2.86 in.) = 0.052 acre-feet 2.86 inches -- -- -- -- 500-yr Runoff Volume (P1 = 3.89 in.) = 0.073 acre-feet 3.89 inches -- -- -- -- Approximate 2-yr Detention Volume = 0.015 acre-feet -- -- -- -- Approximate 5-yr Detention Volume = 0.017 acre-feet -- -- -- -- Approximate 10-yr Detention Volume = 0.022 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.029 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 0.029 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 0.035 acre-feet -- -- -- -- -- -- -- -- Stage-Storage Calculation -- -- -- -- Zone 1 Volume (WQCV) = 0.006 acre-feet -- -- -- -- Select Zone 2 Storage Volume (Optional) = acre-feet -- -- -- -- Select Zone 3 Storage Volume (Optional) = acre-feet -- -- -- -- Total Detention Basin Volume = 0.006 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = N/A ft^3 -- -- -- -- Initial Surcharge Depth (ISD) = N/A ft -- -- -- -- Total Available Detention Depth (Htotal ) = user ft -- -- -- -- Depth of Trickle Channel (HTC) = N/A ft -- -- -- -- Slope of Trickle Channel (STC ) = N/A ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain ) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W ) = user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) = user ft^2 -- -- -- -- Surcharge Volume Length (LISV) = user ft 1 User Defined Stage-Area Boolean for Message 1 Equal Stage-Area Inputs Watershed L:W 1 CountA 0 Calc_S_TC H_FLOOR 33.6556 L_FLOOR_OTHER 0.00 ISV 0.00 ISV 0.00 Floor 0.00 Floor 0.91 Zone 1 (WQCV) 0.91 Zone 1 (WQCV) 0.00 Zone 2 0.00 Zone 2 0.00 Zone 3 0.00 Zone 3 DETENTION BASIN STAGE-STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) 0.000 0.005 0.010 0.015 0.020 0.000 0.005 0.010 0.015 0.020 0.00 0.50 1.00 1.50 2.00 Volume (ac-ft) Area (acres) Stage (ft.) Area (acres) Volume (ac-ft) 0 100 200 300 400 0 5 10 15 20 0.00 0.50 1.00 1.50 2.00 Area (sq.ft.) Length, Width (ft.) Stage (ft) Length (ft) Width (ft) Area (sq.ft.) Bioretention Pond A.xlsm, Basin 11/6/2017, 4:41 PM Project: Basin ID: Stage (ft) Zone Volume (ac-ft) Outlet Type Zone 1 (WQCV) 0.91 0.006 Filtration Media Zone 2 Zone 3 0.006 Total User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = 2.00 ft (distance below the filtration media surface) Underdrain Orifice Area = 0.0 ft 2 Underdrain Orifice Diameter = 0.38 inches Underdrain Orifice Centroid = 0.02 feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft 2 Depth at top of Zone using Orifice Plate = ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = inches Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (optional) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = ft 2 Depth at top of Zone using Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = feet Vertical Orifice Diameter = inches User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow Weir Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho = ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = feet Overflow Weir Front Edge Length = feet Over Flow Weir Slope Length = feet Overflow Weir Slope = H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area = should be > 4 Horiz. Length of Weir Sides = feet Overflow Grate Open Area w/o Debris = ft 2 Overflow Grate Open Area % = %, grate open area/total area Overflow Grate Open Area w/ Debris = ft 2 Debris Clogging % = % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe = ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = ft 2 Circular Orifice Diameter = inches Outlet Orifice Centroid = feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = 0.53 1.07 0.99 1.10 1.40 1.99 2.15 2.86 3.89 Calculated Runoff Volume (acre-ft) = 0.006 0.020 0.016 0.019 0.024 0.035 0.038 0.052 0.073 OPTIONAL Override Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) = 0.006 0.020 0.016 0.019 0.023 0.034 0.038 0.051 0.072 Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.01 0.06 0.19 0.58 0.73 1.15 1.83 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2 Count_Underdrain = 1 0.11(diameter = 3/8 inch) 1 1 1 Count_WQPlate = 0 0.14(diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24(diameter = 9/16 inch) 1 1 5yr, <72hr 0 Count_Weir1 = 0 0.29(diameter = 5/8 inch) >5yr, <120hr 1 0 Count_Weir2 = 0 0.36 (diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 0 0.42(diameter = 3/4 inch) WQCV 67 Watershed Constraint Check Count_OutletPipe2 = 0 0.50 (diameter = 13/16 inch) 2 Year 100 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 0 0.58(diameter = 7/8 inch) EURV 100 Shape 3.31 MaxPondDepth_Error? FALSE 0.67 (diameter = 15/16 inch) 5 Year 100 Hidden Parameters & Calculations 0.76 (diameter = 1 inch) 10 Year 100 Spillway Depth (diameter 0.86 = 1-1/16 inches) 25 Year 100 WQ Plate Flow at 100yr depth = 0.00 0.(diameter 97 = 1-1/8 inches) 50 Year 100 CLOG #1= 0% (diameter 1.08 = 1-3/16 inches) 100 Year 100 1 Z1_Boolean Cdw #1 = 1.(diameter 20 = 1-1/4 inches) 500 Year 100 1 Z2_Boolean Cdo #1 = (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 1.(diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = 1.(diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 0 Overflow Weir #2 Angle = 2.(diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.01 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 0 0 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 2.(diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 0 0 0 Freeboard EURV_draintime_user = 2.(diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 0 3.09(diameter = 2 inches) Button Visibility Boolean FALSE Time Interval CountA_4 (100yr Only) = 0 (use 3.29 rectangular openings) 1 Button_Trigger 1 Underdrain 0 WQCV Plate 0 EURV-WQCV Plate 0 EURV-WQCV VertOrifice 0 Outlet 90% Qpeak 0 Outlet Undetained S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 0.1 1 10 FLOW [cfs] TIME [hr] 500YR IN 500YR OUT 100YR IN Outflow Hydrograph Workbook Filename: Storm Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 7.30 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:07:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hydrograph 0:14:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Constant 0:21:54 0.00 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.685 0:29:12 0.01 0.03 0.02 0.03 0.03 0.05 0.06 0.07 0.10 0:36:30 0.02 0.07 0.06 0.07 0.09 0.13 0.14 0.19 0.27 0:43:48 0.06 0.20 0.17 0.20 0.24 0.36 0.39 0.53 0.73 0:51:06 0.07 0.24 0.19 0.22 0.28 0.41 0.45 0.61 0.85 0:58:24 0.06 0.22 0.18 0.21 0.26 0.39 0.43 0.57 0.80 1:05:42 0.06 0.20 0.16 0.19 0.24 0.35 0.39 0.52 0.73 1:13:00 0.05 0.17 0.14 0.17 0.21 0.31 0.34 0.46 0.64 1:20:18 0.04 0.15 0.12 0.14 0.17 0.26 0.29 0.39 0.54 1:27:36 0.04 0.13 0.10 0.12 0.15 0.23 0.25 0.34 0.48 1:34:54 0.03 0.12 0.09 0.11 0.14 0.20 0.23 0.31 0.43 1:42:12 0.02 0.09 0.07 0.09 0.11 0.16 0.18 0.25 0.35 1:49:30 0.02 0.07 0.06 0.07 0.09 0.13 0.14 0.20 0.28 1:56:48 0.01 0.05 0.04 0.05 0.06 0.09 0.10 0.14 0.20 2:04:06 0.01 0.04 0.03 0.03 0.04 0.07 0.07 0.10 0.15 2:11:24 0.01 0.03 0.02 0.03 0.03 0.05 0.06 0.08 0.11 2:18:42 0.01 0.02 0.02 0.02 0.03 0.04 0.04 0.06 0.09 2:26:00 0.01 0.02 0.01 0.02 0.02 0.03 0.04 0.05 0.07 2:33:18 0.00 0.02 0.01 0.02 0.02 0.03 0.03 0.04 0.06 2:40:36 0.00 0.01 0.01 0.01 0.02 0.03 0.03 0.04 0.05 2:47:54 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.03 0.05 2:55:12 0.00 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.05 3:02:30 0.00 0.01 0.01 0.01 0.01 0.02 0.02 0.02 0.03 3:09:48 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 3:17:06 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.02 3:24:24 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 3:31:42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 3:39:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 3:46:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:53:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:00:54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:08:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:15:30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:22:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:30:06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:37:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:44:42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:52:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:59:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:06:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:13:54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:21:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:28:30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:35:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:43:06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:50:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:57:42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:05:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:12:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:19:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:26:54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Summary Stage-Area-Volume-Discharge Relationships The user can create a summary S-A-V-D by entering the desired stage increments and the remainder of the table will populate automatically. The user should graphically compare the summary S-A-V-D table to the full S-A-V-D table in the chart to confirm it captures all key transition points. Stage Area Area Volume Volume Total Outflow [ft] [ft^2] [acres] [ft^3] [ac-ft] [cfs] For best results, include the stages of all grade slope changes (e.g. ISV and Floor) from the S-A-V table on Sheet 'Basin'. Also include the inverts of all outlets (e.g. vertical orifice, overflow grate, and spillway, where applicable). Detention Basin Outlet Structure Design Stage - Storage Description UD-Detention, Version 3.07 (February 2017) Project: Basin ID: Depth Increment = 0.1 ft Required Volume Calculation Media Surface -- 0.00 -- -- -- 393 0.009 Selected BMP Type = RG -- 0.10 -- -- -- 393 0.009 39 0.001 Watershed Area = 0.33 acres -- 0.20 -- -- -- 393 0.009 75 0.002 Watershed Length = 195 ft -- 0.30 -- -- -- 393 0.009 114 0.003 Watershed Slope = 0.005 ft/ft -- 0.40 -- -- -- 393 0.009 153 0.004 Watershed Imperviousness = 90.00% percent -- 0.50 -- -- -- 393 0.009 193 0.004 Percentage Hydrologic Soil Group A = 0.0% percent -- 0.60 -- -- -- 393 0.009 232 0.005 Percentage Hydrologic Soil Group B = 0.0% percent -- 0.70 -- -- -- 393 0.009 271 0.006 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 0.80 -- -- -- 393 0.009 310 0.007 Desired WQCV Drain Time = 12.0 hours -- 0.90 -- -- -- 393 0.009 350 0.008 Location for 1-hr Rainfall Depths = User Input -- 0.95 -- -- -- 393 0.009 369 0.008 Water Quality Capture Volume (WQCV) = 0.009 acre-feet WQCV -- 0.98 -- -- -- 393 0.009 381 0.009 Excess Urban Runoff Volume (EURV) = 0.029 acre-feet -- 1.00 -- -- -- 393 0.009 389 0.009 2-yr Runoff Volume (P1 = 0.99 in.) = 0.024 acre-feet 0.99 inches -- -- -- -- 5-yr Runoff Volume (P1 = 1.1 in.) = 0.028 acre-feet 1.10 inches -- -- -- -- 10-yr Runoff Volume (P1 = 1.4 in.) = 0.036 acre-feet 1.40 inches -- -- -- -- 25-yr Runoff Volume (P1 = 1.99 in.) = 0.053 acre-feet 1.99 inches -- -- -- -- 50-yr Runoff Volume (P1 = 2.15 in.) = 0.058 acre-feet 2.15 inches -- -- -- -- 100-yr Runoff Volume (P1 = 2.86 in.) = 0.078 acre-feet 2.86 inches -- -- -- -- 500-yr Runoff Volume (P1 = 3.87 in.) = 0.108 acre-feet 3.87 inches -- -- -- -- Approximate 2-yr Detention Volume = 0.022 acre-feet -- -- -- -- Approximate 5-yr Detention Volume = 0.026 acre-feet -- -- -- -- Approximate 10-yr Detention Volume = 0.033 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.044 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 0.043 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 0.053 acre-feet -- -- -- -- -- -- -- -- Stage-Storage Calculation -- -- -- -- Zone 1 Volume (WQCV) = 0.009 acre-feet -- -- -- -- Select Zone 2 Storage Volume (Optional) = acre-feet -- -- -- -- Select Zone 3 Storage Volume (Optional) = acre-feet -- -- -- -- Total Detention Basin Volume = 0.009 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = N/A ft^3 -- -- -- -- Initial Surcharge Depth (ISD) = N/A ft -- -- -- -- Total Available Detention Depth (Htotal ) = user ft -- -- -- -- Depth of Trickle Channel (HTC) = N/A ft -- -- -- -- Slope of Trickle Channel (STC ) = N/A ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain ) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W ) = user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) = user ft^2 -- -- -- -- Surcharge Volume Length (LISV) = user ft 1 User Defined Stage-Area Boolean for Message 1 Equal Stage-Area Inputs Watershed L:W 1 CountA 0 Calc_S_TC H_FLOOR 69.4549 L_FLOOR_OTHER 0.00 ISV 0.00 ISV 0.00 Floor 0.00 Floor 0.98 Zone 1 (WQCV) 0.98 Zone 1 (WQCV) 0.00 Zone 2 0.00 Zone 2 0.00 Zone 3 0.00 Zone 3 DETENTION BASIN STAGE-STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) 0.000 0.005 0.010 0.015 0.020 0.000 0.005 0.010 0.015 0.020 0.00 0.50 1.00 1.50 2.00 Volume (ac-ft) Area (acres) Stage (ft.) Area (acres) Volume (ac-ft) 0 100 200 300 400 0 5 10 15 20 0.00 0.50 1.00 1.50 2.00 Area (sq.ft.) Length, Width (ft.) Stage (ft) Length (ft) Width (ft) Area (sq.ft.) Bioretention Pond B.xlsm, Basin 11/6/2017, 4:43 PM Project: Basin ID: Stage (ft) Zone Volume (ac-ft) Outlet Type Zone 1 (WQCV) 0.98 0.009 Filtration Media Zone 2 Zone 3 0.009 Total User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = 2.00 ft (distance below the filtration media surface) Underdrain Orifice Area = 0.0 ft 2 Underdrain Orifice Diameter = 0.46 inches Underdrain Orifice Centroid = 0.02 feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft 2 Depth at top of Zone using Orifice Plate = ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = inches Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (optional) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = ft 2 Depth at top of Zone using Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = feet Vertical Orifice Diameter = inches User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow Weir Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho = ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = feet Overflow Weir Front Edge Length = feet Over Flow Weir Slope Length = feet Overflow Weir Slope = H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area = should be > 4 Horiz. Length of Weir Sides = feet Overflow Grate Open Area w/o Debris = ft 2 Overflow Grate Open Area % = %, grate open area/total area Overflow Grate Open Area w/ Debris = ft 2 Debris Clogging % = % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe = ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = ft 2 Circular Orifice Diameter = inches Outlet Orifice Centroid = feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = 0.53 1.07 0.99 1.10 1.40 1.99 2.15 2.86 3.87 Calculated Runoff Volume (acre-ft) = 0.009 0.029 0.024 0.028 0.036 0.053 0.058 0.078 0.108 OPTIONAL Override Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) = 0.008 0.029 0.023 0.027 0.035 0.052 0.057 0.078 0.108 Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.01 0.07 0.21 0.63 0.80 1.24 1.96 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2 Count_Underdrain = 1 0.11(diameter = 3/8 inch) 1 1 1 Count_WQPlate = 0 0.14(diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24(diameter = 9/16 inch) 1 1 5yr, <72hr 0 Count_Weir1 = 0 0.29(diameter = 5/8 inch) >5yr, <120hr 1 0 Count_Weir2 = 0 0.36 (diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 0 0.42(diameter = 3/4 inch) WQCV 73 Watershed Constraint Check Count_OutletPipe2 = 0 0.50 (diameter = 13/16 inch) 2 Year 100 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 0 0.58(diameter = 7/8 inch) EURV 100 Shape 2.65 MaxPondDepth_Error? FALSE 0.67 (diameter = 15/16 inch) 5 Year 100 Hidden Parameters & Calculations 0.76 (diameter = 1 inch) 10 Year 100 Spillway Depth (diameter 0.86 = 1-1/16 inches) 25 Year 100 WQ Plate Flow at 100yr depth = 0.00 0.(diameter 97 = 1-1/8 inches) 50 Year 100 CLOG #1= 0% (diameter 1.08 = 1-3/16 inches) 100 Year 100 1 Z1_Boolean Cdw #1 = 1.(diameter 20 = 1-1/4 inches) 500 Year 100 1 Z2_Boolean Cdo #1 = (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 1.(diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = 1.(diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 0 Overflow Weir #2 Angle = 2.(diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.01 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 0 0 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 2.(diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 0 0 0 Freeboard EURV_draintime_user = 2.(diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 0 3.09(diameter = 2 inches) Button Visibility Boolean FALSE Time Interval CountA_4 (100yr Only) = 0 (use 3.29 rectangular openings) 1 Button_Trigger 1 Underdrain 0 WQCV Plate 0 EURV-WQCV Plate 0 EURV-WQCV VertOrifice 0 Outlet 90% Qpeak 0 Outlet Undetained S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 0.1 1 10 FLOW [cfs] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT Outflow Hydrograph Workbook Filename: Storm Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 6.78 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:06:47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hydrograph 0:13:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Constant 0:20:20 0.01 0.02 0.01 0.02 0.02 0.03 0.03 0.05 0.06 0.737 0:27:07 0.02 0.05 0.04 0.04 0.06 0.08 0.09 0.12 0.16 0:33:54 0.03 0.12 0.09 0.11 0.14 0.21 0.23 0.31 0.42 0:40:41 0.10 0.32 0.26 0.30 0.39 0.58 0.63 0.85 1.17 0:47:28 0.11 0.37 0.30 0.35 0.45 0.66 0.72 0.98 1.35 0:54:14 0.10 0.35 0.28 0.33 0.43 0.63 0.68 0.93 1.29 1:01:01 0.09 0.32 0.25 0.30 0.39 0.57 0.62 0.84 1.17 1:07:48 0.08 0.28 0.22 0.26 0.34 0.50 0.55 0.74 1.03 1:14:35 0.07 0.23 0.19 0.22 0.29 0.42 0.46 0.63 0.88 1:21:22 0.06 0.20 0.16 0.19 0.25 0.37 0.41 0.55 0.77 1:28:08 0.05 0.18 0.15 0.17 0.23 0.34 0.37 0.50 0.70 1:34:55 0.04 0.15 0.12 0.14 0.18 0.27 0.29 0.40 0.56 1:41:42 0.03 0.12 0.09 0.11 0.14 0.21 0.23 0.32 0.45 1:48:29 0.02 0.08 0.07 0.08 0.10 0.16 0.17 0.24 0.34 1:55:16 0.02 0.06 0.05 0.06 0.07 0.11 0.12 0.17 0.24 2:02:02 0.01 0.04 0.04 0.04 0.06 0.08 0.09 0.13 0.18 2:08:49 0.01 0.04 0.03 0.03 0.04 0.07 0.07 0.10 0.14 2:15:36 0.01 0.03 0.02 0.03 0.04 0.06 0.06 0.08 0.12 2:22:23 0.01 0.03 0.02 0.02 0.03 0.05 0.05 0.07 0.10 2:29:10 0.01 0.02 0.02 0.02 0.03 0.04 0.05 0.06 0.09 2:35:56 0.01 0.02 0.02 0.02 0.03 0.04 0.04 0.06 0.08 2:42:43 0.01 0.02 0.02 0.02 0.02 0.04 0.04 0.05 0.08 2:49:30 0.00 0.01 0.01 0.01 0.02 0.03 0.03 0.04 0.05 2:56:17 0.00 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.04 3:03:04 0.00 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.03 3:09:50 0.00 0.01 0.00 0.00 0.01 0.01 0.01 0.01 0.02 3:16:37 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 3:23:24 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 3:30:11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 3:36:58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:43:44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:50:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3:57:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:04:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:10:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:17:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:24:25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:31:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:37:59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:44:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:51:32 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:58:19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:05:06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:11:53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:18:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:32:13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:39:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:45:47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:52:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:59:20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Summary Stage-Area-Volume-Discharge Relationships The user can create a summary S-A-V-D by entering the desired stage increments and the remainder of the table will populate automatically. The user should graphically compare the summary S-A-V-D table to the full S-A-V-D table in the chart to confirm it captures all key transition points. Stage Area Area Volume Volume Total Outflow [ft] [ft^2] [acres] [ft^3] [ac-ft] [cfs] For best results, include the stages of all grade slope changes (e.g. ISV and Floor) from the S-A-V table on Sheet 'Basin'. Also include the inverts of all outlets (e.g. vertical orifice, overflow grate, and spillway, where applicable). Detention Basin Outlet Structure Design Stage - Storage Description UD-Detention, Version 3.07 (February 2017) Project: Basin ID: Depth Increment = 0.1 ft Required Volume Calculation Media Surface -- 0.00 -- -- -- 1,926 0.044 Selected BMP Type = RG -- 0.10 -- -- -- 1,926 0.044 193 0.004 Watershed Area = 1.57 acres -- 0.20 -- -- -- 1,926 0.044 366 0.008 Watershed Length = 453 ft -- 0.30 -- -- -- 1,926 0.044 559 0.013 Watershed Slope = 0.005 ft/ft -- 0.40 -- -- -- 1,926 0.044 751 0.017 Watershed Imperviousness = 90.00% percent -- 0.50 -- -- -- 1,926 0.044 944 0.022 Percentage Hydrologic Soil Group A = 0.0% percent -- 0.60 -- -- -- 1,926 0.044 1,136 0.026 Percentage Hydrologic Soil Group B = 0.0% percent -- 0.70 -- -- -- 1,926 0.044 1,329 0.031 Percentage Hydrologic Soil Groups C/D = 100.0% percent -- 0.80 -- -- -- 1,926 0.044 1,522 0.035 Desired WQCV Drain Time = 12.0 hours -- 0.90 -- -- -- 1,926 0.044 1,714 0.039 Location for 1-hr Rainfall Depths = Erie WQCV -- 0.96 -- -- -- 1,926 0.044 1,830 0.042 Water Quality Capture Volume (WQCV) = 0.042 acre-feet -- 1.00 -- -- -- 1,926 0.044 1,907 0.044 Excess Urban Runoff Volume (EURV) = 0.140 acre-feet -- -- -- -- 2-yr Runoff Volume (P1 = 0.99 in.) = 0.113 acre-feet 0.99 inches -- -- -- -- 5-yr Runoff Volume (P1 = 1.1 in.) = 0.133 acre-feet 1.10 inches -- -- -- -- 10-yr Runoff Volume (P1 = 1.4 in.) = 0.171 acre-feet 1.40 inches -- -- -- -- 25-yr Runoff Volume (P1 = 1.99 in.) = 0.251 acre-feet 1.99 inches -- -- -- -- 50-yr Runoff Volume (P1 = 2.15 in.) = 0.274 acre-feet 2.15 inches -- -- -- -- 100-yr Runoff Volume (P1 = 2.86 in.) = 0.373 acre-feet 2.86 inches -- -- -- -- 500-yr Runoff Volume (P1 = 3.89 in.) = 0.519 acre-feet inches -- -- -- -- Approximate 2-yr Detention Volume = 0.106 acre-feet -- -- -- -- Approximate 5-yr Detention Volume = 0.125 acre-feet -- -- -- -- Approximate 10-yr Detention Volume = 0.158 acre-feet -- -- -- -- Approximate 25-yr Detention Volume = 0.208 acre-feet -- -- -- -- Approximate 50-yr Detention Volume = 0.204 acre-feet -- -- -- -- Approximate 100-yr Detention Volume = 0.251 acre-feet -- -- -- -- -- -- -- -- Stage-Storage Calculation -- -- -- -- Zone 1 Volume (WQCV) = 0.042 acre-feet -- -- -- -- Select Zone 2 Storage Volume (Optional) = acre-feet -- -- -- -- Select Zone 3 Storage Volume (Optional) = acre-feet -- -- -- -- Total Detention Basin Volume = 0.042 acre-feet -- -- -- -- Initial Surcharge Volume (ISV) = N/A ft^3 -- -- -- -- Initial Surcharge Depth (ISD) = N/A ft -- -- -- -- Total Available Detention Depth (Htotal ) = user ft -- -- -- -- Depth of Trickle Channel (HTC) = N/A ft -- -- -- -- Slope of Trickle Channel (STC ) = N/A ft/ft -- -- -- -- Slopes of Main Basin Sides (Smain ) = user H:V -- -- -- -- Basin Length-to-Width Ratio (RL/W ) = user -- -- -- -- -- -- -- -- Initial Surcharge Area (AISV) = user ft^2 -- -- -- -- Surcharge Volume Length (LISV) = user ft 1 User Defined Stage-Area Boolean for Message 1 Equal Stage-Area Inputs Watershed L:W 1 CountA 0 Calc_S_TC H_FLOOR 176.192 L_FLOOR_OTHER 0.00 ISV 0.00 ISV 0.00 Floor 0.00 Floor 0.96 Zone 1 (WQCV) 0.96 Zone 1 (WQCV) 0.00 Zone 2 0.00 Zone 2 0.00 Zone 3 0.00 Zone 3 DETENTION BASIN STAGE-STORAGE TABLE BUILDER UD-Detention, Version 3.07 (February 2017) 0.000 0.015 0.030 0.045 0.060 0.000 0.015 0.030 0.045 0.060 0.00 0.50 1.00 1.50 2.00 Volume (ac-ft) Area (acres) Stage (ft.) Area (acres) Volume (ac-ft) 0 100 200 300 400 0 5 10 15 20 0.00 0.50 1.00 1.50 2.00 Area (sq.ft.) Length, Width (ft.) Stage (ft) Length (ft) Width (ft) Area (sq.ft.) Bioretention Pond C.xlsm, Basin 11/6/2017, 4:40 PM Project: Basin ID: Stage (ft) Zone Volume (ac-ft) Outlet Type Zone 1 (WQCV) 0.96 0.042 Filtration Media Zone 2 Zone 3 0.042 Total User Input: Orifice at Underdrain Outlet (typically used to drain WQCV in a Filtration BMP) Calculated Parameters for Underdrain Underdrain Orifice Invert Depth = 2.00 ft (distance below the filtration media surface) Underdrain Orifice Area = 0.0 ft 2 Underdrain Orifice Diameter = 1.02 inches Underdrain Orifice Centroid = 0.04 feet User Input: Orifice Plate with one or more orifices or Elliptical Slot Weir (typically used to drain WQCV and/or EURV in a sedimentation BMP) Calculated Parameters for Plate Invert of Lowest Orifice = ft (relative to basin bottom at Stage = 0 ft) WQ Orifice Area per Row = N/A ft 2 Depth at top of Zone using Orifice Plate = ft (relative to basin bottom at Stage = 0 ft) Elliptical Half-Width = N/A feet Orifice Plate: Orifice Vertical Spacing = inches Elliptical Slot Centroid = N/A feet Orifice Plate: Orifice Area per Row = inches Elliptical Slot Area = N/A ft 2 User Input: Stage and Total Area of Each Orifice Row (numbered from lowest to highest) Row 1 (optional) Row 2 (optional) Row 3 (optional) Row 4 (optional) Row 5 (optional) Row 6 (optional) Row 7 (optional) Row 8 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) Row 9 (optional) Row 10 (optional) Row 11 (optional) Row 12 (optional) Row 13 (optional) Row 14 (optional) Row 15 (optional) Row 16 (optional) Stage of Orifice Centroid (ft) Orifice Area (sq. inches) User Input: Vertical Orifice (Circular or Rectangular) Calculated Parameters for Vertical Orifice Not Selected Not Selected Not Selected Not Selected Invert of Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Area = ft 2 Depth at top of Zone using Vertical Orifice = ft (relative to basin bottom at Stage = 0 ft) Vertical Orifice Centroid = feet Vertical Orifice Diameter = inches User Input: Overflow Weir (Dropbox) and Grate (Flat or Sloped) Calculated Parameters for Overflow Weir Not Selected Not Selected Not Selected Not Selected Overflow Weir Front Edge Height, Ho = ft (relative to basin bottom at Stage = 0 ft) Height of Grate Upper Edge, Ht = feet Overflow Weir Front Edge Length = feet Over Flow Weir Slope Length = feet Overflow Weir Slope = H:V (enter zero for flat grate) Grate Open Area / 100-yr Orifice Area = should be > 4 Horiz. Length of Weir Sides = feet Overflow Grate Open Area w/o Debris = ft 2 Overflow Grate Open Area % = %, grate open area/total area Overflow Grate Open Area w/ Debris = ft 2 Debris Clogging % = % User Input: Outlet Pipe w/ Flow Restriction Plate (Circular Orifice, Restrictor Plate, or Rectangular Orifice) Calculated Parameters for Outlet Pipe w/ Flow Restriction Plate Not Selected Not Selected Not Selected Not Selected Depth to Invert of Outlet Pipe = ft (distance below basin bottom at Stage = 0 ft) Outlet Orifice Area = ft 2 Circular Orifice Diameter = inches Outlet Orifice Centroid = feet Half-Central Angle of Restrictor Plate on Pipe = N/A N/A radians User Input: Emergency Spillway (Rectangular or Trapezoidal) Calculated Parameters for Spillway Spillway Invert Stage= ft (relative to basin bottom at Stage = 0 ft) Spillway Design Flow Depth= feet Spillway Crest Length = feet Stage at Top of Freeboard = feet Spillway End Slopes = H:V Basin Area at Top of Freeboard = acres Freeboard above Max Water Surface = feet Routed Hydrograph Results Design Storm Return Period = WQCV EURV 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year 500 Year One-Hour Rainfall Depth (in) = 0.53 1.07 0.99 1.10 1.40 1.99 2.15 2.86 3.89 Calculated Runoff Volume (acre-ft) = 0.042 0.140 0.113 0.133 0.171 0.251 0.274 0.373 0.519 OPTIONAL Override Runoff Volume (acre-ft) = Inflow Hydrograph Volume (acre-ft) = 0.042 0.139 0.113 0.132 0.170 0.250 0.273 0.372 0.518 Predevelopment Unit Peak Flow, q (cfs/acre) = 0.00 0.00 0.01 0.07 0.20 0.60 0.76 1.19 1.89 COUNTA for Basin Tab = 1 Ao Dia WQ Plate Type Vert Orifice 1 Vert Orifice 2 Count_Underdrain = 1 0.11(diameter = 3/8 inch) 1 1 1 Count_WQPlate = 0 0.14(diameter = 7/16 inch) Count_VertOrifice1 = 0 0.18(diameter = 1/2 inch) Outlet Plate 1 Outlet Plate 2 Drain Time Message Boolean Count_VertOrifice2 = 0 0.24(diameter = 9/16 inch) 1 1 5yr, <72hr 0 Count_Weir1 = 0 0.29(diameter = 5/8 inch) >5yr, <120hr 1 0 Count_Weir2 = 0 0.36 (diameter = 11/16 inch) Max Depth Row Count_OutletPipe1 = 0 0.42(diameter = 3/4 inch) WQCV 75 Watershed Constraint Check Count_OutletPipe2 = 0 0.50 (diameter = 13/16 inch) 2 Year 100 Slope 0.010 COUNTA_2 (Standard FSD Setup)= 0 0.58(diameter = 7/8 inch) EURV 100 Shape 3.00 MaxPondDepth_Error? FALSE 0.67 (diameter = 15/16 inch) 5 Year 100 Hidden Parameters & Calculations 0.76 (diameter = 1 inch) 10 Year 100 Spillway Depth (diameter 0.86 = 1-1/16 inches) 25 Year 100 WQ Plate Flow at 100yr depth = 0.00 0.(diameter 97 = 1-1/8 inches) 50 Year 100 CLOG #1= 0% (diameter 1.08 = 1-3/16 inches) 100 Year 100 1 Z1_Boolean Cdw #1 = 1.(diameter 20 = 1-1/4 inches) 500 Year 100 1 Z2_Boolean Cdo #1 = (diameter 1.32 = 1-5/16 inches) Zone3_Pulldown Message 1 Z3_Boolean Overflow Weir #1 Angle = 1.(diameter 45 = 1-3/8 inches) 1 Opening Message CLOG #2= 0% (diameter 1.59 = 1-7/16 inches) Draintime Running Cdw #2 = 1.(diameter 73 = 1-1/2 inches) Outlet Boolean Outlet Rank Total (1 to 4) Cdo #2 = (diameter 1.88 = 1-9/16 inches) Vertical Orifice 1 0 0 0 Overflow Weir #2 Angle = 2.(diameter 03 = 1-5/8 inches) Vertical Orifice 2 0 0 Boolean Underdrain Q at 100yr depth = 0.05 (diameter 2.20 = 1-11/16 inches) Overflow Weir 1 0 0 0 Max Depth VertOrifice1 Q at 100yr depth = 0.00 2.(diameter 36 = 1-3/4 inches) Overflow Weir 2 0 0 0 500yr Depth VertOrifice2 Q at 100yr depth = 0.00 (diameter 2.54 = 1-13/16 inches) Outlet Pipe 1 0 0 0 Freeboard EURV_draintime_user = 2.(diameter 72 = 1-7/8 inches) Outlet Pipe 2 0 0 0 Spillway Count_User_Hydrographs 0 (diameter 2.90 = 1-15/16 inches) 0 Spillway Length CountA_3 (EURV & 100yr) = 0 3.09(diameter = 2 inches) Button Visibility Boolean FALSE Time Interval CountA_4 (100yr Only) = 0 (use 3.29 rectangular openings) 1 Button_Trigger 1 Underdrain 0 WQCV Plate 0 EURV-WQCV Plate 0 EURV-WQCV VertOrifice 0 Outlet 90% Qpeak 0 Outlet Undetained S-A-V-D Chart Axis Override X-axis Left Y-Axis Right Y-Axis minimum bound maximum bound UD-Detention, Version 3.07 (February 2017) Detention Basin Outlet Structure Design 0 1 2 3 4 5 6 7 0.1 1 10 FLOW [cfs] TIME [hr] 500YR IN 500YR OUT 100YR IN 100YR OUT 50YR IN Outflow Hydrograph Workbook Filename: Storm Inflow Hydrographs The user can override the calculated inflow hydrographs from this workbook with inflow hydrographs developed in a separate program. SOURCE WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK WORKBOOK Time Interval TIME WQCV [cfs] EURV [cfs] 2 Year [cfs] 5 Year [cfs] 10 Year [cfs] 25 Year [cfs] 50 Year [cfs] 100 Year [cfs] 500 Year [cfs] 7.07 min 0:00:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0:07:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hydrograph 0:14:08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Constant 0:21:13 0.02 0.08 0.06 0.07 0.09 0.13 0.15 0.20 0.27 0.707 0:28:17 0.06 0.20 0.16 0.19 0.25 0.36 0.39 0.53 0.73 0:35:21 0.16 0.52 0.42 0.49 0.63 0.92 1.00 1.36 1.88 0:42:25 0.45 1.43 1.17 1.36 1.74 2.54 2.76 3.74 5.16 0:49:29 0.51 1.67 1.36 1.58 2.03 2.97 3.24 4.40 6.10 0:56:34 0.48 1.59 1.29 1.50 1.93 2.83 3.09 4.19 5.82 1:03:38 0.44 1.44 1.17 1.36 1.75 2.58 2.81 3.82 5.30 1:10:42 0.39 1.28 1.03 1.21 1.56 2.29 2.50 3.40 4.73 1:17:46 0.33 1.09 0.88 1.03 1.33 1.96 2.14 2.92 4.07 1:24:50 0.29 0.95 0.77 0.90 1.16 1.71 1.87 2.55 3.55 1:31:55 0.26 0.86 0.70 0.82 1.05 1.55 1.69 2.31 3.22 1:38:59 0.21 0.70 0.56 0.66 0.86 1.27 1.39 1.90 2.65 1:46:03 0.16 0.56 0.45 0.53 0.69 1.03 1.12 1.54 2.16 1:53:07 0.12 0.42 0.34 0.40 0.52 0.78 0.85 1.18 1.66 2:00:11 0.08 0.30 0.24 0.29 0.38 0.57 0.62 0.87 1.23 2:07:16 0.06 0.23 0.18 0.21 0.28 0.42 0.46 0.63 0.89 2:14:20 0.05 0.18 0.14 0.17 0.22 0.33 0.36 0.49 0.69 2:21:24 0.04 0.15 0.12 0.14 0.18 0.27 0.29 0.41 0.57 2:28:28 0.04 0.13 0.10 0.12 0.15 0.23 0.25 0.35 0.48 2:35:32 0.03 0.11 0.09 0.10 0.14 0.20 0.22 0.30 0.43 2:42:37 0.03 0.10 0.08 0.09 0.12 0.18 0.20 0.27 0.38 2:49:41 0.03 0.09 0.08 0.09 0.11 0.17 0.19 0.25 0.35 2:56:45 0.02 0.07 0.06 0.06 0.08 0.12 0.14 0.19 0.26 3:03:49 0.01 0.05 0.04 0.05 0.06 0.09 0.10 0.14 0.19 3:10:53 0.01 0.04 0.03 0.03 0.04 0.07 0.07 0.10 0.14 3:17:58 0.01 0.03 0.02 0.02 0.03 0.05 0.05 0.07 0.10 3:25:02 0.01 0.02 0.01 0.02 0.02 0.03 0.04 0.05 0.07 3:32:06 0.00 0.01 0.01 0.01 0.02 0.02 0.03 0.04 0.05 3:39:10 0.00 0.01 0.01 0.01 0.01 0.02 0.02 0.03 0.04 3:46:14 0.00 0.01 0.00 0.01 0.01 0.01 0.01 0.02 0.02 3:53:19 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 4:00:23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 4:07:27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:14:31 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:21:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:28:40 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:35:44 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:42:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:49:52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4:56:56 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:04:01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:11:05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:18:09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:25:13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:32:17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:39:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:46:26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5:53:30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:00:34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:07:38 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:14:43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Summary Stage-Area-Volume-Discharge Relationships The user can create a summary S-A-V-D by entering the desired stage increments and the remainder of the table will populate automatically. The user should graphically compare the summary S-A-V-D table to the full S-A-V-D table in the chart to confirm it captures all key transition points. Stage Area Area Volume Volume Total Outflow [ft] [ft^2] [acres] [ft^3] [ac-ft] [cfs] UD-Detention, Version 3.07 (February 2017) Detention Basin Outlet Structure Design Stage - Storage Description For best results, include the stages of all grade slope changes (e.g. ISV and Floor) from the S-A-V table on Sheet 'Basin'. Also include the inverts of all outlets (e.g. vertical orifice, overflow grate, and spillway, where applicable). M W W W W W W W 4 X X X X X X X X X X X X X X X X SS SS S S S S S S W W W W W W W W W W S S S S S S W W W W W W W W W W W W W S S S S S ONLY ONLY . . . . . . . . . . . . . . .. . . . .. . .. .. .... .. . .... ... .... . .. ... . .... .. .... ...... .. .... . . . . .... . . . . . . . .. . ... ... . .............. . .. ....... .. ... . . . . . ... . . .... ..... . ......... .. ...... . . . . . .................................... ...... . ..... . .................... ...... . ..................... . .......... . . . ... ............ ............ . ..... .... ... . . .. ............... .. . .. .. ... .. ... . ...... ... .......... .. ........... . .. ............ . .. . .. . . . A 0.22 0.93 1.16 E 0.39 N/A N/A F 0.42 N/A N/A G 0.56 N/A N/A C 1.72 0.89 B 1.12 0.33 0.89 1.11 . . . . .. . . . D 0.15 N/A N/A . . .. . . .. . .. . . .. . .. . ....... . .. . . . . . .... . .... . .... . . . .... .. ... . . . . . . . . . .. .. . . . . .... . . .. .. . .. . .. . . . . . . . . . . . . . . . . . . 5045 5043 5044 5045 5044 5046 5045 5046 5047 5045 5044 5041 5042 5040 5045 5039 5041 5042 5043 5044 5045 5046 1 2 3 5045 5045 5043 5043 5044 5044 5046 5046 5040 5039 5039 5041 5042 4.43% 2.63% 3.14% 2.44% 1.56% 1.10% 1.63% 1.66% 4.51% 5045 5044 5045.59 FL 5045.07 FL 5044.49 FL 5044.42 FL 5043.76 FL 5044.12 FL 5043.59 FL 5043.3 FL 5043.48 FL 5043.7 FL 5043.9 FL 5043.4 FL 5043.95 FL 5044.63 FL 5044.05 FL 5044.18 FL 5042.37 FG 5041.58 FG WQ RELEASE STRUCTURE WQ RELEASE STRUCTURE WQ RELEASE STRUCTURE 6" 90° BEND 6" - TEE 6"-90° BEND 6" CLEANOUT 6" - 11.25° Bend 6" - Tee and 6" - 11.25° Bend 15 LF~ 6" HDPE 100 LF~ 6" HDPE 100 LF~ 6" HDPE 135 LF~ 6" HDPE 16 LF~ 6" HDPE 8 LF~ 6" 6" HDPE PIPE 43 LF~ 6" HDPE 99 LF~ 6" HDPE 15 LF~ 6" HDPE 31 LF~ 6" HDPE 113 LF~ 6" HDPE 4" CLEANOUT 4" CLEANOUT 26 LF~ 4" A-2000 SLOTTED PIPE 90 LF~ 4" A-2000 SLOTTED PIPE 88 LF~ 4" A-2000 SLOTTED PIPE 62 LF~ 4" A-2000 SLOTTED PIPE 5047.2 EOA 5045.76 FL 5045.10 FL 5044.52 FL 5042.36 FL ??? FG ??? FG 5045.97 FL 5044.54 FL 5044.88 FG 5044.78 FL 5045.04 FL 5045.88 FG 5045.90 FG 18 LF~ 4" A-2000 SLOTTED PIPE 18 LF~ 4" A-2000 SLOTTED PIPE WQ/BIORETENTION BASIN A VOLUME REQUIRED = 0.006 AC-FT VOLUME PROVIDED = 0.006 AC-FT WQ/BIORETENTION BASIN B VOLUME REQUIRED = 0.009 AC-FT VOLUME PROVIDED = 0.009 AC-FT WQ/BIORETENTION BASIN C VOLUME REQUIRED = 0.042 AC-FT VOLUME PROVIDED = 0.042 AC-FT 0.39% 0.04% 0.49% 0.50% 0.43% 0.46% 1.85% 1.59% 1.63% 1.67% 0.46% 0.42% 0.03% 1.26% 0.31% 0.37% 0.61% 1.00% Runoff Analysis Data Table Basin ID C2 C100 Q2 (cfs) Q100 (cfs) A 0.87 0.95 0.53 2.02 B 0.83 0.92 0.76 2.94 C 0.80 0.89 3.33 12.96 PROPOSED 15' TYPE R INLET PROPOSED 4' DIA. STORM MANHOLE CONNECT AND OUTLET TO EXISTING STORM SEWER EXISTING STORM SEWER REVISIONS DESIGN: SCALE: DRAWN: PROJECT NO: DATE: SHEET PARAGON ENGINEERING CONSULTANTS, INC. LITTLETON, CO 80120 303-794-8604 7852 SOUTH ELATI STREET, SUITE 106 Know what'sbelow. Call before you dig. R FORT COLLINS JEEP DRAINAGE PLAN TWD 11/16/2017 1" = 30' MSG 16-018 C-19 A SUBMITTED TO FTC 03/15/2017 B SUBMITTED TO FTC 07/19/2017 C SUBMITTED TO FTC 09/08/2017 D SUBMITTED TO FTC 11/16/17 Feet 0 30 60 INFORMATION SHOWN IS SUBJECT TO CHANGE. NOT FOR CONSTRUCTION DRAINAGE LEGEND BASIN NAME 2yr C VALUE BASIN ACREAGE 100yr C VALUE 5820 5820 EX. MAJOR CONTOUR EX. MINOR CONTOUR PR. MAJOR CONTOUR PR. MINOR CONTOUR PROPOSED BASIN BOUNDARY LINE 1 BASIN AREA 2yr 100yr PR. STORM EX. STORM BASIN LABEL DESIGN POINT PROPOSED CONCRETE 6:21:47 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:28:51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:35:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:42:59 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:50:04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:57:08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:04:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:11:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:18:20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:25:25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:32:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:39:33 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:46:37 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:53:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:00:46 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:07:50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:14:54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:21:58 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:29:02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 UD-Detention, Version 3.07 (February 2017) Detention Basin Outlet Structure Design 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 0.2 0.4 0.6 0.8 1 1.2 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0.00 0.01 0.01 0.02 0.02 0.03 0.03 0.04 0.04 0.05 0.05 0 500 1,000 1,500 2,000 2,500 0.00 0.20 0.40 0.60 0.80 1.00 1.20 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] Predevelopment Peak Q (cfs) = 0.0 0.0 0.0 0.1 0.3 0.9 1.2 1.9 3.0 Peak Inflow Q (cfs) = 0.5 1.7 1.4 1.6 2.0 3.0 3.2 4.4 6.1 Peak Outflow Q (cfs) = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.5 0.1 0.0 0.0 0.0 0.0 Structure Controlling Flow = Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 12 36 30 34 44 64 69 94 130 Time to Drain 99% of Inflow Volume (hours) = 12 37 30 35 45 65 71 96 133 Maximum Ponding Depth (ft) = 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Area at Maximum Ponding Depth (acres) = 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 0.04 Maximum Volume Stored (acre-ft) = 0.033 0.044 0.044 0.044 0.044 0.044 0.044 0.044 0.044 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 16-018 Fort Collins Jeep Bioretention Pond C Example Zone Configuration (Retention Pond) -- -- -- -- Surcharge Volume Width (WISV) = user ft -- -- -- -- Depth of Basin Floor (HFLOOR) = user ft -- -- -- -- Length of Basin Floor (LFLOOR) = user ft -- -- -- -- Width of Basin Floor (WFLOOR) = user ft -- -- -- -- Area of Basin Floor (AFLOOR) = user ft^2 -- -- -- -- Volume of Basin Floor (VFLOOR) = user ft^3 -- -- -- -- Depth of Main Basin (HMAIN) = user ft -- -- -- -- Length of Main Basin (LMAIN) = user ft -- -- -- -- Width of Main Basin (WMAIN) = user ft -- -- -- -- Area of Main Basin (AMAIN) = user ft^2 -- -- -- -- Volume of Main Basin (VMAIN) = user ft^3 -- -- -- -- Calculated Total Basin Volume (Vtotal) = user 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) 16-018 Fort Collins Jeep Bioretention Pond C UD-Detention, Version 3.07 (February 2017) Volume (ft^3) Volume (ac-ft) Area (acre) Optional User Override 1-hr Precipitation Total detention volume is less than 100-year volume. Example Zone Configuration (Retention Pond) Bioretention Pond C.xlsm, Basin 11/6/2017, 4:40 PM 6:06:07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:12:54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:19:41 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:26:28 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:33:14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:40:01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:46:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:53:35 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:00:22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:07:08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:13:55 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:20:42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:27:29 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:34:16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:41:02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:47:49 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:54:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:01:23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:08:10 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 0.2 0.4 0.6 0.8 1 1.2 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0 50 100 150 200 250 300 350 400 450 0.00 0.20 0.40 0.60 0.80 1.00 1.20 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] Predevelopment Peak Q (cfs) = 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.4 0.6 Peak Inflow Q (cfs) = 0.1 0.4 0.3 0.3 0.5 0.7 0.7 1.0 1.4 Peak Outflow Q (cfs) = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.4 0.1 0.0 0.0 0.0 0.0 Structure Controlling Flow = Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 12 37 30 34 45 65 71 96 133 Time to Drain 99% of Inflow Volume (hours) = 12 37 31 35 46 67 72 98 136 Maximum Ponding Depth (ft) = 0.73 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Area at Maximum Ponding Depth (acres) = 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 Maximum Volume Stored (acre-ft) = 0.007 0.009 0.009 0.009 0.009 0.009 0.009 0.009 0.009 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 16-018 Fort Collins Jeep Bioretention Pond B Example Zone Configuration (Retention Pond) -- -- -- -- Surcharge Volume Width (WISV) = user ft -- -- -- -- Depth of Basin Floor (HFLOOR) = user ft -- -- -- -- Length of Basin Floor (LFLOOR) = user ft -- -- -- -- Width of Basin Floor (WFLOOR) = user ft -- -- -- -- Area of Basin Floor (AFLOOR) = user ft^2 -- -- -- -- Volume of Basin Floor (VFLOOR) = user ft^3 -- -- -- -- Depth of Main Basin (HMAIN) = user ft -- -- -- -- Length of Main Basin (LMAIN) = user ft -- -- -- -- Width of Main Basin (WMAIN) = user ft -- -- -- -- Area of Main Basin (AMAIN) = user ft^2 -- -- -- -- Volume of Main Basin (VMAIN) = user ft^3 -- -- -- -- Calculated Total Basin Volume (Vtotal) = user acre-feet -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- Optional User Override 1-hr Precipitation Total detention volume is less than 100-year volume. Volume (ft^3) Volume (ac-ft) Area (acre) 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) 16-018 Fort Collins Jeep Bioretention Pond B UD-Detention, Version 3.07 (February 2017) Example Zone Configuration (Retention Pond) Bioretention Pond B.xlsm, Basin 11/6/2017, 4:43 PM 6:34:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:41:30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:48:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6:56:06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:03:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:10:42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:18:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:25:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:32:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:39:54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:47:12 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7:54:30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:01:48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:09:06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:16:24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:23:42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:31:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:38:18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8:45:36 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 100YR OUT 50YR IN 50YR OUT 25YR IN 25YR OUT 10YR IN 10YR OUT 5YR IN 5YR OUT 2YR IN 2YR OUT EURV IN EURV OUT WQCV IN WQCV OUT 0 0.2 0.4 0.6 0.8 1 1.2 0.1 1 10 100 PONDING DEPTH [ft] DRAIN TIME [hr] 500YR 100YR 50YR 25YR 10YR 5YR 2YR EURV WQCV 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0 50 100 150 200 250 300 0.00 0.20 0.40 0.60 0.80 1.00 1.20 OUTFLOW [cfs] AREA [ft^2], VOLUME [ft^3] PONDING DEPTH [ft] User Area [ft^2] Interpolated Area [ft^2] Summary Area [ft^2] Volume [ft^3] Summary Volume [ft^3] Outflow [cfs] Summary Outflow [cfs] Predevelopment Peak Q (cfs) = 0.0 0.0 0.0 0.0 0.0 0.1 0.2 0.3 0.4 Peak Inflow Q (cfs) = 0.1 0.2 0.2 0.2 0.3 0.4 0.5 0.6 0.8 Peak Outflow Q (cfs) = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Ratio Peak Outflow to Predevelopment Q = N/A N/A N/A 0.5 0.2 0.1 0.0 0.0 0.0 Structure Controlling Flow = Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Filtration Media Max Velocity through Grate 1 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Max Velocity through Grate 2 (fps) = N/A N/A N/A N/A N/A N/A N/A N/A N/A Time to Drain 97% of Inflow Volume (hours) = 12 36 30 35 43 63 70 93 130 Time to Drain 99% of Inflow Volume (hours) = 12 37 30 36 44 65 71 95 133 Maximum Ponding Depth (ft) = 0.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Area at Maximum Ponding Depth (acres) = 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 Maximum Volume Stored (acre-ft) = 0.004 0.006 0.006 0.006 0.006 0.006 0.006 0.006 0.006 Detention Basin Outlet Structure Design UD-Detention, Version 3.07 (February 2017) 16-018 Fort Collins Jeep Bioretention Pond A Example Zone Configuration (Retention Pond) -- -- -- -- Surcharge Volume Width (WISV) = user ft -- -- -- -- Depth of Basin Floor (HFLOOR) = user ft -- -- -- -- Length of Basin Floor (LFLOOR) = user ft -- -- -- -- Width of Basin Floor (WFLOOR) = user ft -- -- -- -- Area of Basin Floor (AFLOOR) = user ft^2 -- -- -- -- Volume of Basin Floor (VFLOOR) = user ft^3 -- -- -- -- Depth of Main Basin (HMAIN) = user ft -- -- -- -- Length of Main Basin (LMAIN) = user ft -- -- -- -- Width of Main Basin (WMAIN) = user ft -- -- -- -- Area of Main Basin (AMAIN) = user ft^2 -- -- -- -- Volume of Main Basin (VMAIN) = user ft^3 -- -- -- -- Calculated Total Basin Volume (Vtotal) = user acre-feet -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- -- Optional User Override 1-hr Precipitation Total detention volume is less than 100-year volume. Volume (ft^3) Volume (ac-ft) Area (acre) 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) 16-018 Fort Collins Jeep Bioretention Pond A UD-Detention, Version 3.07 (February 2017) Example Zone Configuration (Retention Pond) Bioretention Pond A.xlsm, Basin 11/6/2017, 4:41 PM of the version date(s) listed below. Soil Survey Area: Larimer County Area, Colorado Survey Area Data: Version 11, Sep 23, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Apr 22, 2011—Apr 28, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Larimer County Area, Colorado Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 1/12/2017 Page 2 of 4