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Home My WebLink About20190029.tiffStormwater Swale and Culvert Design Narrative Union Estates PUD Lots 1 thru 9 A parcel of land located in the Northeast '/ of Section 5, Township 4 North, Range 65 West of the 6th P.M. ATD Job 42016-129 Weld County Road 50/Weld County Road 41 La Salle, CO 80645 April 2018 "I hereby certify that this report for stormwater swale and culvert design for the Union Estates PUD was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof" Mark A. Taylor Registered Professional Engineer State of Colorado No. 46065 1 Table of Contents General Location and Description 3 Location 3 Description of Property 3 Drainage Basins and Sub -Basins 4 Major Basin Description 4 Sub -Basin Description 4 Drainage Design Criteria 4 Regulations 4 Development Criteria Reference and Constraints 5 Hydrological Criteria 5 Hydraulic Criteria 6 Drainage Facility Design 6 General Concept 6 Specific Details 7 Conclusions 8 Compliance with Code 8 Drainage Concept g References 8 Appendix 9 Appendix A 9 Soil Map g Soil Description 12 Unpaved Local Roads and Streets 18 Local Roads and Streets 23 Corrosion of Concrete 28 Corrosion of Steel 32 Dwellings Without Basements 36 Dwellings With Basements 41 Depth to Water Table 46 Hydrologic Soil Group 50 Parcel Number 105505100035 54 FEMA FIRM Panel 57 Colorado Department of Public Health & Environment 58 Appendix B 67 Table 6-3. Recommended percentage imperviousness values 67 Table 6-2. NRCS Conveyance factors, K 68 Table 6-5. Runoff coefficients, c 69 Table 3-3. Extended duration -intensity -frequency tabulation, City of Greeley 70 Modified FAA Method 71 Urban Drainage Culvert Sizing 73 Stage Volume Images 75 Back Drawing Pocket Cover Sheet, Existing Site, Proposed Site Pocket 1 Preliminary Grading and Drainage, SWMP, SWMP Details Pocket 2 Details, Landscaping Plan Pocket 3 L General Location and Description A. Location 1. This storrnwater swale and culvert design narrative is for a parcel of land located in the Northeast '/ of Section S, Township 4 North, Range 65 West of the 6th P.M. 2. The site is located southwest of the intersection of Weld County Road (W.C.R.) 50 and Weld County Road (W.C.R.) 41. Proposed access to the site will be located approximately 1250' West of said intersection off of W.C.R. 50. 3. The immediate area surrounding the site is largely agricultural land. The Town of La Salle is located approximately'/ mile west of the site. 4. The property to the west of the site is zoned agricultural and has a single-family home in the northeast portion of the property, parcel number 105505100034, owned by Dale and Tiffany Loeffler. The parcel to the south of the site is zoned agricultural and has a single-family home in the northeast corner of the property, parcel number 105505000030, owned by W C L Limited Partnership. To the east across Weld County Road 41 is a large agricultural lot with a large equipment building along the east side of the property, parcel number 105504200007, owned by Rex and Mary Ann Craven. To the north across Weld County Road 50 are two properties that border the site proposed for development; a large agricultural lot, parcel number 096132400009, owned by Harry Strohauer, and a small agricultural lot (on the northwest corner of the W.C.R. 50 and W.C.R. 41) that has a single-family house and an equipment building in the southeast corner of the property, parcel number 096132000074, owned by Harry and Katie Strohauer. B. Description of Property 1. The area covered in this narrative includes Lots 1 thru 9, Outlot A, and the 60' R.O.W. for Union Drive and Union Street of the proposed Union Estates PUD. The total area of development is ± 54.548 Acres. 2. The existing ground cover is farmland irrigated by a center pivot irrigation system located along the south edge of the property. The site has two soil types, Vona Sandy Loam (74.6%) and Julesburg Sandy Loam (25.4%). Both soil types are a "Type A" Hydrological Soil Type, and "Type A" soil will be used in the calculations. 3. The north -south running Union Irrigation Ditch is located adjacent to the West line of the property. There is a 4' wide east -west running concrete irrigation channel near the south line of the property. 4. The proposed development of the site would consist of 9 single family building lots, and 1 outlot. The single-family lots range in size from ±3.698 AC. to ±10.002 AC. A portion of Outlot A will be used in the drainage design as a peaking pond. Also, a portion of Outlot A will be used as an equestrian trail around the perimeter of the property. The proposed roads will form the shape of an "L", and will consist of a north -south road named Union Drive that will intersect with an east -west road named Union Street at a 90° turn. There is a cul-de-sac at the east end of Union Street. 5. To the west of the site is the Union Ditch owned by: Union Ditch Company 1025 9th Ave. Suite #309 Greeley, Colorado 80631 This irrigation ditch should not be affect or have an impact on the proposed development. 6. The ground water table is assumed to be deep at the site. According to Web Soils Survey, the depth to ground water is 6.5 feet or deeper. When Alles, Taylor, and Duke LLC conducted an OWTS Performance Report in April of 2017, it was found that the ground water level was at 86 inches below the existing grade. Little to no redoximorphic features were found between 78 and 92 inches. The presence of redoximorphic features indicates seasonally higher ground water levels. 3 II. Existing Drainage Basins and Sub -Basins A. Major Basin Description 1. Weld County Public Works was contacted in regards to existing drainage reports and Master Drainage plans in the area. No information was available. 2. The site is located in the South Platte Drainage basin. The South Platte River is located about 1.3 miles to the, Northwest. The South Platte drainage basin has been transitioning from a rural to an urbanized area for several years. 3. The site is not affected by a floodplain per Firm Panel 08123C1731E, dated January 20, 2016, please see the attached FIRM. 4. On -site contours have been provided at 1 -ft intervals. B. Sub -Basin Description 1. The historic drainage pattern of the site is as follows: In general, stormwater flows, at this site, from the south to the north at about a 0.5% grade. All off -site stormwater-flaws from the south are intercepted by a 4' concrete irrigation ditch. No off -site stormwater-flows enter the site from the east or north. The Union Ditch intercepts any off -site stoic _ iwater flows for a portion of the west property line, with the remainder of said line being a single-family residence. The surrounding areas are mostly irrigated farm land. 2. There are very little off -site contributing areas (±0.33 AC. residential lot to the west) that need to be taken into account. The only instance where there might be off -site stormwater is if there is an unusually long storm that causes the irrigation ditches to overtop. This will lead to sheet flow across the site, south to north, from off -site areas. III.Drainage Design Criteria A. Regulations 1. The criteria used in this drainage design is the Weld County Engineering and Construction Criteria, dated April 2012 and the Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual Volumes I & II, dated January 2016, revised March 2017, and the Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual, Volume III dated September 2010. The existing culvert and peaking pond sizes have been verified using the Modified FAA method as obtained from the Urban Storm Drainage Web Site. B. Development Criteria Reference and Constraints 1. Weld County Public Works was contacted in regard to existing drainage reports and Master Drainage plans in the area. No information was available. Therefore, the site is not affected by any known drainage reports or studies and the site does not have an impact on any surrounding drainage reports or studies. 2. In general, stormwater flows from the south to the north across this site at 0 to 1% grades. All offsite stormwater flows from the south are intercepted by the 4' wide east -west running concrete irrigation channel near the south line of the property. No off -site stormwater flows enter the site from the East or North. A small residential area to the West of the site, 0.33 AC, does contribute a small amount of stormwater to the site. The proposed development of a 9 Lot PUD will not affect the surrounding properties as the historic drainage patterns will remain intact at the downstream limits of the proposed development. The proposed streets for the PUD will consist of a north -south street (Union Drive) connecting Weld County Road 50 to the development. The proposed roads will form the shape of an "L", and will consist of a north -south road named Union Drive that will intersect with an east -west road named Union Street at a 90° turn. There is a cul-de-sac at the east end of Union Street. There are no existing structures on the site. There are existing gas pipe lines located on the eastern side of the site. No development or site grading is proposed in the area of the gas pipe lines. There is currently a 15 -inch corrugated steel culvert that runs from the far northeast corner of the site under Weld County Road 50. This culvert has been checked for capacity and 4 conveyance and will withstand the new development without overtopping Weld County Road 50 during a 100 -year stoini. C. Hydrological Criteria 1. Rainfall curves and tables were determined using the City of Greeley's Intensity -Duration - Frequency Curves, the City of Greeley's Extended Duration -Intensity -Frequency Tabulation, Table 3-3, and the Urban Drainage and Flood Control District Runoff Coefficients from Table 6-5. 2. The design storm recurrence intervals used in this drainage design are the 5 -year historic stormwater flow value used to determine the time of concentration for the historic site. The 10 -year and 100 - year storms will also be used in designing and sizing the drainage swales throughout the property. 3. The Rational Method will also be used for runoff values to also assist in designing and sizing the drainage swales. 4. The Modified FAA Method Detention Volume Spreadsheet and the Urban Drainage Culvert Design Spreadsheet were utilized to determine if the existing 15 -inch culvert under Weld County Road 50 and the roadside swale are sufficient for the proposed development. 5. No other drainage criteria or calculation method for the Hydrological Criteria were used in the preparation of this drainage narrative or drainage design. D. Hydraulic Criteria 1. The culvert under Weld County Road 50 and the roadside swale on the north side of the site are the only conveyance capacities that needed to be checked for capacity and flows. Both are ample for this site and the proposed development. 2. There are no current proposed detention release structures since the existing culvert in place is adequate for the proposed site and in conjunction with the drainage swale will drain in adequate time 3. The site is not in a Municipal Separate Storm Sewer Systems (MS4) area; therefore, it is not required to account for Water Quality Capture Volume within the peaking pond. IV. Drainage Facility Design A. General Concept 1. The proposed drainage concept is to use the natural grades that now exist on site. The typical drainage pattern runs from the south to the north on the property. The proposed peaking pond will be located along the north side of the property on Outlot A. The stormwater from each lot will be directed to the proposed peaking pond by a system of lot line drainage swales and barrow ditches along the proposed streets. Stormwater flows not captured by the lot line drainage swales will sheet flow to the northern side of the site and be collected in the peaking pond. The existing site drainage patterns will be altered slightly. Historic drainage patterns will be maintained at the R.O.W. line on the northern side of the property. The stormwater will be released at rates that are already on site, as there will be no alterations to the culvert or how the water is detained before being released. 2. Table 6-3 from the Urban Storm Drainage Criteria Manual Volume 1 was used to determine the imperviousness value for the proposed development. For a residential site, 2.5 AC or larger, provided an imperviousness value of 12%. Table 6-5 of the USDCM was used to determine the different runoff coefficients required for the drainage design. 3. The proposed drainage structures for this drainage design include a series of smaller drainage swales that will go amongst the lots and along both proposed roads to help convey the water from the far south side of the site to the north side where the peaking pond and culvert are located. A few culverts are proposed to assist in conveying the water to the peaking pond. One is to cross Union Drive at the 90° turn to Union Street. A culvert is proposed under Union Drive just south of Weld County Road 50 to convey water from the west side of the peaking pond to the east towards the outlet culvert. A culvert is proposed along the ditch on the west side of Union Drive to carry stormwater under the proposed mailbox pull -off area and equestrian trail. Similarly, a culvert is proposed along the ditch on the east side of Union Drive to carry stormwater under the equestrian trail. Two sets of culverts 5 are proposed at the access points to the oil and gas operations area to convey water from the west side of the peaking pond to the east towards the outlet culvert. Finally, a culvert is proposed on the eastern side of the property to convey water collected in an east -west swale under the equestrian trail. 4. Included in the appendixes of this narrative is a copy of the drawing set which includes a cover sheet, existing site conditions, final PUD plat, grading and drainage plans, culvert details, road plan and profiles, SWMP layout, SWMP details, utility plan, utility plan details, general details, and a landscaping plan. Also included in the appendixes are the Web Soil Survey results which include the soil type and where on the site it's located, descriptions of the soil types, the ability and feasibility to use the soils on site to create unpaved local roads and streets, the impact of putting in paved roads on the existing soils, the likelihood of concrete corroding in the existing soils, the likelihood of steel corroding, how limited building dwellings without basements is, how limited building dwellings with basements is, the depth to the water table, and the hydrologic soil type of the site. A copy of the property profile and facts are included, this provides information such as account infoiination, owners, building information, and tax authorities. FEMA FIRM Panel 1731E is included to show that yes the site is on a FEMA FIRM Panel but it is not directly affected by a published flood plain. Copies of the tables and charts used in calculations and some of the calculations have been provided. B. Specific Details 1. As of now, no drainage problems have been encountered in the drainage design for this site. 2. The Modified FAA Method Detention Volume Spreadsheet and Urban Drainage Culvert Design Spreadsheet were utilized to determine if the existing 15 -inch culvert under Weld County Road 50 is sufficient for the proposed development. The elevation of the road pavement (4673.7) was used to determine the minor storm event flow and the elevation of the crest of Weld County Road 50 (4673.9) was used to determine the major stout' event flow. These flows were then entered into the Modified FAA Method to determine the volumes produced by the culvert in these rainstorm events. It was determined that the roadside swale is large enough to act as a peaking pond for the flows off of the site during rainstorm events. The events from a 100 -year storm, based on the capacity and flow rates of the existing culvert, produces a volume of approximately 183,700 cubic feet and the existing drainage swale can hold approximately 191,700 cubic feet before overtopping Weld County Road 50. 3. The peaking pond is located on the northern side of the proposed development. The side slopes of the peaking pond are designed at a 3:1 slope on the north side and a 6:1 slope on the south side, and most equipment will be adequate in mowing the peaking pond as needed. Peaking pond cleaning and silt removal can be performed using small equipment such as a skid -steer loader if needed. 4. The general contractor or owner will be required to fill out all forms to obtain a SWMP permit. The base drawings and general site notes for the SWMP permit have been included with this narrative. C. Proposed Basins Descriptions 1. Below are descriptions of the drainage sub -basins used in the drainage design for the site. Sub -basin SB-1-1 Sub -basin SB-1-1 contains 2.02 acres and encompasses the far southwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 1. Sub -basin SB-1-1 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 1 is 0.36 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 1 is 1.96 cubic feet per second (cfs). 6 Sub -basin SB-1-2 Sub -basin SB-1-2 contains 2.87 acres and is located in the southwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west and north -south swale along the north side of the basin, concentrating at Design Point 1.1. The run-off from Sub -basin SB-1-2 combines with the run-off from Sub -basin SB-1-1 at Design Point 1.1. Sub -basin SB-1-2 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year stoiins are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 1.1 is 0.81 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 1.1 is 4.50 cubic feet per second (cfs). Sub -basin SB-1-3 Sub -basin SB-1-3 contains 0.57 acres and is located in the southwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in a north -south swale along the west side of the basin, concentrating at Design Point 1.2. The run-off from Sub -basin SB-1-3 combines with the run-off from Design Point 1.1 at Design Point 1.2. Sub -basin SB-1-3 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 1.2 is 0.85 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 1.2 is 4.76 cubic feet per second (cfs). Sub -basin SB-1-4 Sub -basin SB-1-4 contains 2.66 acres and is located in the western portion of the site. Stounwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 2. The run-off from Sub -basin SB-1-4 combines with the run-off from Design Point 1.2, Sub -basin SB-1-5, and Sub -basin SB-1-6 at Design Point 2. Sub -basin SB-1-4 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 2 is 1.03 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 2 is 6.04 cubic feet per second (cfs). Sub -basin SB-1-5 Sub -basin SB-1-5 contains 0.39 acres and is located in the central portion of the site. Stormwater from this basin sheet flows overland from the southwest to the northeast, as well as from the crown of Union Drive towards the west. Run-off is captured in a north -south roadside ditch along the west side of Union Drive, concentrating at Design Point 25. Sub -basin SB-1-5 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 25 is 0.07 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 11 is 0.41 cubic feet per second (cfs). Sub -basin SB-1-6 Sub -basin SB-1-6 contains 0.08 acres and is located in the central portion of the site. Stormwater from this basin sheet flows overland from the southwest to the northeast, as well as from the crown of Union Drive towards the west. Run-off is captured in a north -south roadside ditch along the west side of Union Drive, concentrating at Design Point 2. The run-off from Sub -basin SB-1-6 combines with the run-off from Design Point 1.2 and Sub -basin SB-1-4 at Design Point 2. Sub -basin SB-1-6 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 2 is 1.03 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 2 is 6.04 cubic feet per second (cfs). Sub -basin SB-1-7 Sub -basin SB-1-7 contains 0.70 acres and is located in the northwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in a north -south swale along the east side of the basin, concentrating at Design Point 3. The run-off from Sub -basin SB-1-7 combines with the run-off from Design Point 2 at Design Point 3. Sub -basin SB-1-7 has a developed imperviousness value of 7 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 3 is 1.07 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 3 is 5.99 cubic feet per second (cfs). ). The 100 -year storm event at Design Point 3 is designed to be directed around the culvert through the designed low -point on the equestrian trail to the peaking pond near Design Point 4. It was determined that the culvert at Design Point 3 will carry a maximum of 2.90 cfs and will be adequately sized to carry the 10 -year storm. For the 100 -year storm event, the culvert will handle the 2.90 cfs and the remaining 3.09 cfs will flow around the culvert to the peaking pond. Sub -basin SB-1-8 Sub -basin SB-1-8 contains 4.47 acres and encompasses the northwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west peaking pond along the north side of the basin, concentrating at Design Point 4. The run-off from Sub -basin SB-1-8 combines with the run- off from Design Point 3 at Design Point 4. Sub -basin SB-1-8 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 4 is 1.58 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 4 is 8.76 cubic feet per second (cfs Sub -basin SB-1-9 Sub -basin SB-1-9 contains 2.44 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland from the south to the north, as well as from the crown of Union Street towards the south, and is captured in an east -west roadside ditch along the south side of Union Street, concentrating at Design Point 9. Sub -basin S13-1-9 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 9 is 0.47 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 9 is 2.57 cubic feet per second (cfs). Sub -basin SB-1-10 Sub -basin SB-1-10 contains 1.66 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland from the south to the north, as well as from the crown of Union Street towards the south. Run-off is captured in an east -west roadside ditch along the south side of Union Street and a swale on the west side of the basin, concentrating at Design Point 10. The run-off from Sub -basin SB-1-10 combines with the run-off from Design Point 9 at Design Point 10. Sub -basin SB-1-10 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 - year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 10 is 0.72 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 10 is 3.99 cubic feet per second (cfs). Sub -basin SB-1-11 Sub -basin SB-1-11 contains 0.29 acres is located in the southern portion of the site. Stormwater from this basin sheet flows overland and is captured in a north -south swale along the east side of the basin, concentrating at Design Point 21. Sub -basin SB-1-11 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 21 is 0.06 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 21 is 0.31 cubic feet per second (cfs). Sub -basin SB-1-12 Sub -basin SB-1-12 contains 0.10 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland and is captured in a north -south swale along the east side of the basin, concentrating at Design Point 21.1. The run-off from Sub -basin SB-1-12 combines with the run- off from Sub -basin SB-1-11 at Design Point 21.1. Sub -basin SB-1-12 has a developed imperviousness 8 value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 21.1 is 0.07 cubic feet per second (cfs). The 100 - year runoff rate at Design Point 21.1 is 0.36 cubic feet per second (cfs). Sub -basin SB-1-13 Sub -basin SB-1-13 contains 0.27 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland from the south to the north, as well as from the crown of Union Street towards the south. Run-off is captured in an east -west roadside ditch along the south side of Union Street and a swale on the east side of the basin, concentrating at Design Point 11. The run-off from Sub -basin SB-1-13 combines with the run-off from Design Point 10, Sub -basin SB-1-14, and Sub - basin SB-1-15 at Design Point 11. Sub -basin SB-1-13 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 11 is 1.64 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 11 is 9.08 cubic feet per second (cfs). Sub -basin SB-1-14 Sub -basin SB-1-14 contains 3.79 acres and is located in the southwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 11. The run-off from Sub -basin SB-1-14 combines with the run-off from Design Point 10, Sub -basin SB-1-11, Sub -basin SB-1-12, Sub -basin SB-1-13, and Sub - basin SB-1-15 at Design Point 11. Sub -basin SB-1-14 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year stoullns are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 11 is 1.64 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 11 is 9.08 cubic feet per second (cfs). Sub -basin SB-1-14.5 Sub -basin SB-1-14.5 contains 0.82 acres and is located in the southwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 20. Sub -basin SB-1-14.5 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 20 is 0.15 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 20 is 0.85 cubic feet per second (cfs). Sub -basin SB-1-15 Sub -basin SB-1-15 contains 0.26 acres and is located in the central portion of the site. Stormwater from this basin sheet flows overland from the northwest to the southeast, as well as from the crown of Union Drive towards the west. Run-off is captured in a north -south roadside ditch along the west side of Union Drive, concentrating at Design Point 11. The run-off from Sub -basin SB-1-15 combines with the run- off from Design Point 10, Sub -basin SB-1-11, Sub -basin SB-1-12, Sub -basin SB-1-13, and Sub -basin SB-1-14 at Design Point 11. Sub -basin SB-1-15 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 11 is 1.64 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 11 is 9.08 cubic feet per second (cfs). Sub -basin SB-1-16 Sub -basin SB-1-16 contains 0.17 acres and is located in the central portion of the site. Stormwater from this basin sheet flows from the crown of Union Street towards the north and is captured in an east -west roadside ditch along the north side of Union Street, concentrating at Design Point 12. The run-off from Sub -basin SB-1-16 combines with the run-off from Design Point 11 at Design Point 12. Sub -basin SB- 1-16 has a developed imperviousness value of 24%. The run-off coefficient for the 10 -year and 100- 9 year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 12 is 1.65 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 12 is 9.18 cubic feet per second (cfs). Sub -basin SB-1-17 Sub -basin SB-1-17 contains 2.57 acres and is located in the central portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 24. Sub -basin SB-1-17 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 24 is 0.49 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 24 is 2.71 cubic feet per second (cfs). Sub -basin SB-1-18 Sub -basin SB-1-18 contains 1.84 acres and is located in the central portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 13. The run-off from Sub -basin SB-1-18 combines with the run-off from Design Point 12 at Design Point 13. Sub -basin SB-1-18 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 13 is 2.12 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 13 is 11.87 cubic feet per second (cfs). Sub -basin SB-1-19 Sub -basin SB-1-19 contains 0.22 acres and is located in the northern portion of the site. Stormwater from this basin sheet flows from the crown of Union Drive towards the east and is captured in a north - south roadside ditch along the east side of Union Drive, concentrating at Design Point 14. The run-off from Sub -basin SB-1-19 combines with the run-off from Design Point 13 at Design Point 14. Sub -basin SB-1-19 has a developed imperviousness value of 24%. The run-off coefficient for the 10 -year and 100 - year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 14 is 1.96 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 14 is 10.88 cubic feet per second (cfs). Sub -basin SB-1-20 Sub -basin SB-1-20 contains 4.83 acres and is located in the northern portion of the site. Stoiinwater from this basin sheet flows overland and is captured in an east -west peaking pond along the north side of the basin, concentrating at Design Point 6. The run-off from Sub -basin SB-1-20 combines with the run- off from Design Point 5 at Design Point 6. Sub -basin SB-1-20 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 6 is 3.13 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 6 is 16.72 cubic feet per second (cfs). Sub -basin SB-1-21 Sub -basin S13-1-21 contains 2.85 acres and is located in the northeastern portion of the site. Stormwater from this basin sheet flows overland and is captured in an cast -west peaking pond along the north side of the basin, concentrating at Design Point 7. The run-off from Sub -basin SB-1-21 combines with the run- off from Design Point 6 at Design Point 7. Sub -basin SB-1-21 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 7 is 3.28 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 7 is 17.29 cubic feet per second (cfs). Sub -basin SB-1-22 Sub -basin SB-1-22 contains 1.59 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland from the south to the north, as well as from the crown of Union Street towards the south, and is captured in an east -west roadside ditch along the south side of Union Street, concentrating at Design Point 15. Sub -basin SB-1-22 has a developed imperviousness value of 10 12%. The run-off coefficient for the 10 -year and 100 -year stomas are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 15 is 0.30 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 15 is 1.68 cubic feet per second (cfs). Sub -basin SB-1-23 Sub -basin SB-1-23 contains 1.66 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland from the south to the north, as well as from the crown of Union Street towards the south. Run-off is captured in an cast -west roadside ditch along the south side of Union Street, concentrating at Design Point 16. The run-off from Sub -basin SB-1-23 combines with the run-off from Sub -basin SB-1-22, Sub -basin SB-1-24, and Sub -basin SB-1-25 at Design Point 16. Sub - basin SB-1-23 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 16 is 0.84 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 16 is 4.66 cubic feet per second (cfs). Sub -basin SB-1-24 Sub -basin SB-1-24 contains 0.20 acres is located in the southern portion of the site. Stormwater from this basin sheet flows overland and is captured in a north -south swale along the east side of the basin, concentrating at Design Point 23. Sub -basin SB-1-24 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 23 is 0.04 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 23 is 0.23 cubic feet per second (cfs). Sub -basin SB-1-25 Sub -basin SB-1-25 contains 1.34 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland and is captured in a north -south swale along the east side of the basin, concentrating at Design Point 16. The run-off from Sub -basin SB-1-25 combines with the run-off from Design Point 15, Sub -basin SB-1-23, and Sub -basin SB-1-24 at Design Point 16. Sub -basin SB-1- 25 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 16 is 0.84 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 16 is 4.66 cubic feet per second (cfs). Sub -basin S13-1-26 Sub -basin SB-1-26 contains 0.31 acres and is located in the central portion of the site. Stormwater from this basin sheet flows from the crown of Union Street towards the north and is captured in an east -west roadside ditch along the north side of Union Street, concentrating at Design Point 17. The run-off from Sub -basin SB-1-26 combines with the run-off from Design Point 16 and Sub -basin SB-1-27 at Design Point 17. Sub -basin SB-1-26 has a developed imperviousness value of 22%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 17 is 1.03 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 17 is 4.90 cubic feet per second (cfs). Sub -basin SB-1-27 Sub -basin SB-1-27 contains 0.08 acres and is located in the central portion of the site. Stormwater from this basin sheet flows from the crown of Union Street towards the east and is captured in a north -south roadside ditch along the east side of Union Street, concentrating at Design Point 17. The run-off from Sub -basin SB-1-27 combines with the run-off from Design Point 16 and Sub -basin SB-1-26 at Design Point 17. Sub -basin SB-1-27 has a developed imperviousness value of 27%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 17 is 1.03 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 17 is 4.90 cubic feet per second (cfs). 11 Sub -basin SB-1-28 Sub -basin SB-1-28 contains 4.68 acres and is located in the southeast portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 18. The run-off from Sub -basin SB-1-28 combines with the run-off from Design Point 17 at Design Point 18. Sub -basin SB-1-28 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 18 is 1.56 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 18 is 7.41 cubic feet per second (cfs). Sub -basin SB-1-29 Sub -basin SB-1-29 contains 0.33 acres and is located in the far southeast portion of the site. Stormwater from this basin sheet flows overland and is captured in an existing north -south ditch along the east side of the basin, concentrating at Design Point 19. The run-off from Sub -basin SB-1-29 combines with the run-off from Design Point 18 at Design Point 19. Sub -basin SB-1-29 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 19 is 1.40 cubic feet per second (cfs). The 100 - year runoff rate at Design Point 19 is 7.75 cubic feet per second (cfs). Sub -basin SB-1-30 Sub -basin SB-1-30 contains 7.46 acres and encompasses the northeastern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west peaking pond along the north side of the basin, concentrating at Design Point 8. The run-off from Sub -basin SB-1-30 combines with the run-off from Design Point 7 and Design Point 19 at Design Point 8. Sub -basin SB-1-30 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 8 is 4.24 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 8 is 21.97 cubic feet per second (cfs). D. Proposed Swale and Culvert Sizing at Design Points 1. All swales were designed to carry the run-off volume for the 10 -year storm event at a minimum. The 10 -year and 100 -year storm events run-off volume was calculated using the rational method. The run-off coefficients used were sourced from Table 6-5 from the Urban Drainage and Flood Control District Manual — Volume 1. Intensity is linearly interpolated from The City of Greeley Intensity -Duration -Frequency Curves. Swale capacity and stability was checked using the Open Channel Spreadsheets provided by the Urban Drainage and Flood Control District (UDFCD). Swale stability checks were completed with a maximum Froude Number of 0.80. More detail is provided in the tables and Design Point descriptions below. 2. All culverts were designed to carry the run-off volume for the 10 -year storm event at a minimum, with the culverts crossing under the roadway and oil and gas access points being sized to also carry the 100 -year storm event. The 10 -year and 100 -year storm events run-off volume was calculated using the rational method. The run-off coefficients used were sourced from Table 6-5 from the Urban Drainage and Flood Control District Manual — Volume 1. Intensity is linearly interpolated from The City of Greeley Intensity -Duration -Frequency Curves. The culverts were sized using the Culvert Stage -Discharge Sizing spreadsheet provided by the Urban Drainage and Flood Control District (UDFCD). More detail is provided in the tables and Design Point descriptions below. 12 Design Point 1 The information at Design Point 1 was utilized to size the swale between Design Point I and Design Point 1.1. Sub -basin SB-1-1 contributes to the flow volume at Design Point 1. The swale is designed with an invert slope of 0.0029 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.50 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 27.6 2.93 2.02 0.36 100 -year .21 27.6 4.63 2.02 1.96 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n 10-yr .0029 .035 Bottom Width (ft) 0 Left Side Slope 4:1 100-yr .0029 Swale Stability .035 4:1 Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 4:1 0.71 0.36 0.75 4:1 1.09 0.67 0.75 Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0029 .020 0 4:1 4:1 0.50 Design Point 1.1 The information at Design Point 1.1 was utilized to size the swale between Design Point 1.1 and Design Point 1.2. Sub -basin SB-1-2 and the flow volume at Design Point 1 contribute to the flow volume at Design Point 1.1. The swale is designed with an invert slope of 0.0029 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm. The swale is not sized to fit the 100 -year storm since the flow depth of 0.92 feet is larger than the design depth of 0.89 feet. A Froude number of 0.53 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 _ 30.3 2.76 4.89 0.81 100 -year .21 30.3 r 4.38 4.89 4.50 Swale Capacity Storm Invert Event Slope (ft/ft) .0029 .0029 10-yr 100-y Manning's Bottom Left Side n Width Slope (ft) Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) .035 .035 0 4:1 4:1 4:1 4:1 0.87 1.34 0.48 0.89 0.92 0.89 13 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side? Slope Right Side Slope Froude Number 10-yr .0029 .020 0 4:1 4:1 0.53 Design Point 1.2 The information at Design Point 1.2 was utilized to size the swale between Design Point 1.2 and Design Point 2. Sub -basin SB-1-3 and the flow volume at Design Point 1.1 contribute to the flow volume at Design Point 1.2. The swale is designed with an invert slope of 0.0015 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm. The swale is not sized to fit the 100 -year storm since the flow depth of 1.06 feet is larger than the design depth of 0.70 feet A Froude number of 0.39 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) intensity (in/hr) 2.60 Contributing Area (acres) 5.46 Flow Rate (cfs) 0.85 10 -year .06 33.6 100 -year .21 33.6 _ 4.15 5.46 4.76 Swale Capacity Storm Event invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 0.70 10-yr .0015 .035 0 4:1 4:1 0.69 0.56 100-yr .0015 .035 0 4:1 4:1 1.06 1.06 0.70 Swale StabiIit Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0015 .020 0 4:1 4:1 0.39 Design Point 2 The information at Design Point 2 was utilized to size the roadside swale between Design Point 2 and Design Point 3. Sub -basin SB-1-4, SB-1-5, SB-1-6, and the flow volume at Design Point 1.2 contribute to the flow volume at Design Point 2. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.45 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient 10- ear .06 100 -year .21 Time of Concentration (min) 46.4 46.4 Intensity Contributing (in/hr) Area (acres) 2.00 8.59 3.35 Flow Rate (cfs) 1.03 8.59 6.04 14 Swale Capacity Storm Invert Event Slope (ft/ft) 10-yr .0020 100-yr .0020 Swale Stability Manning's n Bottom Left Right Width Side Side (ft) Slope Slope 0 4:1 4:1 0 4:1 4:1 Velocity (ft/s) Flow Design Depth Depth (ft) (ft) 1.42 1.42 0.80 1.25 Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0020 .020 0 4:1 4:1 0.45 Design Point 2.9 The infoiuiation at Design Point 2.9 was utilized as a check for the roadside swale between Design Point 2 and Design Point 3. The flow volume for Design Point 3 is used for Design Point 2.9. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm at Design Point 2.9. The swale is not sized to fit the 100 -year storm since the flow depth of 1.10 feet is larger than the design depth of 0.91 feet. A Froude number of 0.45 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 52.1 1.92 9.29 1.07 100 -year .21 52.1 3.07 9.29 5.99 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0020 .035 0 4:1 4:1 0.81 0.57 0.91 100-yr .0020 .035 0 4:1 4:1 1.25 1.10 0.91 Swale Stability Storm Event Invert Slope (ft/ft) ' Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0020 .020 0 4:1 4:1 0.45 Design Point 3 The information at Design Point 3 was utilized to size the culvert between Design Point 3 and Design Point 4 and the required riprap. Sub -basin SB-1-7 and the flow volume at Design Point 2 contribute to the flow volume at Design Point 3. The headwater depth was determined to be 0.92 feet at Design Point 3. It was determined an 18" culvert with a single barrel with the design invert slope of 0.0021 ft/ft 15 would carry a maximum 2.90 cfs and would be adequately sized to carry the 10 -year storm. The 100 - year storm event is designed to be directed around the culvert through the designed low -point on the equestrian trail to the peaking pond. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 1.07 10 -year .06 52.1 1.92 9.29 100 -year — .21 52.1 3.07 9.29 5.99 Culvert Selection Barrel 7 —Number Diameter of (inches) Barrels Invert Slope (ft/ft) Length Manning's (ft) n Controlling Culvert Flowrate (cfs) 1 .0021 Riprap Selection and Sizing Riprap Selection Riprap Length (ft) Riprap Width (ft) VL 5 3 Design Point 4 The information at Design Point 4 was utilized to size the culverts between Design Point 4 and Design Point 5 and the required riprap. Sub -basin SB-1-8 and the flow volume at Design Point 3 contribute to the flow volume at Design Point 4. The headwater depth was determined to be 1.38 feet at Design Point 4. It was determined an 18" culvert with 2 barrels with the design invert slope of 0.0029 ft/ft would carry a maximum 8.78 cfs and would be adequately sized to carry the 10 -year and 100 -year storms. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event 10 -year Run-off Coefficient .06 Time of Intensity Concentration (in/hr) (min) 52.9 1.91 Contributing Area (acres) 13.76 100 -year .21 52.9 3.03 13.76 Flow Rate (cfs) 1.58 8.76 Culvert Selection Barrel Diameter (inches) Number of Barrels Invert Slope (ft/ft) Length (ft) Manning's n Controlling Culvert Flowrate (cfs) 18 2 .0029 55 .013 8.78 16 Riprap Selection and Sizing Riprap Riprap Riprap Selection j Length Width (ft) (ft) 5 3 VL Design Point 5 The information at Design Point 5 was utilized to size the swale for the peaking pond between Design Point 5 and Design Point 6. The flow volume at Design Point 4 and Design Point 14 contribute to the flow volume at Design Point 5. The swale is designed with an invert slope of 0.0010 ft/ft with a 3:1 left side slope, a 6:1 right side slope, and a 20 foot wide bottom. The swale is adequately sized for the 10 - year and 100 -year storms. A Froude number of 0.31 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 53.2 1.90 j 27.84 3.17 100 -year .21 53.2 3.20 27.84 18.71 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0010 .035 20 3:1 6:1 0.55 0.27 1.34 100-yr .0010 .035 20 3:1 6:1 1.03 0.77 1.34 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0010 .020 20 3:1 6:1 0.31 Design Point 6 - Culvert The information at Design Point 6 was utilized to size the culverts at Design Point 6 and the required riprap. Sub -basin SB- I -20 and the flow volume at Design Point 5 contribute to the flow volume at Design Point 6. The headwater depth was determined to be 1.88 feet at Design Point 6. It was determined an 18" culvert with 3 barrels with the design invert slope of 0.0022 ft/ft would carry a maximum 20.80 cfs and would be adequately sized to carry the 10 -year and 100 -year storms. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) 17 Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 71.0 1.60 32.63 3.13 100 -year .21 71.0 2.44 32.63 16.72 Culvert Selection Barrel Diameter (inches) Number of Barrels Invert Slope (ft/ft) Length (ft) Manning's n Controlling Culvert Flowrate (cfs) 18 3 .0022 45 .013 20.80 Riprap Selection and Sizing Riprap Riprap Riprap Selection Length Width (ft) (ft) VL 3 Design Point 6 - Swale The information at Design Point 6 was utilized to size the swale for the peaking pond between Design Point 6 and Design Point 7. Sub -basin SB-1-20 and the flow volume at Design Point 5 contribute to the flow volume at Design Point 6. The swale is designed with an invert slope of 0.0005 ft/ft with a 3:1 left side slope, a 3:1 right side slope, and 15 foot wide bottom. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.24 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Swale Capacity Storm Event 10-yr Invert Slope Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) .035 15 3:1 3:1 0.49 0.40 1.27 100-yr .0005 .035 15 3:1 3:1 0.88 1.05 1.27 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0005 .020 15 3:1 3:1 0.24 Design Point 7 - Culvert The information at Design Point 7 was utilized to size the culverts at Design Point 7 and the required riprap. Sub -basin SB-1-21 and the flow volume at Design Point 6 contribute to the flow volume at Design Point 7. The headwater depth was determined to be 1.83 feet at Design Point 7. It was 18 determined an 18" culvert with 3 barrels with the design invert slope of 0.0022 ft/ft would carry a maximum 19.68 cfs and would be adequately sized to carry the 10 -year and 100 -year storms. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 75.0 1.54 100 -year 21 75.0 2.32 Culvert Selection J 35.48 3.28 35.48 17.29 Barrel Diameter (inches) Number of Barrels Inverts Slope (ft/ft) Length (ft) Manning's n Controlling Culvert Flowrate 18 3 .0022 L 45 .013 19.68 Riprap Selection and Sizing Riprapl Riprap 7 Riprap Selection Length Width (ft) (ft) VL 5 3 Design Point 7 - Swale The information at Design Point 7 was utilized to size the swale for the peaking pond between Design Point 7 and Design Point 8. Sub -basin SB-1-21 and the flow volume at Design Point 6 contribute to the flow volume at Design Point 7. The swale is designed with an invert slope of 0.0010 ft/ft with a 3:1 left side slope, a 6:1 right side slope, and 20 foot wide bottom. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.31 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0010 .035 20 3:1 6:1 0.55 0.28 1.53 100-yr .0010 .035 20 3:1 6:1 1.00 0.74 1.53 Swale Stability Storm Invert [Manning's Bottom Left Side Right Froude Event . Slope (ft/ft) n Width Slope Side Number Slope 10-yr .0010 .020 20 3:1 6:1 0.31 19 Design Point 8 The information at Design Point 8 encompasses the flow values for the entire site. All sub -basins contribute to the flow at Design Point 8. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 90.3 1.33 53.10 4.24 100 -year .21 90.3 1.97 53.10 21.97 Design Point 9 The information at Design Point 9 was utilized to size the roadside swale between Design Point 9 and Design Point 10. Sub -basin SB-1-9 contributes to the flow volume at Design Point 9. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm. The swale is not sized to fit the 100 -year storm since the flow depth of 0.80 feet is larger than the design depth of 0.50 feet. A Froude number of 0.43 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Run-off Event Coefficient 10 -year .06 100 -year .21 Time of Concentration (min) 24.0 24.0 Intensity (in/hr) 3.18 Contributing Flow Rate Area (cfs) (acres) 2.44 0.47 5.02 2.44 2.57 Swale Capacity Storm Event invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0020 .035 _ 0 4:1 4:1 0.66 0.42 0.50 100-yr .0020 J .035 0 4:1 4:1 1.01 0.80 0.50 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0020 .020 0 4:1 4:1 0.43 Design Point 10 The information at Design Point 10 was utilized to size the roadside swale between Design Point 10 and Design Point 11. Sub -basin SB-1-10, SB-1-11, SB-1-12, and the flow volume at Design Point 9 contribute to the flow volume at Design Point 10. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.44 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) 20 Stounwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 27.6 2.93 4.10 0.72 100 -year .21 27.6 4.63 4.10 3.99 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0020 _ _ .035 0 4:1 4:1 0.74 0.50 1.19 100-yr .0020 .035 0 4:1 4:1 1.13 0.94 1.19 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0020 .020 0 4:1 4:1 0.44 Design Point 11 The information at Design Point 11 was utilized to size the culvert between Design Point 11 and Design Point 12 and the required riprap. Sub -basin SB-1-13, SB-1-14, SB-1-14.5 and the flow volume at Design Point 10 contribute to the flow volume at Design Point 11. The headwater depth was deteiinined to be 1.41 feet at Design Point 11. It was determined an 18" culvert with 2 barrels with the design invert slope of 0.0050 ft/ft would carry a maximum 9.69 cfs and would be adequately sized to carry the 10 - year and 100 -year stoiins. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) Stoxmwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 29.2 2.84 9.63 1.64 100 -year .21 29.2 4.49 9.63 9.08 Culvert Selection Barrel Diameter (inches) Number of Barrels Invert Slope (ft/ft) Length (ft) Manning's n Controlling Culvert Flowrate 18 2 .0050 , 45 .013 9.69 Riprap Selection and Sizing Riprap Riprap Riprap Selection Length Width (ft) (ft) 5 21 Design Point 12 The information at Design Point 12 was utilized to size the roadside swale between Design Point 12 and Design Point 13. Sub -basin SB-1-16 and the flow volume from Design Point 11 contribute to the flow volume at Design Point 12. The swale is designed with an invert slope of 0.0043 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.66 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the,figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) , Flow Rate (cfs) 10 -year .06 29.4 2.81 9.80 1.65 100 -year .21 29.4 4.46 9.80 9.18 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 1.19�� 10-yr .0043 .035 0 4:1 4:1 1.21 - 0.59 100-yr .0043 .035 0 4:1 4:1 _ 1.85 1.11 1.19 Swale Stability Storm Event Invert Manning's Slope (ft/ft) n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0043 .020 4:1 4:1 0.66 Design Point 13 The information at Design Point 13 was utilized to size the roadside swale between Design Point 13 and Design Point 14. Sub -basin SB-1-17, SB-1-18, and the flow volume from Design Point 12 contribute to the flow volume at Design Point 13. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.47 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 _ 34.0 2.56 13.82 2.12 100 -year .21 34.0 4.09 13.82 11.87 Swale Capacity Storm Event Invert Slope (ftlft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope 10-yr .0020 .035 0 4:1 4:1 100-yr .0020 .035 0 4:1 4:1 Velocity Flow (ft/s) Depth (ft) 22 Swale Stability Storm Invert Manning's Bottom Left Side Right Froude Event Slope (ft/ft) ' n Width Slope Side Number Slope 10-yr .0020 .020 0 4:1 4:1 0.47 Design Point 14 The information at Design Point 14 was utilized to size the culvert between Design Point 14 and Design Point 5 and the required riprap. Sub -basin SB-1-19 and the flow volume at Design Point 13 contribute to the flow volume at Design Point 14. The headwater depth was determined to be 1.29 feet at Design Point 3. It was determined an 18" culvert with a single barrel with the design invert slope of 0.0020 ft/ft would carry a maximum 4.06 cfs and would be adequately sized to carry the 10 -year storm. The 100 - year storm event is designed to be directed around the culvert through the designed low -point on the equestrian trail to the peaking pond. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 39.7 2.33 14.04 1.96 100 -year .21 39.7 3.69 14.04 10.88 Culvert Selection Barrel Diameter (inches) Number of Barrels Invert Slope (ft/ft) Length (ft) Manning's n Controlling Culvert Flowrate 18 1 .0020 25 .013 4.06 Riprap Selection and Sizin Riprap Selection Riprap Length (ft) Riprap Width (ft) VL 5 3 Design Point 15 The infoi oration at Design Point 15 was utilized to size the roadside swale between Design Point 15 and Design Point 16. Sub -basin SB-1-22 contributes to the flow volume at Design Point 15. The swale is designed with an invert slope of 0.0030 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm. The swale is not sized to fit the 100 -year storm since the flow depth of 0.63 feet is larger than the design depth of 0.60 feet. A Froude number of 0.50 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) 23 Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 24.0 3.18 1.59 0.30 100 -year .21 24.0 5.02 1.59 1.68 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0030 .035 0 4:1 4:1 0.69 0.33 0.63 0.60 100-yr .0030 .035 0 4:1 4:1 1.06 0.60 Swale Stability Storm Event I 10-yr Invert Slope (ft/ft) .0030 ' Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number .020 0 4:1 4:1 _ 0.50 Design Point 16 The infoiivation at Design Point 16 was utilized to size the roadside swale between Design Point 16 and Design Point 17. Sub -basin SB-1-23, SB-1-24, SB-1-25, and the flow volume at Design Point 15 contribute to the flow volume at Design Point 16. The swale is designed with an invert slope of 0.0030 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.54 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 27.5 2.93 4.79 0.84 100 -year .21 27.5 4.63 4.79 4.66 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ftls) Flow Depth (ft) Design Depth (ft) 10-yr .0030 .035 0 4:1 4:1 0.89 0.49 1.39 100-yr .0030 .035 0 4:1 4:1 1.37 0.92 1.39 Swale Stability Storm Invert , Manning's Bottom Left Side Right Froude Event Slope (ft/ft) n Width Slope Side Number Slope 10-yr .0030 .020 0 4:1 4:1 0.54 24 Design Point 17 The information at Design Point 17 was utilized to size the swale between Design Point 17 and Design Point 18. Sub -basin SB-1-26, SB-1-27, and the flow volume at Design Point 16 contribute to the flow volume at Design Point 17. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.45 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 29.1 2.83 5.18 1.03 100 -year .21 29.1 4.50 5.18 4.90 Swale Capacity Storm Event Invert 7 Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr.__.�...0420 .035 0 4:1 4:1 0.80 _ 0.57 1.09 100-yr .0020 .035 0 4:1 4:1 1.19 1.02 1.09 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0020 .020 4:1 4:1 0.45 Design Point 17.9 The information at Design Point 17.9 was utilized as a check for the swale between Design Point 17 and Design Point 18. The flow volume for Design Point 18 is used for Design Point 17.9. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms at Design Point 17.9. A Froude number of 0.46 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 41.3 2.26 9.86 1.56 _100 -year .21 41.3 3.58 9.86 7.41 Swale Capacity Storm Invert Manning's Event Slope n (ft/ft) 10-yr .0020 .035 100-yr X0020 .035 Bottom Width (ft) 0 0 Left Side Slope Right Side Slope 4:1 4:1 4:1 4:1 Velocity (ft/s) 0.89 1.32 Flow Depth (ft) 0.66 1.19 Design Depth (ft) 2.70 2.70 25 Swale Stabilit Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0020 .020 0 4:1 4:1 0.46 Design Point 18 The information at Design Point 18 was utilized to size the culvert between Design Point 18 and Design Point I9 and the required riprap. Sub -basin SB-1-28 and the flow volume at Design Point 17 contribute to the flow volume at Design Point 18. The headwater depth was determined to be 2.6 feet at Design Point 18. It was determined an 18" culvert with a single barrel with the design invert slope of 0.0025 ft/ft would carry a maximum 10.43 cfs and would be adequately sized to carry the 10 -year and 100 -year storms. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) Stormwater Flow Run-off Coefficient Storm Event 10 -year 100 -year .06 .21 Time of Concentration (min) 41.3 2.26 41.3 intensity Contributing Flow Rate (in/hr) 3.58 Area (acres) 9.86 9.86 Culvert Selection Barrel Diameter (inches) Number of Barrels Inver —ti Slope (ft/ft) Length (ft) Manning's n Controlling Culvert Flowrate 18 1 .0025 40 .013 10.43 Riprap Selection and Sizin Riprap Selection Riprap Length (ft) Riprap Width (ft) VL 5 3 (cfs) 1.56 7.41 Design Point 19 The information at Design Point 19 was utilized to size the swale between Design Point 19 and Design Point 8. Sub -basin SB-1-29 and the flow volume at Design Point 18 contribute to the flow volume at Design Point 19. The swale is designed with an invert slope of 0.0027 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.53 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event 10 -year Run-off Coefficient �. Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) _w. 1.40 .06 41.5 2.29 10.19 100 -year .21 41.5 3.62 10.19 7.75 26 Swale Capacity Storm Event Invert Slope (ft/ft) ; Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ftls) Flow Depth (ft) Design Depth (ft) 10-yr .0027 .035 0 4:1 4:1 0.97 0.60 2.91 100-yr .0027 .035 0 4:1 4:1 1.49 1.14 2.91 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number L 10-yr .0027 .020 0 4:1 4:1 0.53 Design Point 20 The information at Design Point 20 was utilized to size the swale between Design Point 20 and Design Point 20.1. Sub -basin SB-1-14.5 contributes to the flow volume at Design Point 20. The swale is designed with an invert slope of 0.0028 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm. The swale is not sized to fit the 100 -year storm since the flow depth of 0.50 feet is larger than the design depth of 0.40 feet. A Froude number of 0.47 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 fox Manning's n. (See the tables below for the figures used in the calculations.) Storrnwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity Contributing Flow Rate (in/hr) Area (cfs) (acres) 10 -year 06 24.8 3.13 0.82 0.15 100 -year .21 24.8 4.93 0.82 0.85 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n . Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0028 .035 0 4:1 4:1 0.57 0.26 0.40 100-yr .0028 r _ .035 0 4:1 4:1 0.87 0.50 0.40 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0028 .020 0 4:1 4:1 0.47 Design Point 20.1 The information at Design Point 20.1 was utilized to size the swale between Design Point 20.1 and Design Point 11. Sub -basin SB-1-14 and the flow volume from Design Point 20 contribute to the flow volume at Design Point 20.1. The swale is designed with an invert slope of 0.0028 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.51 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) 27 Stormwater Flow Storm Run-off Event Coefficient 10 -year .06 Time of Concentration (min) 39.2 100 -year Swale Capacity Storm Invert Event Slope (ft/ft) 10-yr .0028 100-yr .0028 .035 .21 Manning's n Intensity Contributing Flow Rate (in/hr) Area (cfs) (acres) 2.35 4.61 0.65 39.2 3.72 4.61 3.60 Bottom Width (ft) Left Side Slope Right Side Slope Velocity (mss) Flow Depth (ft) Design Depth (ft) .035 0 4:1 Swale Stability 4:1 0.81 0.45 1.27 4:1 4:1 1.25 0.85 1.27 Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope 4:1 Right Side Slope Froude Number 10-yr .0028 _ .020 0 4:1 0.51 Design Point 21 The information at Design Point 21 was utilized to size the swale between Design Point 21 and Design Point 21.1. Sub -basin SB-1-11 contributes to the flow volume at Design Point 21. The swale is designed with an invert slope of 0.0073 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.69 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 24.0 3.18 0.29 0.06 0.31 100 -year .21 24.0 5.02 0.29 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side __Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0073 .035 0 4:1 4:1 0.63 0.15 0.43 100-yr .0073 .035 0 4:1 4:1 0.97 1 0.28 1 0.43 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n 1 Bottom Width Left Side Slope r Right Side Slope Froude Number 10-yr .0073 .020 0 4:1 4:1 0.69 28 Design Point 21.1 The information at Design Point 21.1 was utilized to size the swale between Design Point 21.1 and Design Point 10. Sub -basin SB-1-12 and the flow volume from Design Point 21 contribute to the flow volume at Design Point 21.1. The swale is designed with an invert slope of 0.0073 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.70 was calculated when analyzing the stability of swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stoimwater Flow Storm Event 10 -year Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) 0.39 Flow Rate (cfs) 0.07 .06 30.1 2.78 100 -year .21 30.1 4.41 0.39 0.36 Swale Capacit Storm Event 10-yr Invert Slope (ft/ft) Manning's n Bottom Width (ft) 0 Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) 0.16 Design Depth (ft) .0073 .035 4:1 4:1 0.66 1.06 100-yr .0073 .035 0 4:1 4:1 1.01 0.30 1.06 Swale Stabilit Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0073 .020 0 4:1 4:1 0.70 Design Point 23 The information at Design Point 23 was utilized to size the swale between Design Point 23 and Design Point 16. Sub -basin SB-1-24 contributes to the flow volume at Design Point 23. The swale is designed with an invert slope of 0.0065 ftlft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.64 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 19.8 3.52 0.20 0.04 100 -year .21 19.8 5.59 0.20 0.23 Swale Capacity Storm Invert Manning's Event Slope n (ft/ft) 10-yr .0065 .035 100-yr .0065 .035 Bottom Left Width Side (ft) Slope 0 4:1 0 4:1 Right Side Slope 4:1 4:1 Velocity (ft/s) 0.57 0.86 Flow Depth (ft) 0.14 0.26 Design Depth (ft) 0.44 0.44 29 Swale Stability Storm Invert Manning's Bottom Left Side Right Froude Event Slope (ft/ft) n Width Slope Side Number Slope 10-yr .0065 .020 0 4:1 4:1 0.64 Design Point 23.1 The information at Design Point 23.1 was utilized to size the swale between Design Point 23.1 and Design Point 16. Sub -basin SB-1-25 and the flow volume from Design Point 23 contribute to the flow volume at Design Point 23.1. The swale is designed with an invert slope of 0.0065 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.72 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event 10 -year Run-off Coefficient Time of Concentration (min) Ay Intensity (inlhr) 2/8 Contributing Area (acres) ' Flow Rate (cfs) .06 30.0 1.54 7 0.26 100 -year .21 30.0 4.42 1.54 1.43 Swale Capacity Storm Event 10-yr 100-yr Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) .0065 .035 0 4:1 4:1 0.89 0.27 1.34 .0065 .035 0 4:1 4:1 1.36 0.51 1.34 Swale Stability Storm Event ,� Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0065 .020 0 4:1 4:1 0.72 v Design Point 24 The information at Design Point 24 was utilized to size the swale between Design Point 24 and Design Point 13. Sub -basin SB-1-1 7 contributes to the flow volume at Design Point 24. The swale is designed with an invert slope of 0.0016 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm. The swale is not sized to fit the 100 -year storm since the flow depth of 0.85 feet is larger than the design depth of 0.50 feet. A Froude number of 0.39 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) 30 Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (inlhr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 24.0 3.18 2.57 0.49 100 -year .21 24.0 5.02 2.57 2.71 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0016 .035 0 4:1 4:1 0.62 0.45 0.50 100-yr .0016 .035 0 4:1 4:1 0.94 0.85 0.50 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0016 .020 0 ! 4:1 4:1 0.39 Design Point 25 The information at Design Point 25 was utilized to size the roadside swale between Design Point 25 and Design Point 25.1. Sub -basin SB-1-5 contributes to the flow volume at Design Point 25. The swale is designed with an invert slope of 0.0087 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.76 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 24.0 3.18 0.39 0.07 100 -year .21 24.0 5.02 0.39 0.41 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0087 .035 0 4:1 4:1 0.71 0.16 1.01 100-yr .0087 .035 0 4:1 4:1 1.11 0.31 1.01 Swale Stability Storm Event Invert E Manning's Slope (ft/ft) ! n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0087 .020 0 4:1 4:1 0.76 31 Design Point 25.1 The information at Design Point 25.1 was utilized to size the roadside swale between Design Point 25.1 and Design Point 2. Sub -basin SB-1-6 and the flow volume from Design Point 25 contribute to the flow volume at Design Point 25.1. The swale is designed with an invert slope of 0.0087 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.77 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Run-off Event Coefficient 10 -year .06 Time of Concentration (min) 100 -year .21 25.7 Intensity Contributing (in/hr) Area (acres) 3.07 0.47 25.7 4.83 0.47 Swale Capacity Storm Invert Event Slope i (ft/ft) Manning's n 10-yr .0087 .035 100-yr .0087 .035 Swale Stability Bottom Left Width Side (ft) Slope 0 0.75 1.15 0.48 Flow Depth (ft) 0.17 0.32 Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude 7 Number 10-yr .0087 .020 0 4:1 4:1 0.77 Design Depth (ft) 1.35 1.35 Design Point 2 The information at Design Point 2 was utilized to size the roadside swale between Design Point 2 and Design Point 2.1. Sub -basin SB 1-4 and the flow volume from Design Point 1.2 and Design Point 25.1 contribute to the flow volume at Design Point 2. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.45 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient - Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 _ 46.4 2.00 8.59 1.03 100 -year .21 46.4 3.35 8.59 6.04 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) 10-yr .0020 .035 0 100-yr .0020 .035 0 Left Side Slope Right Velocity Side (ftls) Slope 4:1 4:1 0.80 4:1 4:1 1.25 Flow Depth (ft) 0.57 1.10 Design Depth (ft) 1.39 1.39 32 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr { .0020 .020 0 4:1 4:1 _ 0.45 V. Conclusions A. Compliance with the Weld County Code 1. The stormwater drainage design is in compliance with the Weld County Code. 13. Drainage Concept 1. The drainage design for the proposed development will not increase downstream flows. 2. Weld County does not have any master drainage plans in the area of the proposed development. 3. No irrigation facilities are affected by this drainage design or plan. VI. References (a) Urban Stotin Drainage Criteria Manual, Volume I and II. January 2016, Revised March 2017. (b) Urban Storm Drainage Criteria Manual, Volume III. Revised December 2010. (c) Weld County Addendum to the Urban Storm Drainage Criteria Manual, October 2006. (d) Urban Storm Drainage Web Site for Spreadsheet Models. (e) City of Greeley Storm Drainage Manual Vol. II, March 2007. (f) Civil Engineering Reference Manual, Lindeburg Eleventh Edition. (g) Colorado Department of Public Health and Environment, SWMP Permit. (h) USDA Natural Resource Conservation Service, Web Soil Survey, National Cooperative Soil Survey, Accessed June 2017. (i) Weld County Engineering and Construction Criteria, April 2012, Draft Copy. 33 Table 6-3. Recommended percentage imperviousness values Land Use or Surface Characteristics Percentage Imperviousness (%) Business: Downtown Areas 95 Suburban Areas 75 Residential lots (lot area only): Single-family 2.5 acres or larger 12 0.75 — 2.5 acres 20 0.25 - 0.75 acres 30 0.25 acres or less 45 Apartments 75 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 10 Playgrounds 25 Schools 55 Railroad yard areas 50 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 2 Lawns, clayey soil 2 6-8 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 March 2017 9,', �f r /0' ye u � 0 . ci (e, iCO-yea! v-zt Table 6-5. Runoff coefficients, c Total or Effective % Impervious NRCS Hydrologic Soil Group A 2 -Year 5 -Year 10 -Year 25 -Year 50 -Year 100 -Year 500 -Year 2% 0.01 0.01 0.01 0.01 0.04 0.13 0.27 5% 0.02 0.02 0.02 0.03 0,07 0.15 0.29 10% 0.04 0.05 0.05 0.07 0.11 0.19 0.32 15% 0.07 0.08 0.08 0.1 0.15 0.23 0.35 20% 0.1 0.11 0.12 0.14 0.2 0.27 0.38 25% 0.14 0.15 0.16 0.19 0.24 0.3 0.42 30% 0.18 0.19 0.2 0.23 0.28 0.34 0.45 35% 0.21 0.23 0.24 0.27 0.32 0.38 0.48 40% 0.25 0.27 0.28 0.32 0.37 0.42 0.51 45% 0.3 0.31 0.33 0.36 0.41 0.46 0.54 50% 0.34 0.36 0.37 0.41 0.45 0.5 0.58 55% 0.39 0.4 0.42 0.45 0.49 0.54 0.61 60% 0.43 0.45 0.47 0.5 0.54 0.58 0.64 65% 0.48 0.5 0.51 0.54 0.58 0.62 0.67 70% 0.53 0.55 0.56 0.59 0.62 0.65 0.71 75% 0.58 0.6 0.61 0.64 0.66 0.69 0.74 80% 0.63 0.65 0.66 0.69 0.71 0.73 0.77 85% 0.68 0.7 0.71 0.74 0.75 0.77 0.8 90% 0.73 0.75 0.77 0.79 0.79 0.81 0.84 95% 0.79 0.81 0.82 0.83 0.84 0.85 0.87 100% 0.84 0.86 0.87 0.88 0.88 0.89 0.9 Total or Effective Impervious NRCS Hydrologic Soil Group B 2 -Year 5 -Year 10 -Year 25 -Year 50 -Year 100 -Year 500 -Year 2% 0.01 0.01 0.07 0.26 0.34 0.44 0.54 5% 0.03 0.03 0.1 0.28 0.36 0.45 0.55 10% 0.06 0.07 0.14 0.31 0.38 0.47 0.57 15% 0.09 0.11 0.18 0.34 0.41 0.5 0.59 20% 0.13 0,15 0.22 0.38 0.44 0.52 0.61 25% 0.17 0.19 0.26 0.41 0.47 0.54 0.63 30% 0.2 0.23 0.3 0.44 0.49 0.57 0.65 35% 0.24 0.27 0.34 0.47 0.52 0.59 0.66 40% 0.29 0.32 0.38 0.5 0.55 0.61 0.68 45% 0.33 0.36 0.42 0,53 0.58 0.64 0.7 50% 0.37 0.4 0.46 0.56 0.61 0.66 0.72 55% 0.42 0.45 0.5 0.6 0.63 0.68 0.74 60% 0.46 0.49 0.54 0.63 0.66 0.71 0.76 65% 0.5 0.54 0.58 0.66 0.69 0.73 0.77 70% 0.55 0.58 0.62 0.69 0.72 0.75 0.79 75% 0.6 0.63 0.66 0.72 0.75 0.78 0.81 80% 0.64 0.67 0.7 0.75 0.77 0.8 0.83 85% 0.69 0.72 0,74 0.78 0.8 0.82 0,85 90% 0.74 0.76 0.78 0.81 0.83 0.84 0.87 95% 0.79 0.81 0.82 0.85 0.86 0.87 0.88 100% 0.84 0.86 0.86 0.88 0.89 0.89 0.9 6-10 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 March 2017 <o. 7d 0? N 40 momN a a te a a N A Hydrologic Soil Group —Weld County, Colorado, Southern Part Mor Sok:1:3,693 Yprinted en landscape (11" x BS1 sheet. uSCM Natural Resources 1-01 Conservation Service Meters o 60 1911 200 300 Feet 0 150 300 600 900 Map projection: Web Mater Caner coordinates: WG584 Edge Acs: UFM Zone 13N141:2386 County Road SO Web Soil Survey National Cooperative Soil Survey a Ia A a 2/27/2018 Page 1 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (AO!) Area of Interest (AO1) Setts Soil Rating Polygons © A 0 ND © B El BID E C Q C/D E D 0 Not rated or not available Sail Rating Linsc 4s A .. ND pas B BID c .,r CID D r Not rated or not available Sell Rating Points A D A0 12 B Q BID ® C CID © D Q Not rated or nor evadable Water Features Streams and Canals Transportation r+t Rails Interstate Highways OS Rollins Ma]or Roads Local Roads Background Aerial Photography The soil surveys that comprise your AO! were mapped at 1:24,000. Warning: Soil Map may not be valid at this stale. 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 mare 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:3e57) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required, This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 16, Oct 10, 2017 Sail map units are labeled {as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 —Sep 22, 2016 The orthophoto or other base map on which the soli 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. USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/27/2018 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 29 Julesburg sandy loam, 0 to 1 percent slopes A 14.1 25A% 75 Vona sandy loam, 0 to 1 percent slopes A 41.3 74.6% Totals for Area of Interest 55.3 100.0% 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 CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition USDA Natural Resources Web Soil Survey millr Conservation Service National Cooperative Soil Survey 2/27/2018 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Component Percent Cutoff: None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey • Conservation Service National Cooperative Soil Survey 2127/2018 Page 4 of 4 Drainage Calculations Developed Path 1 fAssumed rural condition Name Union Estates Job No. 2016-129 Date 3/5/2018 DRAINAGE CALCULATIONS - DEVELOPED - PATH I PERCENT IMPERVIOUS DEVELOPED Site Area = r 2312950' ft2 Constant or linked from boxes above Input value or note Calculated value Value that seldom changes Site Area = 53.1 _ IAC Assumed i = 0.12 C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) C,o = runoff coefficient for 10 -year frequency (from Table 6-5) (*Note Soil Type) C100 runoff coefficient for 100 -year frequency (from Table 6-5) (*Note Soil Type) TIME OF CONCENTRATION to DEVELOPED 0.06 0.06 0.21 tc developed a ti+tt Equation 6-2 tcdeveloped = computed time of concentration (minutes) t; = overland (initial) flow time (minutes) t, = channelized flow time (minutes) t; = (0.395(1.1-05)(L,o.5))/Soo.33 Equation 6-3 t; = overland (initial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) L; = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) Se = average slope along overland flow path (ft/ft) Delta = L; _ 500 3.00 ti =1 49.7 (minutes tt = Lt/((60*K)*(Sto.5)) = Lt/60Vt Equation 6-4 tt = channelized flow time (minutes) K = NRCS conveyance factor (Table 6-2) St = average slope along channelized flow path (ft/ft) Lt = 208.22 ft Delta = 1.68 ft Therefore; tc his = So = C5 Soil Type A ft, not greater than 300' (urban) or 500' (rural) ft 0.0060 ft/ft 0.06 Table 6-5 tt=f 5.5 55.2 minutes St = K= 0.0081 ft/ft 7 Table 6-2 minutes DRAINAGE COMPUTATIONS - PATH 1 Page 1 of 14 5/15/2018 .CENTRAT!ON CHECK 16 17*i + Equation 6-5 (Lt/(60*(14*i + 9)(St°15)) Te not to exceed equation 6-5 at first design pt to developed = computed time of concentration (minutes) Lt = length of flow path (ft) i = imperviousness in decimal St = average slope along channelized flow path (ft/ft) i= 0.12 Lt = 208,22 ft Delta = 1.68 ft tc developed — 27.6 St 0.0081 ft/ft minutes Tc not to exceed equation 6-5 at first design pt Equation 6-5 0 developed = (26 - 17*i) + (Lt/(60*(14*i + 9)(St°5)) DRAINAGE COMPUTATIONS - PATH 1 Page 2 of 14 5/15/2018 rLOW VALUE FOR 5 -YEAR AT DESIGN POINT 1 ,uation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) Q5,Developed = in/hr. using linear interpolation from Rainfall IDF Tables AC CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 1 Q=ClA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C10" 0.06 lio = 2.93 in/hr. using linear interpolation from Rainfall IDF Tables AC CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 1 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = 1100 A= Qt0a,developed OPEN CHANNEL FLOW Design Point 1 to Design Point 1.1 L _ St= Vt = tt = 109.53 0.32 0.0029 0.68 161 ft ft ft/ft ft/sec sec Total to=E 30.3jmin in/hr. using linear interpolation from Rainfall IDF Tables AC CFS/AC min )RAINAGE COMPUTATIONS - PATH 1 Page 3 of 14 l'f chn4 O r`LOW VALUE FOR 5 -YEAR AT DESIGN POINT 1.1 ,uation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C5 = 15 = A= 0.06 2.33 4.89 in/hr. using linear interpolation from Rainfall IDF Tables AC Q5,Developed = CFS = 1 0.140 ICFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 1.1 Q -CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) Q10,Developed =I 0.68 0.81 Cm = 11� _ A= 0.06 2.76 4.89 CFS in/hr. using linear interpolation from Rainfall IDF Tables AC 0.166 ,JCFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 1.1 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) Q100,Developed -- C1oo = 0.21 1100 = 4.38 A= 4.89 4.50 CFS = OPEN CHANNEL FLOW Design Point 1.1 to Design Point 1.2 L= �_ St= Vt = tt = Total te= 167,71 0.48 0.0029 0.83 202 T _ 33.6 ft ft ft/ft ft/sec sec min in/hr. using linear interpolation from Rainfall IDF Tables AC 0.920 ICFS/AC 3.4 min DRAINAGE COMPUTATIONS - PATH 1 Page 4 of 14 5/15/2018 _OW VALUE FOR 5 -YEAR AT DESIGN POINT 1.2 Jtion 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient = avg intensity of rainfall for a duration equal to given to A = area (AC) Q5,Developed _r C5 = 15 = A= 0.72 0.06 2.2 5.46 CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC 0,132 ICFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 1.2 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C w Runoff coefficient 1= avg intensity of rainfall for a duration equal to given to A = area (AC) Q10,Developed -" I C10 = 110 = 0.06 2.60 in/hr. using linear interpolation from Rainfall IDF Tables A = 5.46 AC 0.85 CFS = 0.156 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 1.2 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) Q100,Developed = i C100 1100 = A= 0.21 4.15 5.46 in/hr. using linear interpolation from Rainfall IDF Tables AC 4.76 CFS = 0.872 OPEN CHANNEL FLOW Design Point 1.2 to Design Point 2 L= St_ Vt ti Total to= 506.62 0.77 0.0015 0.66 768 I _ 46.41 ft ft ft/ft ft/sec sec min 12.8 CFS/AC min DRAINAGE COMPUTATIONS - PATH 1 Page 5 of 14 5/15/2018 J FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 2 Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q5,Developed C5 = 15= A= 0.06 1.78 8.59 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.92 I CFS = 0.107 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 2 Q=CIA Equation 6-1 O = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q10,Developed C10 = 110 = A= 0.06 2.00 8.59 1.03 CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC 0.120 CFSIAC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 2 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient 1 = avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = 1100 = A= Q100,Developed 0.21 3.35 8.59 in/hr. using linear interpolation from Rainfall IDF Tables AC 6.04 OPEN CHANNEL FLOW Design Point 2 to Design Point 3 L= St= Vt = tt = Total tc= 267.45 0.54 0.0020 0.78 343 52.1 CFS = ft ft ft/ft ft/sec sec min 0.704 5.7 CFS/AC min DRAINAGE COMPUTATIONS - PATH 1 Page 6 of 14 5/15/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 3 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q5,Developed = C5 = 15 = A= 0.06 1.62 9.29 0.90 CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC 1 0.097 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 3 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 = 110 = A= Q10,Developed 0.06 1.92 9.29 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.07 CFS = 0.115 CFSIAC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 3 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q100,Developed = C100 1100 = A= 5.99 0.21 FLOW THROUGH CULVERT Design Point 3 to Design Point 4 L= St= Vt = tt_ Total t,= 95 0.2 0.0021 2.20 43 52.9 3.07 in/hr. using linear interpolation from Rainfall IDF Tables 9.29 AC CFS = 0.645 CFS/AC ft ft ft/ft ft/sec sec min 0.7 min DRAINAGE COMPUTATIONS - PATH 1 Page 7 of 14 5/15/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 4 Q. -CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) Q5,Developed = C5 = 15 = A= 0.06 1.61 13.76 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.33 CFS = 0.097 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 4 QCIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C10 ` 110 = A= Q10,Developed = 0.06 1.91 13.76 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.58 CFS = 0.115 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 4 Q=C1A Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t0 A = area (AC) Q100,Developed = C100 = 1100 = A= 0.21 3.03 13.76 in/hr. using linear interpolation from Rainfall IDF Tables AC 8.76 FLOW THROUGH CULVERT Design Point 4 to Design Point 5 L= S1= Vt = tt_ Total te= 55 0.16 0.0029 2.62 21 53.2 CFS ft ft ft/ft ft/sec sec min 0.636 0.3 CFS/AC min DRAINAGE COMPUTATIONS - PATH 1 Page 8 of 14 5/15/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 5 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t,, A = area (AC) C5 = Q5,Developed _ 15= Aµ 0.06 1.6 27.84 in/hr. using linear interpolation from Rainfall IDF Tables AC 2.67 CFS = 0.096 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 5 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient l= avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 = 0.06 Q90,Developed = lio = A= 1.90 27.84 3.17 CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC 0.114 1CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 5 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = 1100 A= Q100,Developed = 0.21 3.2 27.84 in/hr. using linear interpolation from Rainfall IDF Tables AC 18.71 OPEN CHANNEL FLOW Design Point 5 to Design Point 6 L= St = Vt = tt_ Total tc= 544.12 0.54 0.0010 0.51 1067 71.0 CFS = ft ft ft/ft ft/sec sec min 0.672 17.8 CFS/AC min DRAINAGE COMPUTATIONS - PATH 1 Page 9 of 14 5/15/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 6 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) Q5,Developed = C5 I5= A= 0.06 1.3 32.63 in/hr. using linear interpolation from Rainfall IDF Tables AC 2.55 CFS = 0.078 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 6 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q10,Developed C 110 A 0.06 1.60 32.63 in/hr. using linear interpolation from Rainfall IDF Tables AC 3.13 CFS = 0.096 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 6 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) Q100,Developed = C1o0 Inc A= 16.72 0.21 2.44 in/hr. using linear interpolation from Rainfall IDF Tables 32.63 AC CFS = 0.512 CFS/AC DRAINAGE COMPUTATIONS - PATH 1 Page 10 of 14 5/15/2018 FLOW THROUGH CULVERT Design Point 6 L= St= Vt It= Total tc= 45 0.1 0.0022 2.82 16 OPEN CHANNEL FLOW Design Point 6 to Design Point 7 = 0= St = Vt = tt_ Total tc= 100.64 0.05 0.0005 0.45 224 75.0 ft ft ft/ft ft/sec sec min ft ft ft/ft ft/sec sec min 0.3 min min DRAINAGE COMPUTATIONS - PATH 1 Page 11 of 14 5/15/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 7 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q5,Developed _[ 2.62 C5 = 15= A= 0.06 1.23 35.48 in/hr. using linear interpolation from Rainfall IDF Tables AC CFS = 0.074 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 7 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient 1 = avg intensity of rainfall for a duration equal to given tc A = area (AC) C10 = Q10,Developed 110 = A= 0.06 1.54 35.48 in/hr. using linear interpolation from Rainfall IDF Tables AC 3.28 CFS = 0.092 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 7 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C100 = 1100 A= Q100,Deveioped 0.21 2.32 35.48 in/hr. using linear interpolation from Rainfall IDF Tables AC 17.29 CFS = 0.487 CFS/AC DRAINAGE COMPUTATIONS - PATH 1 Page 12 of 14 5/15/2018 FLOW THROUGH CULVERT Design Point 7 L= St= Vt = tt_ Total t,= 45 0.1 0.0022 2.84 16 75.3 OPEN CHANNEL FLOW Design Point 7 to Design Point 8 L= S, _ Vt = tt _ Total tc= 460.19 0.47 0.0010 0.51 902 90.3 ft ft ft/ft ft/sec sec min ft ft ft/ft ftlsec sec min 0.3 15.0 min min DRAINAGE COMPUTATIONS - PATH 1 Page 13 of 14 5/15/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 8 Q=CA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q5,Developed C5 = 15 = A= 0.06 1.04 53.10 in/hr. using linear interpolation from Rainfall IDF Tables AC 3.31 CFS = 0.062 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 8 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) Q10,Developed —11 4.24 C10 = 110 A= 0.06 1.33 53.10 CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC 0.080 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 8 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C100 = lloo = A= Q100,Developed = 0.21 1.97 53.10 in/hr. using linear interpolation from Rainfa€€ IDF Tables AC 21.97 CFS = 0.414 CFS/AC DRAINAGE COMPUTATIONS - PATH 1 Page 14 of 14 5/15/2018 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 1 to 1.1 F n Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 fJft n = 0.035 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.33 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.30 cfs 0.29 0.68 fps 0.45 sq ft 2.67 ft 2.75 ft 0.16 ft 0.17 ft 0.34 ft 0.11 ft 0.00 kip Developed TofC - Syr - Design Point 1 to 1.1, Basics 3/17/2018, 12:09 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 1 to 1.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.035 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.36 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= R= D= Es = Yo= Fs= 0.36 cfs 0.30 0.71 fps 0.50 sgft 2.84 ft 2.93 ft 0.17 ft 0.18 ft 0.36 ft 0.12 ft 0.00 kip Channel Capacity - 10yr - Design Point 1 to 1.1, Basics 3/17/2018, 12:09 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 1 to 1.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.67 ft Normal Flow Condtion jCalculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Fr V= T= P= R= D= Es = Yo =- Fs = 1.96 cfs 0.33 1.09 fps 1.81 sq ft 5.38 ft 5.54 ft 0.33 ft 0.34 ft 0.69 ft 0.22 ft 0.03 kip Channel Capacity - 100yr - Design Point 1 to 1.1, Basics 3/17/2018, 12:10 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 1 to 1.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Loft Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.020 B= 0.00ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.29 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Fr= V= A= T= P= R= D= Es = Yo =- Fs = 0.36 cfs 0.50 1.08 fps 0.33 sg ft 2.30 ft 2.37 ft 0.14 ft 0.14 ft 0.31 ft 0.09 ft 0.00 kip Channel Stability - 10yr - Design Point 1 to 1.1, Basics 3/17/2018, 12:10 PM Normal Flow Analysis - Trapezoidal Channel Project: UNION ESTATES Channel ID: Developed Time of Concentration - 5yr - Design Point 1.1 to 1.2 F Y ; Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.45 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es = Yo = Fs = 0.68 cfs 0.31 0.83 fps 0.82 sq ft 3.62 ft 3.73 ft 0.22 ft 0.23 ft 0.46 ft 0.15 ft 0.01 kip Developed TofC - 5yr - Design Point 1.1 to 1.2, Basics 3/17/2018, 12:27 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 1.1 to 1.2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.035 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.48 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = .V= A= T= P= R= D= Es = Yo = Fs = 0.81 cfs 0.31 0.87 fps 0.93 so ft 3.86 ft 3.97 ft 0.23 ft 0.24 ft 0.49 ft 0.16 ft 0.01 kip Channel Capacity - 1 Oyr - Design Point 1.1 to 1.2, Basics 3/17/2018, 12:27 PM Normal Flow Analysis o Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 1.1 to 1.2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.035 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.92 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 4.50 cfs 0.35 1.34 fps 3.37 so ft 7.34 ft 7.57 ft 0.45 ft 0.46 ft 0.95 ft 0.30 ft 0.08 kip Channel Capacity - 100yr - Design Point 1.1 to 1.2, Basics 3/17/2018, 12:28 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 1.1 to 1.2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00ft Y= 0.39 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 0.81 cfs Fr = 0.53 V = 1.32 fps A = 0.61 sg ft T= 3.13ft P = 3.22 ft R= 0.19ft D = 0.20 ft Es = 0.42 ft Yo = 0.13 ft Fs = 0.01 kip Channel Stability - 10yr - Design Point 1.1 to 1.2, Basics 3/17/2018, 12:28 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - Syr - Design Point 1.2 to 2 A Y Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So - 0.0015 fl/ft n = 0.035 B = 0.00 ft Z1= 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.52 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T P= R= D= Es = Yo = 0.72 cfs 0.23 0.66 fps 1.09 sq ft 4.18 ft 4.31 ft 0.25 ft 0.26 ft 0.53 ft 0.17 ft Fs = 0.01 kip Developed TofC - Syr - Design Point 1.2 to 2, Basics 5/15/2018, 3:24 PM f _ Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 1,2 to 2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0015 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y= 0.45 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 0.85 cfs Fr = 0.39 V = 1.05 fps A= 0.81 sgft T = 3.60 ft P = 3.71 ft R = 0.22 ft D = 0.23 ft Es= 0.47 ft Yo = 0.15 ft Fs = 0.01 kip Channel Stability - 10yr - Design Point 1.2 to 2, Basics 5/15/2018, 3:37 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 1.2 to 2 Design Information (input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0015 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.56 ft Normal Flow Condtion (Calculated' Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= T= P= R= D= Es = Yo = Fs = 0.85 cfs 0.23 0.69 fps 1.24 sgft 4.45 ft 4.58 ft 0.27 ft 0.28 ft 0.56 ft 0.18 ft 0.02 kip Channel Capacity - 10yr - Design Point 1.2 to 2, Basics 5/15/2018, 3:37 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 1.2 to 2 Design Information (Input) Channel invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= 0.0015ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y= 1.06 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es = Yo = Fs = 4.76 cfs 0.26 1.06 fps 4.49 se ft 8.48 ft 8.74 ft 0.51 ft 0.53 ft 1.08 ft 0.35 ft 0.11 kip Channel Capacity - 100yr - Design Point 1.2 to 2, Basics 5/15/2018, 3:38 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 2 to 3 Design Information (input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 fl/ft F = 0.00 ft Y = 0.54 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.92 cfs 0.26 0.78 fps 1.18 soft 4.34 ft 4.47 ft 0.26 ft 0.27 ft 0.55 ft 0.18 ft 0.01 kip Developed TofC - 5yr - Design Point 2 to 3, Basics 5/15/2018, 3:45 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 2 to 3 Design Information {Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So - 0.0020 ft/ft n = 0.020 8= 0.00 ft Z1 = 4.00 ft/ft Z2 . 4.00 ft/ft F = 0.00 ft Y= 0.46ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo= Fs = 1.03 cfs 0.45 1.22 fps 0.84 sq ft 3.66 ft 3.78 ft 0.22 ft 0.23 ft 0.48 ft 0.15 ft 0.01 kip Channel Stability - 10yr - Design Point 2 to 3, Basics 5/15/2018, 3:46 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 2 to 3 Y w T Z1 Ye B Z2 I Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So - 0.0020 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.57 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo= Fs = 1.03 cfs 0.27 0.80 fps 1.28 sq ft 4.52 ft 4.66 ft 0.27 ft 0.28 ft 0.58 ft 0.19 ft 0.02 kip Channel Capacity - 10yr - Design Point 2 to 3, Basics 5/15/2018, 3:56 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 2 to 3 B Z2 Design information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B= 0.00ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y= 1.10 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es = Yo = 6.04 cfs 0.30 1.25 fps 4.83 sq ft 8.79 ft 9.06 ft 0.53 ft 0.55 ft 1.12 ft 0.36 ft Fs = 0.12 kip Channel Capacity - 100yr - Design Point 2 to 3, Basics 5/15/2018, 3:59 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 2.9 to 3 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B= 0.00 ft Z1= 4.00 Mt Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.57 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo = Fs= 1.07 cfs 0.27 0.81 fps 1.32 sq ft 4.59 ft 4.73 ft 0.28 ft 0.29 ft 0.58 ft 0.19 ft 0.02 kip Pe s / i171 2 swo(r Gleckc Channel Capacity - 10yr - Des. 5/16/2018, 10:51 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - I0yr - Design Point 2.9 to 3 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.47 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = 1.07 cfs 0.45 1.24 fps 0.87 sq ft 3.73 ft 3.84 ft 0.23 ft 0.23 ft 0.49 ft 0.15 ft Fs = 0.01 kip Channel Stability - 10yr - Design Point 2.9 to 3, Basics 5/16/2018, 10:51 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 2.9 to 3 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ftlft F= 0.00 ft Y = 1.10 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= P= R= D= Es =- Yo = Fs = 5.99 cfs 0.30 1.25 fps 4.80 so ft 8.76 ft 9.03 ft 0.53 ft 0.55 ft 1.12 ft 0.36 ft 0.12 kip Channel Capacity - 100yr - Design Point 2.9 to 3, Basics 5/16/2018, 10:52 AM CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: 2016-129 Union Estates Pipe ID: Culvert - Design Point 3 to 4 Tc f 4� 'angle 1 Design information (Input) Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge Full -flow Capacity (Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (O<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Norma! Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (O<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af = Pf = Theta = Qf = Theta = An = Tn = Pn = Yn = Vn = Qn = Flow = Fr, = Theta -c = Ac = Tc Yc = Vc = Fr, = 1.77 4.71 4.83 sq ft ft radians cfs radians sq ft ft ft ft fps cfs of full flow subcritical radians sq ft ft ft fps UD-Culvert_v3.05 (Design Point 3 to 4), Pipe 5/15/2018, 4:21 PM CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: 2016-129 Union Estates Pipe ID: Culvert - Design Point 4 to 5 l3 } Design Information (Input? Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge Full -flow Capacity (Calculated). Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af Pf = Theta = Qf = Theta = An = Tn = Pn Yn = Vn = On = Flow = Fr, = Theta -c = Ac = Tc = Ye = Vc = Fr, = 1.13 sq ft ft radians cfs 1.22 radians sq ft ft ft ft fps cfs of full flow subcritical 0.42 1.36 0.43 3.16 1.00 radians sq ft ft ft fps UD-Culvert_v3.05 v3.05 (Design Point 4 to 5), Pipe 5/15/2018, 4:23 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 5 to 6 B Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0010 ft/ft o = 0.035 B = 20.00 ft Z1 = 3.00 Mt Z2 = 6.00 ft/ft F = 0.00 ft Y = 0.25 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 2.67 cfs 0.19 0.51 fps 5.21 sq ft 22.22 ft 22.28 ft 0.23 ft 0.23 ft 0.25 ft 0.12 ft 0.04 kip Developed TofC - 5yr - Design Point 5 to 6, Basics 5/15/2018, 4:25 PM Normal Flow Analysis o Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 5 to 6 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0010 Mt n = 0.020 B = 20.00 ft Z1 = 3.00 ft/ft Z2 = 6.00 Mt F= 0.00ft Y- 0.20 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs 3.17 cfs 0.31 0.77 fps 4.10 sq ft 21.77 ft 21.81 ft 0.19 ft 0.19 ft 0.21 ft 0.10 ft 0.03 kip Channel Stability - 10yr - Design Point 5 to 6, Basics 5/15/2018, 4:27 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 5 to 6 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0010 ft/ft n = 0.035 B = 20.00 ft Z1 = 3.00 ft/ft Z2 = 6.00 ft/ft F = 0.00 ft Y= 0.27 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force QW Fr = V= A= T= P= R= D= Es = Yo = Fs = 3.17 cfs 0.19 0.55 fps 5.81 so ft 22.46 ft 22.53 ft 0.26 ft 0.26 ft 0.28 ft 0.13 ft 0.05 kip Channel Capacity - 10yr - Design Point 5 to 6, Basics 5/15/2018, 4:28 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 5 to 6 Design Information (Input) Channel invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0010 ft/ft n = 0.035 B = 20.00 ft Z1 = 3.00 ft/ft Z2 = 6.00 ft/ft F= 0.00ft Y = 0.77 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 18.71 cfs 0.22 1.03 fps 18.17 soft 26.96 ft 27.15 ft 0.67 ft 0.67 ft 0.79 ft 0.37 ft 0.45 kip Channel Capacity - 100yr - Design Point 5 to 6, Basics 5/15/2018, 4:29 PM ll CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: 2016-129 Union Estates Pipe ID: Culvert - Design Point 6 Y Desictn Information (Input). Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So = n= D= Q= 0.0022 0.0130 18.00 2.55 ft/ft inches cfs Full -flow Capacity (Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Haff Central Anglo (0<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af Pf = Theta = Qf = Theta = An = In = Pn = Yn = Vn Qn = Flow = Fr„ = Theta -c = Ac = Tc = Yc = VG = Fr, = 1.59 0.91 1.50 2.38 0.76 2.82 2.55 51.6% 0.64 sq ft ft radians cfs radians sq ft ft ft ft fps cfs of full flow subcriticai radians sq ft ft ft fps UD-Culvert_v3.05 (Design Point 6), Pipe 5/15/2018, 4:32 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 6 to 7 B Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0005 ft/ft n = 0.035 B = 15.00 ft 71 = 3.00 ft/ft Z2 = 3.00 ft/ft F = 0.00 ft Y = 0.35 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = v= A= T= P= R= D= Es = Yo = Fs = 2.55 cfs 0.14 0.45 fps 5.63 se ft 17.11 ft 17.22 ft 0.33 ft 0.33 ft 0.35 ft 0.17 ft 0.06 kip Developed TofC - 5yr - Design Point 6 to 7, Basics 5/15/2018, 4:34 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 6 to 7 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0005 ft/ft n = 0.020 B= 15.00ft Z1 = 3.00 ft/ft Z2 = 3.00 ft/ft F= 0.00 ft Y= 0.28 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo Fs = 3.13 cfs 0.24 0.69 fps 4.51 sq ft 16.71 ft 16.80 ft 0.27 ft 0.27 ft 0.29 ft 0.14 ft 0.04 kip Channel Stability - 10yr - Design Point 6 to 7, Basics 5/15/2018, 4:35 PM Normal Flow Analysis o Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 6 to 7 T Z1 YID B B Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0005 ft/ft n = 0.035 B = 15.00 ft Z1 = 3.00 ft/ft Z2 = 3.00 ft/ft F = 0.00 ft Y = 0.40 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 3.13 cfs Fr = 0.14 V = 0.49 fps A= 6.42 sgft T= 17.38 ft P= 17.51 ft R = 0.37 ft D= 0.37ft Es= 0.40 ft Yo = 0.19 ft Fs = 0.08 kip Channel Capacity - 10yr - Design Point 6 to 7, Basics 5/15/2018, 4:36 PM Stormwater Swale and Culvert Design Narrative Union Estates PUD Lots 1 thru 9 A parcel of land located in the Northeast % of Section 5, Township 4 North, Range 65 West of the 6`h P.M. ATD Job #2016-129 Weld County Road 50/Weld County Road 41 La Salle, CO 80645 April 2018 "I hereby certify that this report for stormwater swale and culvert design for the Union Estates PUD was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County storm drainage criteria for the owners thereof." Mark A. Taylor Registered Professional Engineer State of Colorado No. 46065 3 Table of Contents General Location and Description 3 Location 3 Description of Property 3 Drainage Basins and Sub -Basins 4 Major Basin Description 4 Sub -Basin Description 4 Drainage Design Criteria 4 Regulations 4 Development Criteria Reference and Constraints 5 Hydrological Criteria 5 Hydraulic Criteria 6 Drainage Facility Design 6 General Concept 6 Specific Details 7 Conclusions 8 Compliance with Code 8 Drainage Concept 8 References g Appendix 9 Appendix A 9 Soil Map 9 Soil Description 12 Unpaved Local Roads and Streets 18 Local Roads and Streets 23 Corrosion of Concrete 28 Corrosion of Steel 32 Dwellings Without Basements 36 Dwellings With Basements 41 Depth to Water Table 46 Hydrologic Soil Group 50 Parcel Number 105505100035 54 FEMA FIRM Panel 57 Colorado Department of Public Health & Environment 58 Appendix B 67 Table 6-3. Recommended percentage imperviousness values 67 Table 6-2. NRCS Conveyance factors, K 68 Table 6-5. Runoff coefficients, c 69 Table 3-3. Extended duration -intensity -frequency tabulation, City of Greeley 70 Modified FAA Method 71 Urban Drainage Culvert Sizing 73 Stage Volume Images 75 Back Drawing Pocket Cover Sheet, Existing Site, Proposed Site Pocket I Preliminary Grading and Drainage, SWMP, SWMP Details Pocket 2 Details, Landscaping Plan Pocket 3 I. General Location and Description A. Location 1. This stormwater swale and culvert design narrative is for a parcel of land located in the Northeast 1/4 of Section 5, Township 4 North, Range 65 West of the 6th P.M. 2. The site is located southwest of the intersection of Weld County Road (W.C.R.) 50 and Weld County Road (W.C.R.) 41. Proposed access to the site will be located approximately 1250' West of said intersection off of W.C.R. 50. 3. The immediate area surrounding the site is largely agricultural land. The Town of La Salle is located approximately 1/2 mile west of the site. 4. The property to the west of the site is zoned agricultural and has a single-family home in the northeast portion of the property, parcel number 105505100034, owned by Dale and Tiffany Loeffler. The parcel to the south of the site is zoned agricultural and has a single-family home in the northeast corner of the property, parcel number 105505000030, owned by W C L Limited Partnership. To the east across Weld County Road 41 is a large agricultural lot with a large equipment building along the east side of the property, parcel number 105504200007, owned by Rex and Mary Ann Craven. To the north across Weld County Road 50 are two properties that border the site proposed for development; a large agricultural lot, parcel number 096132400009, owned by Harry Strohauer, and a small agricultural lot (on the northwest corner of the W.C.R. 50 and W.C.R. 41) that has a single-family house and an equipment building in the southeast corner of the property, parcel number 096132000074, owned by Harry and Katie Strohauer. B. Description of Property 1. The area covered in this narrative includes Lots 1 thru 9, Outlot A, and the 60' R.O.W. for Union Drive and Union Street of the proposed Union Estates PUD. The total area of development is ± 54.548 Acres. 2. The existing ground cover is farmland irrigated by a center pivot irrigation system located along the south edge of the property. The site has two soil types, Vona Sandy Loam. (74.6%) and Julesburg Sandy Loam (25.4%). Both soil types are a "Type A" Hydrological Soil Type, and "Type A" soil will be used in the calculations. 3. The north -south running Union Irrigation Ditch is located adjacent to the West line of the property. There is a 4' wide east -west running concrete irrigation channel near the south line of the property. 4. The proposed development of the site would consist of 9 single family building lots, and 1 outlot. The single-family lots range in size from ±3.698 AC. to +10.002 AC. A portion of Outlot A will be used in the drainage design as a peaking pond. Also, a portion of Outlot A will be used as an equestrian trail around the perimeter of the property. The proposed roads will form the shape of an "L", and will consist of a north -south road named Union Drive that will intersect with an east -west road named Union Street at a 90° turn. There is a cul-de-sac at the east end of Union Street. 5. To the west of the site is the Union Ditch owned by: Union Ditch Company 1025 9th Ave. Suite #309 Greeley, Colorado 80631 This irrigation ditch should not be affect or have an impact on the proposed development. 6. The ground water table is assumed to be deep at the site. According to Web Soils Survey, the depth to ground water is 6.5 feet or deeper. When Alles, Taylor, and Duke LLC conducted an OWTS Performance Report in April of 2017, it was found that the ground water level was at 86 inches below the existing grade. Little to no redoximorphic features were found between 78 and 92 inches. The presence of redoximorphic features indicates seasonally higher ground water levels. 3 II. Existing Drainage Basins and Sub -Basins A. Major Basin Description 1. Weld County Public Works was contacted in regards to existing drainage reports and Master Drainage plans in the area. No information was available. 2. The site is located in the South Platte Drainage basin. The South Platte River is located about 1.3 miles to the Northwest. The South Platte drainage basin has been transitioning from a rural to an urbanized area for several years. 3. The site is not affected by a floodplain per Firm Panel 08123C1731E, dated January 20, 2016, please see the attached FIRM. 4. On -site contours have been provided at 1 -ft intervals. B. Sub -Basin Description 1. The historic drainage pattern of the site is as follows: In general, stormwater flows, at this site, from the south to the north at about a 0.5% grade. All off -site stormwater-flows from the south are intercepted by a 4' concrete irrigation ditch. No off -site stormwater-flows enter the site from the east or north. The Union Ditch intercepts any off -site stormwater flows for a portion of the west property line, with the remainder of said line being a single-family residence. The surrounding areas are mostly irrigated farm land. 2. There are very little off -site contributing areas (±0.33 AC. residential lot to the west) that need to be taken into account. The only instance where there might be off -site stormwater is if there is an unusually long storm that causes the irrigation ditches to overtop. This will lead to sheet flow across the site, south to north, from off -site areas. III. Drainage Design Criteria A. Regulations 1. The criteria used in this drainage design is the Weld County Engineering and Construction Criteria, dated April 2012 and the Urban Drainage and Flood Control District, Urban Storm Drainage Criteria Manual Volumes I & II, dated January 2016, revised March 2017, and the Urban Drainage and Flood Control District, Urban Stouii Drainage Criteria Manual, Volume III dated September 2010. The existing culvert and peaking pond sizes have been verified using the Modified FAA method as obtained from the Urban Storm Drainage Web Site. B. Development Criteria Reference and Constraints 1. Weld County Public Works was contacted in regard to existing drainage reports and Master Drainage plans in the area. No information was available. Therefore, the site is not affected by any known drainage reports or studies and the site does not have an impact on any surrounding drainage reports or studies. 2. In general, stormwater flows from the south to the north across this site at 0 to 1% grades. All offsite stormwater flows from the south are intercepted by the 4' wide east -west running concrete irrigation channel near the south line of the property. No off -site stormwater flows enter the site from the East or North. A small residential area to the West of the site, 0.33 AC, does contribute a small amount of stormwater to the site. The proposed development of a 9 Lot PUD will not affect the surrounding properties as the historic drainage patterns will remain intact at the downstream limits of the proposed development. The proposed streets for the PUD will consist of a north -south street (Union Drive) connecting Weld County Road 50 to the development. The proposed roads will form the shape of an "L", and will consist of a north -south road named Union Drive that will intersect with an east -west road named Union Street at a 90° turn. There is a cul-de-sac at the east end of Union Street. There are no existing structures on the site. There are existing gas pipe lines located on the eastern side of the site. No development or site grading is proposed in the area of the gas pipe lines. There is currently a 15 -inch corrugated steel culvert that runs from the far northeast corner of the site under Weld County Road 50. This culvert has been checked for capacity and 4 conveyance and will withstand the new development without overtopping Weld County Road 50 during a 100 -year storm. C. Hydrological Criteria 1. Rainfall curves and tables were determined using the City of Greeley's Intensity -Duration - Frequency Curves, the City of Greeley's Extended Duration -Intensity -Frequency Tabulation, Table 3-3, and the Urban Drainage and Flood Control District Runoff Coefficients from Table 6-5. 2. The design storm recurrence intervals used in this drainage design are the 5 -year historic stormwater flow value used to determine the time of concentration for the historic site. The 10 -year and 100 - year storms will also be used in designing and sizing the drainage swales throughout the property. 3. The Rational Method will also be used for runoff values to also assist in designing and sizing the drainage swales. 4. The Modified FAA Method Detention Volume Spreadsheet and the Urban Drainage Culvert Design Spreadsheet were utilized to determine if the existing 15 -inch culvert under Weld County Road 50 and the roadside swale are sufficient for the proposed development. 5. No other drainage criteria or calculation method for the Hydrological Criteria were used in the preparation of this drainage narrative or drainage design. D. Hydraulic Criteria 1. The culvert under Weld County Road 50 and the roadside swale on the north side of the site are the only conveyance capacities that needed to be checked for capacity and flows. Both are ample for this site and the proposed development. 2. There are no current proposed detention release structures since the existing culvert in place is adequate for the proposed site and in conjunction with the drainage swale will drain in adequate time 3. The site is not in a Municipal Separate Storm Sewer Systems (MS4) area; therefore, it is not required to account for Water Quality Capture Volume within the peaking pond. IV. Drainage Facility Design A. General Concept 1. The proposed drainage concept is to use the natural grades that now exist on site. The typical drainage pattern runs from the south to the north on the property. The proposed peaking pond will be located along the north side of the property on Outlot A. The stormwater from each lot will be directed to the proposed peaking pond by a system of lot line drainage swales and barrow ditches along the proposed streets. Stonnwater flows not captured by the lot line drainage swales will sheet flow to the northern side of the site and be collected in the peaking pond. The existing site drainage patterns will be altered slightly. Historic drainage patterns will be maintained at the R.O.W. line on the northern side of the property. The stormwater will be released at rates that are already on site, as there will be no alterations to the culvert or how the water is detained before being released. 2. Table 6-3 from the Urban Storm Drainage Criteria Manual Volume 1 was used to determine the imperviousness value for the proposed development. For a residential site, 2.5 AC or larger, provided an imperviousness value of 12%. Table 6-5 of the USDCM was used to determine the different runoff coefficients required for the drainage design. 3. The proposed drainage structures for this drainage design include a series of smaller drainage swales that will go amongst the lots and along both proposed roads to help convey the water from the far south side of the site to the north side where the peaking pond and culvert are located. A few culverts are proposed to assist in conveying the water to the peaking pond. One is to cross Union Drive at the 90° turn to Union Street. A culvert is proposed under Union Drive just south of Weld County Road 50 to convey water from the west side of the peaking pond to the east towards the outlet culvert. A culvert is proposed along the ditch on the west side of Union Drive to carry stormwater under the proposed mailbox pull -off area and equestrian trail. Similarly, a culvert is proposed along the ditch on the east side of Union Drive to carry stormwater under the equestrian trail. Two sets of culverts 5 are proposed at the access points to the oil and gas operations area to convey water from the west side of the peaking pond to the east towards the outlet culvert. Finally, a culvert is proposed on the eastern side of the property to convey water collected in an east -west swale under the equestrian trail. 4. Included in the appendixes of this narrative is a copy of the drawing set which includes a cover sheet, existing site conditions, final PUD plat, grading and drainage plans, culvert details, road plan and profiles, SWMP layout, SWMP details, utility plan, utility plan details, general details, and a landscaping plan. Also included in the appendixes are the Web Soil Survey results which include the soil type and where on the site it's located, descriptions of the soil types, the ability and feasibility to use the soils on site to create unpaved local roads and streets, the impact of putting in paved roads on the existing soils, the likelihood of concrete corroding in the existing soils, the likelihood of steel corroding, how limited building dwellings without basements is, how limited building dwellings with basements is, the depth to the water table, and the hydrologic soil type of the site. A copy of the property profile and facts are included, this provides information such as account information, owners, building information, and tax authorities. FEMA FIRM Panel 1731E is included to show that yes the site is on a FEMA FIRM Panel but it is not directly affected by a published flood plain. Copies of the tables and charts used in calculations and some of the calculations have been provided. B. Specific Details 1. As of now, no drainage problems have been encountered in the drainage design for this site. 2. The Modified FAA Method Detention Volume Spreadsheet and Urban Drainage Culvert Design Spreadsheet were utilized to deteunine if the existing 15 -inch culvert under Weld County Road 50 is sufficient for the proposed development. The elevation of the road pavement (4673.7) was used to determine the minor storm event flow and the elevation of the crest of Weld County Road 50 (4673.9) was used to determine the major storm event flow. These flows were then entered into the Modified FAA Method to determine the volumes produced by the culvert in these rainstorm events. It was determined that the roadside swale is large enough to act as a peaking pond for the flows off of the site during rainstorm events. The events from a 100 -year storm, based on the capacity and flow rates of the existing culvert, produces a volume of approximately 183,700 cubic feet and the existing drainage swale can hold approximately 191,700 cubic feet before overtopping Weld County Road 50. 3. The peaking pond is located on the northern side of the proposed development. The side slopes of the peaking pond are designed at a 3:1 slope on the north side and a 6:1 slope on the south side, and most equipment will be adequate in mowing the peaking pond as needed. Peaking pond cleaning and silt removal can be performed using small equipment such as a skid -steer loader if needed. 4. The general contractor or owner will be required to fill out all forms to obtain a SWMP permit. The base drawings and general site notes for the SWMP permit have been included with this narrative. C. Proposed Basins Descriptions 1. Below are descriptions of the drainage sub -basins used in the drainage design for the site. Sub -basin SE -1-1 Sub -basin SB-1-1 contains 2.02 acres and encompasses the far southwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 1. Sub -basin SB-1-1 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 1 is 0.36 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 1 is 1.96 cubic feet per second (cfs). 6 Sub -basin SB-1-2 Sub -basin SB-1-2 contains 2.87 acres and is located in the southwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west and north -south swale along the north side of the basin, concentrating at Design Point 1.1. The run-off from Sub -basin SB-1-2 combines with the run-off from Sub -basin SB-1-1 at Design Point 1.1. Sub -basin SB-1-2 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 1.1 is 0.81 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 1.1 is 4.50 cubic feet per second (cfs). Sub -basin SB-1-3 Sub -basin SB-1-3 contains 0.57 acres and is located in the southwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in a north -south swale along the west side of the basin, concentrating at Design Point 1.2. The run-off from Sub -basin SB-1-3 combines with the run-off from Design Point 1.1 at Design Point 1.2. Sub -basin SB-1-3 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 1.2 is 0.85 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 1.2 is 4.76 cubic feet per second (cfs). Sub -basin SB-1-4 Sub -basin SB-1-4 contains 2.66 acres and is located in the western portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 2. The run-off from Sub -basin SB-1-4 combines with the run-off from Design Point 1.2, Sub -basin SB-1-5, and Sub -basin SB-1-6 at Design Point 2. Sub -basin SB-1-4 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 2 is 1.03 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 2 is 6.04 cubic feet per second (cfs). Sub -basin SB-1-5 Sub -basin SB-1-5 contains 0.39 acres and is located in the central portion of the site. Stormwater from this basin sheet flows overland from the southwest to the northeast, as well as from the crown of Union Drive towards the west. Run-off is captured in a north -south roadside ditch along the west side of Union Drive, concentrating at Design Point 25. Sub -basin SB-1-5 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 25 is 0.07 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 11 is 0.41 cubic feet per second (cfs). Sub -basin SB-1-6 Sub -basin SB-1-6 contains 0.08 acres and is located in the central portion of the site. Stormwater from this basin sheet flows overland from the southwest to the northeast, as well as from the crown of Union Drive towards the west. Run-off is captured in a north -south roadside ditch along the west side of Union Drive, concentrating at Design Point 2. The run-off from Sub -basin SB-1-6 combines with the run-off from Design Point 1.2 and Sub -basin SB-1-4 at Design Point 2. Sub -basin SB-l-6 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 2 is 1.03 cubic feet per second (efs). The 100 -year runoff rate at Design Point 2 is 6.04 cubic feet per second (cfs). Sub -basin SB-1-7 Sub -basin SB-1-7 contains 0.70 acres and is located in the northwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in a north -south swale along the east side of the basin, concentrating at Design Point 3. The ran -off from Sub -basin SB-1-7 combines with the run-off from Design Point 2 at Design Point 3. Sub -basin SB-1-7 has a developed imperviousness value of 7 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 3 is 1.07 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 3 is 5.99 cubic feet per second (cfs). ). The 100 -year storm event at Design Point 3 is designed to be directed around the culvert through the designed low -point on the equestrian trail to the peaking pond near Design Point 4. It was determined that the culvert at Design Point 3 will carry a maximum of 2.90 cfs and will be adequately sized to carry the 10 -year storm. For the 100 -year storm event, the culvert will handle the 2.90 cfs and the remaining 3.09 cfs will flow around the culvert to the peaking pond. Sub -basin SB-1-8 Sub -basin SB-1-8 contains 4.47 acres and encompasses the northwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west peaking pond along the north side of the basin, concentrating at Design Point 4. The run-off from Sub -basin SB-1-8 combines with the run- off from Design Point 3 at Design Point 4. Sub -basin SB-1-8 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year stow's are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 4 is 1.58 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 4 is 8.76 cubic feet per second (cfs Sub -basin SB-1-9 Sub -basin SB-1-9 contains 2.44 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland from the south to the north, as well as from the crown of Union Street towards the south, and is captured in an east -west roadside ditch along the south side of Union Street, concentrating at Design Point 9. Sub -basin SB-1-9 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 9 is 0.47 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 9 is 2.57 cubic feet per second (cfs). Sub -basin SB-1-10 Sub -basin SB-1-10 contains 1.66 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland from the south to the north, as well as from the crown of Union Street towards the south. Run-off is captured in an east -west roadside ditch along the south side of Union Street and a swale on the west side of the basin, concentrating at Design Point 10. The run-off from Sub -basin SB-1-10 combines with the run-off from Design Point 9 at Design Point 10. Sub -basin SB-1-10 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 - year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 10 is 0.72 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 10 is 3.99 cubic feet per second (cfs). Sub -basin SB-1-11 Sub -basin SB-1-11 contains 0.29 acres is located in the southern portion of the site. Stormwater from this basin sheet flows overland and is captured in a north -south swale along the east side of the basin, concentrating at Design Point 21. Sub -basin SB-I -11 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 21 is 0.06 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 21 is 0.31 cubic feet per second (cfs). Sub -basin SB-1-12 Sub -basin SB-I-12 contains 0.10 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland and is captured in a north -south swale along the east side of the basin, concentrating at Design Point 21.1. The run-off from Sub -basin SB-1-12 combines with the run- off from Sub -basin SB-i-I 1 at Design Point 21.1. Sub -basin SB-1-12 has a developed imperviousness 8 value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 21.1 is 0.07 cubic feet per second (cfs). The 100 - year runoff rate at Design Point 21.1 is 0.36 cubic feet per second (cfs). Sub -basin SB-1-13 Sub -basin SB-1-13 contains 0.27 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland from the south to the north, as well as from the crown of Union Street towards the south. Run-off is captured in an east -west roadside ditch along the south side of Union Street and a swale on the east side of the basin, concentrating at Design Point 11. The run-off from Sub -basin SB-1-13 combines with the run-off from Design Point 10, Sub -basin SB-1-14, and Sub - basin SB-1-15 at Design Point 11. Sub -basin SB-1-13 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 11 is 1.64 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 11 is 9.08 cubic feet per second (cfs). Sub -basin SB-1-14 Sub -basin S13-1-14 contains 3.79 acres and is located in the southwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 11. The run-off from Sub -basin SB-1-14 combines with the run-off from Design Point 10, Sub -basin SB-1-11, Sub -basin SB-1-12, Sub -basin SB-1-13, and Sub - basin SB-1-15 at Design Point 11. Sub -basin SB-1-14 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 11 is 1.64 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 11 is 9.08 cubic feet per second (cfs). Sub -basin SB-1-14.5 Sub -basin SB-1-14.5 contains 0.82 acres and is located in the southwestern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 20. Sub -basin SB-1-14.5 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 20 is 0.15 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 20 is 0.85 cubic feet per second (cfs). Sub -basin SB-1-15 Sub -basin SB-1-15 contains 0.26 acres and is located in the central portion of the site. Stormwater from this basin sheet flows overland from the northwest to the southeast, as well as from the crown of Union Drive towards the west. Run-off is captured in a north -south roadside ditch along the west side of Union Drive, concentrating at Design Point 11. The run-off from Sub -basin SB-1-15 combines with the run- off from Design Point 10, Sub -basin SB-1-11, Sub -basin SB-1-12, Sub -basin SB-1-13, and Sub -basin SB-1-14 at Design Point 11. Sub -basin SB-1-15 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 11 is 1.64 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 11 is 9.08 cubic feet per second (cfs). Sub -basin SB-1-16 Sub -basin SB-1-16 contains 0.17 acres and is located in the central portion of the site. Stormwater from this basin sheet flows from the crown of Union Street towards the north and is captured in an east -west roadside ditch along the north side of Union Street, concentrating at Design Point 12. The run-off from Sub -basin SB-1-16 combines with the run-off from Design Point 11 at Design Point 12. Sub -basin SB- 1-16 has a developed imperviousness value of 24%. The run-off coefficient for the 10 -year and 100- 9 year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 12 is 1.65 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 12 is 9.18 cubic feet per second (cfs). Sub -basin SB-1-17 Sub -basin SB-1-17 contains 2.57 acres and is located in the central portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 24. Sub -basin SB-1-17 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 24 is 0.49 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 24 is 2.71 cubic feet per second (cfs). Sub -basin SB-1-18 Sub -basin SB-1-18 contains 1.84 acres and is located in the central portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 13. The run-off from Sub -basin SB-1-18 combines with the run-off from Design Point 12 at Design Point 13. Sub -basin SB-1-18 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 13 is 2.12 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 13 is 11.87 cubic feet per second (cfs). Sub -basin SB-1-19 Sub -basin SB-1-19 contains 0.22 acres and is located in the northern portion of the site. Stormwater from this basin sheet flows from the crown of Union Drive towards the east and is captured in a north - south roadside ditch along the east side of Union Drive, concentrating at Design Point 14. The run-off from Sub -basin SB-1-19 combines with the run-off from Design Point 13 at Design Point 14. Sub -basin SB-1-19 has a developed imperviousness value of 24%. The run-off coefficient for the 10 -year and 100 - year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 14 is 1.96 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 14 is 10.88 cubic feet per second (cfs). Sub -basin SB-1-20 Sub -basin SB-1-20 contains 4.83 acres and is located in the northern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west peaking pond along the north side of the basin, concentrating at Design Point 6. The run-off from Sub -basin SB-1-20 combines with the run- off from Design Point 5 at Design Point 6. Sub -basin SB-1-20 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 6 is 3.13 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 6 is 16.72 cubic feet per second (cfs). Sub -basin SB-1-21 Sub -basin SB-1-21 contains 2.85 acres and is located in the northeastern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west peaking pond along the north side of the basin, concentrating at Design Point 7. The run-off from Sub -basin SB-1-21 combines with the run- off from Design Point 6 at Design Point 7. Sub -basin SB-1-21 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 7 is 3.28 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 7 is 17.29 cubic feet per second (cfs). Sub -basin SB-1-22 Sub -basin SB-1-22 contains 1.59 acres and is located in the southern portion of the site. Stounwater from this basin sheet flows overland from the south to the north, as well as from the crown of Union Street towards the south, and is captured in an east -west roadside ditch along the south side of Union Street, concentrating at Design Point 15. Sub -basin SB-1-22 has a developed imperviousness value of 10 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 15 is 0.30 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 15 is 1.68 cubic feet per second (cfs). Sub -basin SB-1-23 Sub -basin SB-1-23 contains 1.66 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland from the south to the north, as well as from the crown of Union Street towards the south. Run-off is captured in an east -west roadside ditch along the south side of Union Street, concentrating at Design Point 16. The run-off from Sub -basin SB-1-23 combines with the run-off from Sub -basin SB-1-22, Sub -basin SB-1-24, and Sub -basin SB-1-25 at Design Point 16. Sub - basin SB-1-23 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 16 is 0.84 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 16 is 4.66 cubic feet per second (cfs). Sub -basin SB-1-24 Sub -basin SB-1-24 contains 0.20 acres is located in the southern portion of the site. Stormwater from this basin sheet flows overland and is captured in a north -south swale along the east side of the basin, concentrating at Design Point 23. Sub -basin SB-1-24 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 23 is 0.04 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 23 is 0.23 cubic feet per second (cfs). Sub -basin SB-1-25 Sub -basin SB-1-25 contains 1.34 acres and is located in the southern portion of the site. Stormwater from this basin sheet flows overland and is captured in a north -south swale along the east side of the basin, concentrating at Design Point 16. The run-off from Sub -basin SB-1-25 combines with the run-off from Design Point 15, Sub -basin SB-1-23, and Sub -basin SB-1-24 at Design Point 16. Sub -basin SB-1- 25 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 16 is 0.84 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 16 is 4.66 cubic feet per second (cfs). Sub -basin SB-1-26 Sub -basin SB-1-26 contains 0.31 acres and is located in the central portion of the site. Stormwater from this basin sheet flows from the crown of Union Street towards the north and is captured in an east -west roadside ditch along the north side of Union Street, concentrating at Design Point 17. The run-off from Sub -basin SB-1-26 combines with the run-off from Design Point 16 and Sub -basin SB-1-27 at Design Point 17. Sub -basin SB-1-26 has a developed imperviousness value of 22%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 17 is 1.03 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 17 is 4.90 cubic feet per second (cfs). Sub -basin SB-1-27 Sub -basin SB-1-27 contains 0.08 acres and is located in the central portion of the site. Stormwater from this basin sheet flows from the crown of Union Street towards the east and is captured in a north -south roadside ditch along the east side of Union Street, concentrating at Design Point 17. The run-off from Sub -basin SB-1-27 combines with the run-off from Design Point 16 and Sub -basin SB-1-26 at Design Point 17. Sub -basin SB-1.27 has a developed imperviousness value of 27%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 17 is 1.03 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 17 is 4.90 cubic feet per second (cfs). 11 Sub -basin SB-1-28 Sub -basin S13-1-28 contains 4.68 acres and is located in the southeast portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west swale along the north side of the basin, concentrating at Design Point 18. The run-off from Sub -basin SB-1-28 combines with the run-off from Design Point 17 at Design Point 18. Sub -basin SB-1-28 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 18 is 1.56 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 18 is 7.41 cubic feet per second (cfs). Sub -basin SB-1-29 Sub -basin SB-1-29 contains 0.33 acres and is located in the far southeast portion of the site. Stormwater from this basin sheet flows overland and is captured in an existing north -south ditch along the east side of the basin, concentrating at Design Point 19. The ran -off from Sub -basin SB-1-29 combines with the run-off from Design Point 18 at Design Point 19. Sub -basin SB-1-29 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 19 is 1.40 cubic feet per second (cfs). The 100 - year runoff rate at Design Point 19 is 7.75 cubic feet per second (cfs). Sub -basin SB-1-30 Sub -basin SB-1-30 contains 7.46 acres and encompasses the northeastern portion of the site. Stormwater from this basin sheet flows overland and is captured in an east -west peaking pond along the north side of the basin, concentrating at Design Point 8. The run-off from Sub -basin SB-1-30 combines with the run-off from Design Point 7 and Design Point 19 at Design Point 8. Sub -basin SB-1-30 has a developed imperviousness value of 12%. The run-off coefficient for the 10 -year and 100 -year storms are 0.06 and 0.21, respectively. The 10 -year runoff rate at Design Point 8 is 4.24 cubic feet per second (cfs). The 100 -year runoff rate at Design Point 8 is 21.97 cubic feet per second (cfs). D. Proposed Swale and Culvert Sizing at Design Points 1. All swales were designed to carry the run-off volume for the 10 -year storm event at a minimum. The 10 -year and 100 -year storm events run-off volume was calculated using the rational method. The run-off coefficients used were sourced from Table 6-5 from the Urban Drainage and Flood Control District Manual — Volume 1. Intensity is linearly interpolated from The City of Greeley Intensity -Duration -Frequency Curves. Swale capacity and stability was checked using the Open Channel Spreadsheets provided by the Urban Drainage and Flood Control District (UDFCD). Swale stability checks were completed with a maximum Froude Number of 0.80. More detail is provided in the tables and Design Point descriptions below. 2. All culverts were designed to carry the run-off volume for the 10 -year storm event at a minimum, with the culverts crossing under the roadway and oil and gas access points being sized to also carry the 100 -year storm event. The 10 -year and 100 -year storm events run-off volume was calculated using the rational method. The run-off coefficients used were sourced from Table 6-5 from the Urban Drainage and Flood Control District Manual — Volume 1. Intensity is linearly interpolated from The City of Greeley Intensity -Duration -Frequency Curves. The culverts were sized using the Culvert Stage -Discharge Sizing spreadsheet provided by the Urban Drainage and Flood Control District (UDFCD). More detail is provided in the tables and Design Point descriptions below. 12 Design Point 1 The information at Design Point I was utilized to size the swale between Design Point 1 and Design Point 1.1. Sub -basin SB-1-1 contributes to the flow volume at Design Point 1. The swale is designed with an invert slope of 0.0029 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.50 was calculated when analyzing the stability of the swale using the 10 -year stoLin volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 27.6 2.93 2.02 0.36 100 -year I .21 27.6 4.63 2.02 1.96 Swale Capacity Storm Invert Event Slope (ft/ft) 10-yr .0029 100-yr .0029 .035 Manning's Bottom n Width (ft) .035 0 Left Side Slope 4:1 Right Side Slope 4:1 Velocity (ft/s) 0.71 Flow Depth (ft) 0.36 Design Depth (ft) 0.75 Swale Stability Storm Invert Event Slope (ft/ft) 0 4:1 4:1 1.09 0.67 0.75 Manning's Bottom n Width Left Side Slope Right Side Slope Froude Number 10-yr f .0029 .020 0 4:1 4:1 0.50 Design Point 1.1 The information at Design Point 1.1 was utilized to size the swale between Design Point 1.1 and Design Point 1.2. Sub -basin SB-1-2 and the flow volume at Design Point 1 contribute to the flow volume at Design Point 1.1. The swale is designed with an invert slope of 0.0029 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm. The swale is not sized to fit the 100 -year storm since the flow depth of 0.92 feet is larger than the design depth of 0.89 feet. A Froude number of 0.53 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (inlhr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 30.3 2.76 4.89 0.81 100 -year 21 30.3 4.38 4.89 4.50 Swale Capacity Storm Event 10-yr 100-yr Invert Slope (ftlft) .0029 .0029 Manning's Bottom Left Side Right n Width Slope Side (ft) Slope .035 .035 0 0 Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 4:1 0.87 0.48 4:1 4:1 j1.34 0.92 0.89 0.89 13 Swale Stability Storm Invert Manning's Event Slope (ft/ft) n Bottom Left Side Right Width Slope Side Slope Froude Number 10-yr .0029 .020 4:1 4:1 0.53 Design Point 1.2 The information at Design Point 1.2 was utilized to size the swale between Design Point 1.2 and Design Point 2. Sub -basin SB-1-3 and the flow volume at Design Point 1.1 contribute to the flow volume at Design Point 1.2. The swale is designed with an invert slope of 0.0015 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm. The swale is not sized to fit the 100 -year storm since the flow depth of 1.06 feet is larger than the design depth of 0.70 feet A Froude number of 0.39 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 33.6 2.60 5.46 0.85 100 -year .21 33.6 4.15 5.46 4.76 Swale Capacity T Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0015 .035 0 4:1 4:1 0.69 0.56 0.70 100-yr .0015 .035 0 4:1 4:1 1.06 1.06 0.70 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0015 .020 1 0 4:1 4:1 0.39 Design Point 2 The information at Design Point 2 was utilized to size the roadside swale between Design Point 2 and Design Point 3. Sub -basin SB-1-4, SE -1-5, SB-1-6, and the flow volume at Design Point 1.2 contribute to the flow volume at Design Point 2. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.45 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 46.4 2.00 8.59 1.03 100 -year .21 _- 46.4 3.35 8.59 6.04 14 Swale Capacity Storm Invert TManning's Event Slope n (ft/ft) 10-yr .0020 .035 100-yr .0020 .035 Bottom ' Left Width Side (ft) Slope Swale Stability 0 4:1 4:1 Right Side Slope 4:1 4:1 Velocity Flow Design (ft/s) Depth Depth (ft) (ft) 0.80 0.57 1.42 1.25 1.10 1.42 Storm Invert Event € Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0020 .020 0 4:1 4:1 0.45 Design Point 2.9 The information at Design Point 2.9 was utilized as a check for the roadside swale between Design Point 2 and Design Point 3. The flow volume for Design Point 3 is used for Design Point 2.9. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm at Design Point 2.9. The swale is not sized to fit the 100 -year storm since the flow depth of 1.10 feet is larger than the design depth of 0.91 feet. A Froude number of 0.45 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Storrnwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 52.1 1.92 9.29 1.07 100 -year .21 52.1 3.07 9.29 5.99 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0020 .035 0 4:1 4:1 0.81 0.57 0.91 100-yr .0020 .035 0 4:1 4:1 1.25 1.10 0.91 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0020 .020 0 4:1 4:1 0.45 Design Point 3 The information at Design Point 3 was utilized to size the culvert between Design Point 3 and Design Point 4 and the required riprap. Sub -basin SB-1-7 and the flow volume at Design Point 2 contribute to the flow volume at Design Point 3. The headwater depth was determined to be 0.92 feet at Design Point 3. It was deteiinined an 18" culvert with a single barrel with the design invert slope of 0.0021 ft/ft 15 would carry a maximum 2.90 cfs and would be adequately sized to carry the 10 -year storm. The 100 - year storm event is designed to be directed around the culvert through the designed low -point on the equestrian trail to the peaking pond. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event 10 -year 100 -year Run-off Coefficient .06 Time of T Intensity Concentration (in/hr) (min) 52.1 1.92 Contributing Area (acres) 9.29 21 52.1 3.07 9.29 Flow Rate (cfs) 1.07 5.99 Culvert Selection Barrel Diameter (inches) Number' of Barrels Invert Slope (ft/ft) Length (ft) Manning's n Controlling Culvert Flowrate (cfs) 18 1 .0021 95 .013 2.9 Riprap Selection and Sizing Riprap Selection -4 Riprap Riprap Length Width (ft) (ft) 5 3 Design Point 4 The information at Design Point 4 was utilized to size the culverts between Design Point 4 and Design Point 5 and the required riprap. Sub -basin SBA -8 and the flow volume at Design Point 3 contribute to the flow volume at Design Point 4. The headwater depth was determined to be 1.38 feet at Design Point 4. It was determined an 18" culvert with 2 barrels with the design invert slope of 0.0029 ft/ft would carry a maximum 8.78 cfs and would be adequately sized to carry the 10 -year and 100 -year storms. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 52.9 1.91 13.76 1.58 100 -year .21 52.9 3.03 13.76 8.76 Culvert Selection Barrel Diameter (inches) r Number of Barrels Invert Slope (ft/ft) Length (ft) Manning's n Controlling Culvert Flowrate (cfs) 18 2 .0029 55 .013 8.78 16 Riprap Selection and Sizing Riprap Selection Riprap Length (ft) Riprap Width (ft) VL 5 3 Design Point 5 The information at Design Point 5 was utilized to size the swale for the peaking pond between Design Point 5 and Design Point 6. The flow volume at Design Point 4 and Design Point 14 contribute to the flow volume at Design Point 5. The swale is designed with an invert slope of 0.0010 ft/ft with a 3:1 left side slope, a 6:1 right side slope, and a 20 foot wide bottom. The swale is adequately sized for the 10 - year and 100 -year storms. A Froude number of 0.31 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Storrnwater Flow Storm Event I Run-off Coefficient Time of Concentration (min} Intensity (in/hr) _ _-_--(acres) Contributing !area Flow Rate (cfs) 10 -year 06 53.2 1.90 27.84 3.17 100 -year .21 53.2 3.20 27.84 18.71 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr 0010 .035 20 3:1 6:1 0.55 0.27 1.34 100-yr .0010 .035 20 3:1 6:1 1.03 0.77 1.34 Swale Stability Storm Invert I Manning's Bottom Left Side Right Froude—I Event Slope (ft/ft) n Width Slope Side Number Slope 10-yr .0010 .020 20 3:1 6:1 0.31 Design Point 6 - Culvert The information at Design Point 6 was utilized to size the culverts at Design Point 6 and the required riprap. Sub -basin SB-1-20 and the flow volume at Design Point 5 contribute to the flow volume at Design Point 6. The headwater depth was determined to be 1.88 feet at Design Point 6. it was determined an 18" culvert with 3 barrels with the design invert slope of 0.0022 ft/ft would carry a maximum 20.80 cfs and would be adequately sized to carry the 10 -year and 100 -year storms. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) 17 Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 71.0 1.60 32.63 3.13 100 -year .21 71.0 2.44 32.63 16.72 Culvert Selection Barrel Diameter (inches) Number of Barrels 18 3 Invert Length rManning's Controlling Slope (ft) n Culvert (ft/ft) Flowrate (cfs) .0022 45 .013 20.80 Riprap Selection and Sizing Riprap Selection Riprap Length (ft) Riprap Width (ft) VL 5 3 Design Point 6 - Swale The information at Design Point 6 was utilized to size the swale for the peaking pond between Design Point 6 and Design Point 7. Sub -basin SB-1-20 and the flow volume at Design Point 5 contribute to the flow volume at Design Point 6. The swale is designed with an invert slope of 0.0005 ft/ft with a 3:1 left side slope, a 3:1 right side slope, and 15 foot wide bottom. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.24 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below fbr the figures used in the calculations.) Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope ! Right Side Slope Velocity (ft/s) j Flow Depth (ft) Design Depth (ft) 10-yr .0005 .035 15 3:1 3:1 0.49 0.40 1.27 100-yr .0005 .035 15 3:1 3:1 ; 0.88 1.05 1.27 Swale Stability Storm Event 10-yr Invert Manning's Slope (ft/ft) n .0005 Bottom Width Left Side Slope .020 15 3:1 Right Side Slope 3:1 Froude Number 0.24 Design Point 7 - Culvert The information at Design Point 7 was utilized to size the culverts at Design Point 7 and the required riprap. Sub -basin SB-1-21 and the flow volume at Design Point 6 contribute to the flow volume at Design Point 7. The headwater depth was determined to be 1.83 feet at Design Point 7. It was 18 determined an 18" culvert with 3 barrels with the design invert slope of 0.0022 ft/ft would carry a maximum 19.68 cfs and would be adequately sized to carry the 10 -year and 100 -year storms. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Run-off Event Coefficient Time of Intensity Concentration (in/hr) (min) Contributing How Rate Area (acres) (cfs) 10 -year 100 -year .06 .21 75.0 1.54 35.48 3.28 75.0 2.32 35.48 17.29 Culvert Selection Barrel Diameter (inches) Number of Barrels Invert Slope (ft/ft) Length (ft) Manning's n _ Controlling Culvert Flowrate 18 3 .0022 45 .013 19.68 .. Riprap Selection and Sizing Riprap Selection Riprap Length (ft) VL 5 Riprap Width (ft) 3 Design Point 7 - Swale The infoi,nation at Design Point 7 was utilized to size the swale for the peaking pond between Design Point 7 and Design Point 8. Sub -basin SB-1-21 and the flow volume at Design Point 6 contribute to the flow volume at Design Point 7. The swale is designed with an invert slope of 0.0010 ft/ft with a 3:1 left side slope, a 6:1 right side slope, and 20 foot wide bottom. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.31 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Swale Capacity r Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0010 ti .035 20 3:1 6:1 0.55 0.28 1.53 100-yr .0010 .035 20 3:1 6:1 1.00 0.74 1.53 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right j Side i Slope Froude Number 10-yr .0010 @m .020 20 f 3:1 6:1 0.31 19 Design Point 8 The information at Design Point 8 encompasses the flow values for the entire site. All sub -basins contribute to the flow at Design Point 8. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 90.3 1.33 53.10 4.24 100 -year .21 90.3 1.97 53.10 21.97 Design Point 9 The information at Design Point 9 was utilized to size the roadside swale between Design Point 9 and Design Point 10. Sub -basin SB-1-9 contributes to the flow volume at Design Point 9. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm. The swale is not sized to fit the 100 -year storm since the flow depth of 0.80 feet is larger than the design depth of 0.50 feet. A Froude number of 0.43 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Run-off Event Coefficient 10 -year .06 100 -year .21 Swale Capacity Time of Concentration (min) 24.0 Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 3.18 2.44 0.47 24.0 5.02 2.44 2.57 Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity I (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0020 .035 0 4:1 4:1 0.66 0.42 0.50 100-yr .0020 .035 0 4:1 4:1 1.01 0.80 0.50 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0020 .020 I 0 4:1 4:1 0.43 Design Point 10 The information at Design Point 10 was utilized to size the roadside swale between Design Point 10 and Design Point 11. Sub -basin SB-1-10, SB-1-11, SB-1-12, and the flow volume at Design Point 9 contribute to the flow volume at Design Point 10. The swale is designed with an invert slope of 0.0020 ft/fl with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.44 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) 20 Stormwater Flow r Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 27.6 2.93 4.10 0.72 100 -year .21 27.6 4.63 4.10 3.99 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n I f Bottom Width (ft) Left Side Slope Right Side Slope I Velocity I (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0020 .035 0 4:1 4:1 0.74 0.50 1.19 100-yr .0020 .035 j 0 4:1 4:1 1.13 0.94 1.19 Swale Stability Storm Event Invert Slope (ftfft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0020 .020 0 4:1 I 4:1 I 0.44 Design Point 11 The information at Design Point 11 was utilized to size the culvert between Design Point 11 and Design Point 12 and the required riprap. Sub -basin SB-1-13, SB-1-14, SB-1-14.5 and the flow volume at Design Point 10 contribute to the flow volume at Design Point 11. The headwater depth was determined to be 1.41 feet at Design Point 11. It was determined an 18" culvert with 2 barrels with the design invert slope of 0.0050 ft/ft would carry a maximum 9.69 cfs and would be adequately sized to carry the 10 - year and 100 -year storms. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 29.2 2.84 9.63 1.64 100 -year .21 29.2 4.49 9.63 9.08 Culvert Selection Barrel Diameter (inches) Number of Barrels I Invert Slope (ft/ft) Length (ft) Manning's ' Controlling n Culvert r Flowrate 18 2 .0050 45 .013 9.69 Riprap Selection and Sizing Riprap Selection Riprap Length (ft) Riprap Width (ft) VL - 5 3 21 Design Point 12 The information at Design Point 12 was utilized to size the roadside swale between Design Point 12 and Design Point 13. Sub -basin SB-1-16 and the flow volume from Design Point 11 contribute to the flow volume at Design Point 12. The swale is designed with an invert slope of 0.0043 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.66 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Storrnwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 29.4 2.81 9.80 1.65 100 -year .21 29.4 4.46 9.80 9.18 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n _ Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0043 .035 0 4:1 4:1 1.21 0.59 1.19 100-yr .0043 .035 0 4:1 4:1 1.85 1.11 1.19 Swale Stability Storm 1 Invert Manning's Event Slope (ftlft) n Bottom Width Left Side Slope Right Side Slope Froude Number .020 0 4:1 4:1 0.66 Design Point 13 The information at Design Point 13 was utilized to size the roadside swale between Design Point 13 and Design Point 14. Sub -basin SB-1-17, SB-1-18, and the flow volume from Design Point 12 contribute to the flow volume at Design Point 13. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.47 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) _ Contributing Area (acres) Flow Rate (cfs) 10 -year .06 34.0 2.56 13.82 2.12 100 -year .21 34.0 4.09 13.82 11.87 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side I Slope j Velocity (ft/s) Flow Depth (ft) Design Depth (ft} 10-yr .0020 .035 0 4:1 4:1 I 0.96 0.74 1.45 100-yr .0020 .035 0 4:1 4:1 L 1.48 1.42 1.45 j 22 Swale Stability Storm Event I Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0020 .020 0 4:1 4:1 0.47 Design Point 14 The information at Design Point 14 was utilized to size the culvert between Design Point 14 and Design Point 5 and the required riprap. Sub -basin SB-1-19 and the flow volume at Design Point 13 contribute to the flow volume at Design Point 14. The headwater depth was determined to be 1.29 feet at Design Point 3. It was determined an 18" culvert with a single barrel with the design invert slope of 0.0020 ft/ft would carry a maximum 4.06 cfs and would be adequately sized to carry the 10 -year storm. The 100 - year storm event is designed to be directed around the culvert through the designed low -point on the equestrian trail to the peaking pond. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (infhr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 39.7 2.33 14.04 1.96 100 -year 21 39.7 3.69 14.04 10.88 Culvert Selection Barrel Diameter (inches) Number of Barrels Invert Slope (ft/ft) Length (ft) Manning's n Controlling Culvert Flowrate 18 1 .0020 25 .013 4.06 Riprap Selection and Sizing [ Riprap Selection Riprap Length (ft) Riprap Width (ft) VL 5 3 Design Point 15 The information at Design Point 15 was utilized to size the roadside swale between Design Point 15 and Design Point 16. Sub -basin SB-1-22 contributes to the flow volume at Design Point 15. The swale is designed with an invert slope of 0.0030 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm. The swale is not sized to fit the 100 -year storm since the flow depth of 0.63 feet is larger than the design depth of 0.60 feet. A Froude number of 0.50 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) 23 Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 24.0 3.18 1.59 0.30 100 -year .21 24.0 5.02 1.59 1.68 Swale Capacity Storm Event Invert Manning's Bottom Left Side Slope n Width Slope (ft/ft) (ft) Right Side Slope Velocity (ft/s) F low Depth (ft) Design Depth (ft) 10-yr .0030 100- . r .0030 .035 4:1 4:1 0.69 0.33 0.60 .035 4:1 4:1 1.06 0.63 0.60 Swale Stability Storm Event Invert Slope (ft/ft) .0030 Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .020 0 J 4:1 4:1 0.50 Design Point 16 The information at Design Point 16 was utilized to size the roadside swale between Design Point 16 and Design Point 17. Sub -basin SB-1-23, SB-1-24, SB-1-25, and the flow volume at Design Point 15 contribute to the flow volume at Design Point 16. The swale is designed with an invert slope of 0.0030 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.54 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 27.5 2.93 4.79 0.84 100 -year .21 27.5 4.63 4.79 4.66 Swale Capacity Storm Event Invert Slope (ftlft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0030 .035 .035 _ 0 4:1 4:1 0.89 0.49 1.39 100-yr .0030 0 4:1 4:1 1.37 0.92 1.39 Swale Stability Invert � Manning's Bottom Slope (ft/ft) n Width Storm Event Left Side Slope Right Side Slope Froude Number 10-yr .0030 .020 0 4:1 4:1 0.54 24 Design Point 17 The information at Design Point 17 was utilized to size the swale between Design Point 17 and Design Point 18. Sub -basin SB-1-26, SB-1-27, and the flow volume at Design Point 16 contribute to the flow volume at Design Point 17. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.45 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) _ Contributing Area (acres) Flow Rate (cfs) 10 -year .06 29.1 2.83 5.18 1.03 100 -year .21 29.1 4.50 5.18 4.90 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n _ Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Flow Depth (ft) Design , Depth (ft) 10-yr .0020 .035 0 4:1 4:1 0.80 0.57 1.09 100-yr .0020 .035 0 4:1 4:1 1.19 1.02 1.09 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0020 .020 0 4:1 4:1 0.45 Design Point 17.9 The information at Design Point 17.9 was utilized as a check for the swale between Design Point 17 and Design Point 18. The flow volume for Design Point 18 is used for Design Point 17.9. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms at Design Point 17.9. A Froude number of 0.46 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Run-off Time of Event Coefficient Concentration (min) Intensity (in/hr) 10 -year 100 -year .06 .21 41.3 2.26 41.3 Contributing Area (acres) 9.86 Flow Rate (cfs) 1.56 3.58 9.86 Swale Capacity Storm Invert Event Slope (ft/ft) Manning's n 10-yr 100-yr .0020 .0020 .035 .035 Bottom Width (ft) 0 0 Left Side Slope 4:1 4:1 7.41 Right Side Slope 4:1 4:1 Velocity (ft/s) 0.89 1.32 Flow Depth (ft) 0.66 1.19 Design Depth (ft) 2.70 2.70 25 Swale Stabilit Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope I Right Side Slope Froude Number 10-yr .0020 .020 0 4:1 4:1 _ 0.46 Design Point 18 The information at Design Point 18 was utilized to size the culvert between Design Point 18 and Design Point 19 and the required riprap. Sub -basin SB-1-28 and the flow volume at Design Point 17 contribute to the flow volume at Design Point 18. The headwater depth was determined to be 2.6 feet at Design Point 18. It was determined an 18" culvert with a single barrel with the design invert slope of 0.0025 ft/ft would carry a maximum 10.43 cfs and would be adequately sized to carry the 10 -year and 100 -year storms. The required riprap protection was calculated to be type "VL" riprap with a length of 5 feet and width of 3 feet. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 41.3 2.26 9.86 1.56 100 -year .21 41.3 3.58 9.86 7.41 Culvert Selection Number Invert Length ; Manning's Controlling of I Slope (ft) n Culvert Barrels (ft/ft) Flowrate 1 Riprap Selection and Sizing Riprap Selection Riprap Length (ft) Riprap Width (ft) VL 5 3 .013 10.43 Design Point 19 The information at Design Point 19 was utilized to size the swale between Design Point 19 and Design Point 8. Sub -basin SB-1-29 and the flow volume at Design Point 18 contribute to the flow volume at Design Point 19. The swale is designed with an invert slope of 0.0027 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.53 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 41.5 2.29 10.19 1.40 100 -year .21 41.5 3.62 10.19 7.75 26 Swale Capacity Storm Invert Manning's Event 10-yr Slope (ft/ft) .0027 .035 n 100-yr .0027 .035 Swale Stability Bottom Width (ft) Left Side Slope 4:1 Right Side Slope 4:1 Velocity Flow (ft/s) Depth (ft) 0.97 0.60 Design Depth (ft) 2.91 4:1 4:1 1.49 1.14 Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0027 .020 0 4:1 4:1 0.53 2.91 Design Point 20 The infolination at Design Point 20 was utilized to size the swale between Design Point 20 and Design Point 20.1. Sub -basin SB-1-14.5 contributes to the flow volume at Design Point 20. The Swale is designed with an invert slope of 0.0028 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm. The swale is not sized to fit the 100 -year storm since the flow depth of 0.50 feet is larger than the design depth of 0.40 feet. A Froude number of 0.47 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Storrnwater Flow Storm Event Run-off Time of Intensity Coefficient Concentration (in/hr) (min) Contributing Area (acres) Flow Rate (cfs) 10 -year 100 -year .06 24.8 3.13 .21 24.8 4.93 0.82 0.82 0.15 0.85 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ftls) Flow Depth (ft) Design Depth (ft) 10-yr .0028 .035 0 4:1 4:1 0.57 0.26 0.40 100-yr .0028 .035 0 4:1 4:1 0.87 0.50 0.40 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right 1 Froude Side Number Slope 10-yr .0028 .020 0 4:1 4:1 0.47 Design Point 20.1 The information at Design Point 20.1 was utilized to size the swale between Design Point 20.1 and Design Point 11. Sub -basin SB-1-14 and the flow volume from Design Point 20 contribute to the flow volume at Design Point 20.1. The swale is designed with an invert slope of 0.0028 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.51 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) 27 Stormwater Flow Storm Run-off Event Coefficient 10 -year .06 100 -year .21 Swale Capacity Storm Invert Event Slope (ft/ft) 10-yr .0028 100-yr .0028 Time of Concentration (min) 39.2 -_ Intensity (in/hr) 2.35 39.2 3.72 Contributing Area (acres) 4.61 Flow Rate (cfs) 0.65 Manning's Bottom n Width (ft) .035 0 Left Side Slope 4.61 3.60 Right Side Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 4:1 4:1 0.81 0.45 1.27 .035 L 0 4:1 4:1 1.25 0.85 1.27 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr ___..._ .0028 .020 0 4:1 1 4:1 0.51 Design Point 21 The information at Design Point 21 was utilized to size the swale between Design Point 21 and Design Point 21.1. Sub -basin SB-1-11 contributes to the flow volume at Design Point 21. The swale is designed with an invert slope of 0.0073 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.69 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) _ Intensity (inlhr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 24.0 3.18 0.29 0.06 100 -year .21 24.0 5.02 0.29 0.31 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n : Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ftls) Flow Depth (ft) Design Depth (ft) 10-yr .0073 .035 0 4:1 4:1 0.63 0.15 0.43 100-yr .0073 .035 0 4:1 4:1 0.97 0.28 0.43 Swale Stability Storm Invert Event Mannings Bottom Left Side Slope (ft/ft) n Width Slope Right Side Slope Froude Number 10-yr .020 4:1 4:1 0.69 28 Design Point 21.1 The information at Design Point 21.1 was utilized to size the swale between Design Point 21.1 and Design Point 10. Sub -basin SB-1-12 and the flow volume from Design Point 21 contribute to the flow volume at Design Point 21.1. The swale is designed with an invert slope of 0.0073 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.70 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow rStorm Run-off Event Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year 100 -year .06 .21 30.1 30.1 2.78 4.41 0.39 0.39 0.07 0.36 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) 0.66 Flow Depth (ft) Design Depth (ft) 10-yr .0073 .035 0 4:1 4:1 0.16 1.06 100-yr .0073 .035 0 4:1 4:1 1.01 0.30 1.06 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0073 .020 0 4:1 4:1 0.70 Design Point 23 The information at Design Point 23 was utilized to size the swale between Design Point 23 and Design Point 16. Sub -basin SB-1-24 contributes to the flow volume at Design Point 23. The swale is designed with an invert slope of 0.0065 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.64 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 19.8 3.52 0.20 0.04 100 -year .21 19.8 5.59 0.20 0.23 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Width (ft) Left Side Slope Right Side __Slope Velocity (ft/s) Flow Depth (ft) Design Depth (ft) 10-yr .0065 .035 0 4:1 4:1 0.57 0.14 0.44 100-yr .0065 .035 0 4:1 4:1 0.86 0.26 0.44 29 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Left Side Width Slope Right Froude Side Number Slope 10-yr .0065 .020 4:1 4:1 0.64 Design Point 23.1 The information at Design Point 23.1 was utilized to size the swale between Design Point 23.1 and Design Point 16. Sub -basin SB-1-25 and the flow volume from Design Point 23 contribute to the flow volume at Design Point 23.1. The swale is designed with an invert slope of 0.0065 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.72 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of r Concentration (min) Intensity (in/hr) i Contributing Area (acres) Flow Rate (cfs) 10 -year .06 30.0 2.78 1.54 0.26 100 -year .21 30.0 4.42 1.54 1.43 Swale Capacity Storm Event 10-yr Invert Slope (ft/ft) .0065 Manning's n .035 Bottom Width (ft) 0 Left Side Slope 4:1 Right Side Slope 4:1 Velocity (ft/s) 0.89 Flow Depth (ft) Design Depth (ft) 1.34 0.27 100-yr .0065 .035 0 4:1 4:1 1.36 0.51 1.34 Swale Stability Storm Event 10-yr Invert Slope (ft/ft) .0065 Manning's n .020 Bottom Width 0 Left Side Slope Right Side Slope Froude Number 4:1 4:1 0.72 Design Point 24 The information at Design Point 24 was utilized to size the swale between Design Point 24 and Design Point 13. Sub -basin SB-1-17 contributes to the flow volume at Design Point 24. The swale is designed with an invert slope of 0.0016 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year storm. The swale is not sized to fit the 100 -year storm since the flow depth of 0.85 feet is larger than the design depth of 0.50 feet. A Froude number of 0.39 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) 30 Stormwater Flow Storm Event Run-off Coefficient r Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 0.49 10 -year .06 24.0 3.18 2.57 100 -year .21 24.0 5.02 2.57 2.71 Swale Capacity Storm Event Invert Slope (ft/ft) Manning's n Bottom Left Width Side (ft) Slope 10-yr .0016 .035 Right Side Slope Velocity (ft/s) 0 4:1 4:1 0.62 Flow Design Depth Depth (ft) (ft) 0.45 0.50 100-yr .0016 .035 4:1 4:1 0.94 0.85 i 0.50 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr .0016 .020 0 4:1 4:1 0.39 Design Point 25 The infoiiiiation at Design Point 25 was utilized to size the roadside swale between Design Point 25 and Design Point 25.1. Sub -basin SB-1-5 contributes to the flow volume at Design Point 25. The swale is designed with an invert slope of 0.0087 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.76 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 24.0 3.18 0.39 0.07 100 -year .21 24.0 5.02 0.39 0.41 Swale Capacity Storm Event Invert Slope (ft/ft) _ Manning's n Bottom Width (ft) Left Side Slope Right Side Slope Velocity (ft/s) Y Flow Depth (ft) Design Depth (ft) 10-yr .0087 .035 0 4:1 4:1 0.71 0.16 1.01 100-yr _ .0087 .035 0 4:1' 4:1 1.11 0.31 1.01 Swale Stability Storm Invert Event Slope (ft/ft) Manning's n Bottom Width Left Side Slope Right Side Slope Froude Number 10-yr 1 .0087 .020 0 4:1 4:1 0.76 31 Design Point 25.1 The infoiiiiation at Design Point 25.1 was utilized to size the roadside swale between Design Point 25.1 and Design Point 2. Sub -basin SB-1-6 and the flow volume from Design Point 25 contribute to the flow volume at Design Point 25.1. The swale is designed with an invert slope of 0.0087 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.77 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow r Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 25.7 3.07 0.47 0.09 100 -year .21 25.7 4.83 0.47 0.48 Swale Capacity Storm Invert Event Slope (ft/ft) 10-yr .0087 100-yr .0087 Swale Stability Storm Event 10-yr Manning's Bottom Left Right Velocity n Width Side Side (ft/s) (ft) Slope Slope .035 0 4:1 .035 0 4:1 Flow Depth (ft) 4:1 0.75 0 17 4:1 1.15 0.32 Design Depth (ft) 1.35 1.35 Invert Slope (ft/ft) .0087 Manning's T Bottom n Width .020 0 Left Side Slope 4:1 Right Side Slope 4:1 Froude Number 0.77 Design Point 2 The information at Design Point 2 was utilized to size the roadside swale between Design Point 2 and Design Point 2.1. Sub -basin SB 1-4 and the flow volume from Design Point 1.2 and Design Point 25.1 contribute to the flow volume at Design Point 2. The swale is designed with an invert slope of 0.0020 ft/ft with 4:1 side slopes. The swale is adequately sized for the 10 -year and 100 -year storms. A Froude number of 0.45 was calculated when analyzing the stability of the swale using the 10 -year storm volume and 0.020 for Manning's n. (See the tables below for the figures used in the calculations.) Stormwater Flow Storm Event Run-off Coefficient Time of Concentration (min) Intensity (in/hr) Contributing Area (acres) Flow Rate (cfs) 10 -year .06 46.4 _ 2.00 8.59 1.03 100 -year .21 46.4 3.35 8.59 6.04 Swale Capacity Storm Event 10-yr Invert Manning's Slope n (ft/ft) .0020 .035 Bottom Width (ft) 0 Left Side Slope 4:1 Right Side Slope 4:1 Velocity (ft/s) 0.80 Flow Depth (ft) Design Depth (ft) 0.57 1.39 100-yr .0020 .035 4:1 4:1 1.25 1.10 1.39 32 Swale Stability Storm Event Invert Slope (ft/ft) Manning's n Bottom Width Left Side ' Slope Right Side Slope Froude Number 10-yr .0020 .020 0 4:1 4:1 0.45 V. Conclusions A. Compliance with the Weld County Code 1. The stormwater drainage design is in compliance with the Weld County Code. D. Drainage Concept 1. The drainage design for the proposed development will not increase downstream flows. 2. Weld County does not have any master drainage plans in the area of the proposed development. 3. No irrigation facilities are affected by this drainage design or plan. VI. References (a) Urban Stoll," Drainage Criteria Manual, Volume I and II. January 2016, Revised March 2017. (b) Urban Storm Drainage Criteria Manual, Volume III. Revised December 2010. (c) Weld County Addendum to the Urban Storm Drainage Criteria Manual, October 2006. (d) Urban Storm Drainage Web Site for Spreadsheet Models. (e) City of Greeley Storm Drainage Manual Vol. II, March 2007. (f) Civil Engineering Reference Manual, Lindeburg Eleventh Edition. (g) Colorado Department of Public Health and Environment, SWMP Permit. (h) USDA Natural Resource Conservation Service, Web Soil Survey, National Cooperative Soil Survey, Accessed June 2017. (i) Weld County Engineering and Construction Criteria, April 2012, Draft Copy. 33 Table 6-3. Recommended percentage imperviousness values Land Use or Surface Characteristics Percentage Imperviousness (%) Business: Downtown Areas 95 Suburban Areas 75 Residential lots (lot area only): Single-family 2.5 acres or larger 12 0.75 -- 2.5 acres 20 0.25 - 0.75 acres 30 0.25 acres or less 45 Apartments 75 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 10 Playgrounds 25 Schools 55 Railroad yard areas 50 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 2 Lawns, clayey soil 2 6-8 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 March 2017 /2 % /a %' 5'yFur a.0(, /U" ye li r O. o(. /CO -y( U.Zf Table 6-5. Runoff coefficients, c Total or Effective % Impervious NRCS Hydrologic Soil Group A 2 -Year 5 -Year 10 -Year 25 -Year 50 -Year 100 -Year 500 -Year 2% 0.01 0.01 0.01 0.01 0.04 0.13 0.27 5% 0.02 0.02 0.02 0.03 0.07 0.15 0.29 10% 0.04 0.05 0.05 0.07 0.11 0.19 0.32 15% 0.07 0.08 0.08 0.1 0.I5 0.23 0.35 20% 0,1 0.11 0.12 0.14 0,2 0.27 0.38 25% 0.14 0.15 0.16 0.19 0.24 0.3 0.42 30% 0.18 0.19 0.2 0.23 0.28 0.34 0.45 35% 0.21 0.23 0.24 0.27 0.32 0.38 0.48 40% 0.25 0.27 0.28 0.32 0.37 0.42 0.51 45% 0.3 0.31 0.33 0.36 0.41 0.46 0.54 50% 0-34 0.36 0.37 0.41 0.45 0.5 0.58 55% 0.39 0.4 0.42 0.45 0.49 0.54 0.61 60% 0.43 0.45 0.47 0.5 0.54 0.58 0.64 65% 0.48 0.5 0.51 0.54 0.58 0.62 0.67 70% 0.53 0.55 0.56 0.59 0.62 0.65 0.71 75% 0.58 0.6 0.61 0.64 0.66 0.69 0.74 80% 0.63 0.65 0.66 0.69 0.71 0.73 0.77 85% 0.68 0.7 0.71 0.74 0.75 0.77 0.8 90% 0.73 0.75 0.77 0.79 0.79 0.81 0.84 95% 0.79 0.81 0.82 0.83 0.84 0.85 0.87 100% 0.84 0.86 0.87 0.88 0,88 0.89 0.9 Total or Effective % Impervious NRCS Hydrologic Soil Group B 2 -Year 5 -Year 10 -Year 25 -Year 50 -Year 100 -Year 500 -Year 2% 0.01 0.01 0.07 0.26 0.34 0.44 0.54 5% 0.03 0.03 0.1 0.28 0.36 0.45 0.55 10% 0.06 0.07 0.14 0.31 0.38 0.47 0.57 15% 0.09 0.11 0.18 0.34 0.41 0.5 0.59 20% 0.13 0.15 0.22 0.38 0.44 0.52 0.61 25% 0.17 0.19 0.26 0.41 0.47 0.54 0.63 30% 0.2 0.23 0.3 0.44 0.49 0.57 0.65 35% 0.24 0.27 0.34 0.47 0.52 0.59 0.66 40% 0.29 0.32 0.38 0.5 0.55 0.61 0.68 45% 0.33 0.36 0.42 0.53 0.58 0.64 0.7 50% 0.37 0.4 0.46 0.56 0.61 0.66 0.72 55% 0.42 0.45 0.5 0.6 0.63 0.68 0.74 60% 0.46 0.49 0.54 0.63 0.66 0.71 0.76 65% 0.5 0.54 0.58 0.66 0.69 0.73 0.77 70% 0.55 0.58 0.62 0.69 0.72 0.75 0.79 75% 0.6 0.63 0.66 0.72 0.75 0.78 0.81 80% 0.64 0.67 0.7 0.75 0.77 0.8 0.83 85% 0.69 0.72 0.74 0.78 0.8 0.82 0.85 90% 0.74 0.76 0.78 0.81 0.83 0.84 0.87 95% 0.79 0.81 0.82 0.85 0.86 0.87 0.88 100% 0.84 0.86 0.86 0.88 0.89 0.89 0.9 6-10 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 March 2017 40' 2ff ST N 40. 2040 N 3 a 7.7 son, 527190 527 5 340 517425 MEM a a USDA Hydrologic Soil Group —Weld County, Colorado, Southern Part 526707 q' trs Map Scale: 1:3,690 Vprinted on, iadzape (11"x&5) sheet N a 5o too Mks zoo 320 0 ts0 300 O22 eons Map puJutltni: Web Mentor C rna•madinates: 556584 Edge tics: UM Zone 13N tCS84 Natural Resources Conservation Service 927150 Web Soil Survey National Cooperative Soil Survey 5271a1 527790 a 2/27/2018 Page 1 of 4 40' MOTN 40° ai*TN Hydrologic Soil Group —Weld County, Colorado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (AO!) Area of Interest (AOI) Solis Sett Rating Polygons A AID B B/D C CID D Nat rated or not available Soil Rating Lines Er A .;.. AID ' BID ,4 c -,r C/D -.- D • • Not rated or not available Boll Rating Points a A a a A/D B SID a a a O C/D n Not rated or not available Water Features Streams and Canals Transportation 4.44 Rails rrra Interstate Highways US Routes Major Roads Local Roads Background L. , Aerial Photography The soil surveys that comprise your AOl were mapped at 1:24,000, Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area, A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below, Soil Survey Area: Weld County, Colorado, Southern Part Survey Ares Data: Version 16, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 —Sep 22, 2016 The orthophoto or ether base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on These maps. As a result, same minor shifting of map unit boundaries may be evident USDA Natural Resources :M Conservation Service Web Soil Survey National Cooperative Soil Survey 2/27/2018 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 29 Julesburg sandy loam, 0 to 1 percent slopes A 14.1 25.4% 75 Vona sandy loam, 0 to 1 percent slopes A 41.3 74.6% Totals for Area of Interest 55.3 100.0% 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 (ND, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition USDA Natural Resources Web Soil Survey oilla Conservation Service National Cooperative Soil Survey 2/27/2018 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Component Percent Cutoff: None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey Willw Conservation Service National Cooperative Soil Survey 2/27/2018 Page 4 of 4 Drainage Calculations Developed Path 1 Name Union Estates Job No. 2016-129 Date 3/5/2018 DRAINAGE CALCULATIONS - DEVELOPED - PATH I PERCENT IMPERVIOUS DEVELOPED 2312950f Constant or linked from boxes above Input value or note Calculated value Value that seldom changes Site Area = ft2 Site Area = Assumed i =i 0.12 1 C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) C?0 = runoff coefficient for 10 -year frequency (from Table 6-5) (*Note Soil Type) C100 = runoff coefficient for 100 -year frequency (from Table 6-5) (*Note Soil Type) TIME OF CONCENTRATION to DEVELOPED to deve/oped = ti{tt Equation 6-2 t,developed= computed time of concentration (minutes) ti = overland (initial) flow time (minutes) ti= channe/ized flow time (minutes) t, = (0.395(1.1-05)(Lf0.5))/So0.33 Equation 6-3 t, = overland (initial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) L, = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) i !Assumed rural condition Li = Delta = 500 3.00 53.17AC 0.06 0.06 0.21 1 Soil Type A ft, not greater than 300' (urban) or 500' (rural) ft ti =I 49.7 minutes = Lt1((60*K)*(StQ5)) = Lt/60Vt Equation 6-4 tt = channelized flow time (minutes) K = NRCS conveyance factor (Table 6-2) St = average slope along channelized flow path (ft/ft) Lt = 208.22 ft Delta = 1.68 ft St = 0.0081 ft/ft K = 7 Table 6-2 5.5 minutes Therefore; So C5 = 0.0060 ft/ft 0.06 Table 6-5 tc his =J 55.2 tt=1 minutes DRAINAGE COMPUTATIONS - PATH 1 Page 1 of 14 5/15/2018 CENTRATION CHECK 17*i) + Equation 6-5 16 (1/(60*(14*i + 9)(St° 5)) T, not to exceed equation 6-5 at first design pt tc developed ` computed time of concentration (minutes) ) Lt= length of flow path (ft) = imperviousness in decimal St = average slope along channelized flow path (ft/ft) tc developed i = 0.12 Lt = 208.22 ft Delta = 1.68 ft St = 0.0081 ft/ft minutes Te not to exceed equation 6-5 at first design pt Equation 6-5 tc developed = (26 - 17*1) + (Lt/(60*(14*i + 9)(S105)) 27.6 DRAINAGE COMPUTATIONS - PATH 1 Page 2 of 14 5/15/2018 SLOW VALUE FOR 5 -YEAR AT DESIGN POINT 1 ,nation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient = avg intensity of rainfall for a duration equal to given to A = area (AC) C5 = O5,Developed I5 = in/hr. using linear interpolation from Rainfall IDF Tables A = 2.02 AC CFS = CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 1 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C10 =- 11a =`a'i in/hr. using linear interpolation from Rainfall lDF Tables Q10,neveloped — CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 1 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) Q10a,Developed = OPEN CHANNEL FLOW Design Point 1 to Design Point 1.1 I1oo ` 4-h.i in/hr. using linear interpolation from Rainfall JDF Tables A = 2.02 AC CFS = L= Si Vt = t1= Total t;= 109.53 0.32 0.0029 0.68 161 ft ft ft/ft ft/sec sec 30.3 min CFS/AC min )RAINAGE COMPUTATIONS - PATH 1 Page 3 of 14 /1 c/Ori Q rLOW VALUE FOR 5 -YEAR AT DESIGN POINT 1.1 ivation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 0.06 Q5,Deveroped 15 = A= 2.33 4.89 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.68 CFS = 0.140 ICI=S/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 1.1 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C10 = 110 A= Q10,Developed =L 0.81 0.06 2.76 4.89 in/hr. using linear interpolation from Rainfall IDF Tables AC CFS = I 0.166 ICFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 1.1 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient 1= avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = 0.21 1100 Q100,Deveioped — A= 4.50 OPEN CHANNEL FLOW Design Point 1.1 to Design Point 1.2 L= St= Vt = tt = Total tc= 167.71 0.48 0.0029 0.83 202 I 33.6 ft ft ft/ft ft/sec sec min 4.38 in/hr. using linear interpolation from Rainfall IDF Tables 4.89 AC CFS = 0.920 ICFS/AC 3.4 min DRAINAGE COMPUTATIONS - PATH 1 Page 4 of 14 5/15/2018 _OW VALUE FOR 5 -YEAR AT DESIGN POINT 1.2 4tion 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient 1= avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 0.06 O5,Developed = 15 = 2.2 in/hr. using linear interpolation from Rainfall 1DF Tables 5.46 AC 0.72 CFS = , 0.132 ICFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 1.2 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q10,Developed _ C10 = 110 A= 0.06 2.60 5.46 in/hr. using linear interpolation from Rainfall 1DF Tables AC 0.85 CFS = 0.156 jCFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 1.2 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = Q100,Developed T I 1100 = A= 0.21 4.15 5.46 in/hr. using linear interpolation from Rainfall IDF Tables AC 4.76 OPEN CHANNEL FLOW Design Point 1.2 to Design Point 2 L= St= Vt = tt = Total tc= 506.62 0.77 ❑.0015 0.66 768 46.4 CFS = ft ft ft/ft ft/sec sec min 0.872 12.8 CFS/AC min DRAINAGE COMPUTATIONS - PATH 1 Page 5 of 14 5/15/2018 .i FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 2 Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C5 = Q5,Developed 15 = A= 0.06 1.78 8.59 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.92 CFS = 0.107 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 2 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) Q10,Developed = C10 = Ito A= 0.06 2.00 8.59 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.03 CFS = 0.120 1CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 2 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Ctoo = Q100,Developed = 1100 A= 6.04 0.21 3.35 OPEN CHANNEL FLOW Design Point 2 to Design Point 3 L= St Vt = tt = Total te= 267.45 0.54 0.0020 0.78 343 52.1 8.59 in/hr. using linear interpolation from Rainfall IDF Tables AC CFS = 1 0.704 (CFS/AC ft ft ft/ft ft/sec sec min l 5.7 min DRAINAGE COMPUTATIONS - PATH 1 Page 6 of 14 5/15/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 3 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient 1= avg intensity of rainfall for a duration equal to given t,, A = area (AC) C5 = 15 = A= 0.06 1.62 9.29 in/hr. using linear interpolation from Rainfall IDF Tables AC Q5,Developed — 0.90 CFS = 0.097 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 3 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 = 110 = A= Q10,Developed = 0.06 1.92 9.29 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.07 CFS = 0.115 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 3 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C1oo = 1100 = 3.07 in/hr. using linear interpolation from Rainfall IDF Tables Q10D,Developed = A= 0.21 9.29 AC 5.99 FLOW THROUGH CULVERT Design Point 3 to Design Point 4 L= ❑_ Str= Vt = t1= Total tc= 95 0.2 0.0021 2.20 43 52.9 CFS = ft ft ft/ft ft/sec sec = min 0.645 0.7 CFS/AC min DRAINAGE COMPUTATIONS - PATH 1 Page 7 of 14 5/15/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 4 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q5,Developed O5= 15 = A= 0.06 1.61 13.76 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.33 CFS = 0.097 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 4 Q=CIA Equation 6-1. Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) O10 = 110 A= 0.06 1.91 13.76 in/hr. using linear interpolation from Rainfall IDF Tables AC Q10,Developed _r 1.58 CFS = 0.115 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 4 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C µ Runoff coefficient l= avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = 1100 = A= Q100,Developed = 0.21 3.03 13.76 in/hr. using linear interpolation from Rainfall IDF Tables AC 8.76 FLOW THROUGH CULVERT Design Point 4 to Design Point 5 L= St Vt = tt = Total tc= 55 0.16 0.0029 2.62 21 53.2 CFS ft ft ft/ft ft/sec sec min ♦- - 0.636 0.3 CFS/AC min DRAINAGE COMPUTATIONS - PATH 1 Page 8 of 14 5/15/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 5 Q=CIA Equation 6-1 0 = peak rate of runoff (CFS) C = Runoff coefficient 1 = avg intensity of rainfall for a duration equal to given to A = area (AC) Q5,Developed = C5 = 15 = A= 0.06 1.6 27.84 in/hr. using linear interpolation from Rainfall IDF Tables AC 2.67 CFS = 0.096 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 5 Q=C1A Equation 6-1 Q = peak rate of runoff (CFS) C w Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q10,Developed C10 = 110 = A= 0.06 1.90 27.84 in/hr. using linear interpolation from Rainfall IDF Tables AC 3.17 CFS = 0.114 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 5 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q10o,Developed -- 0100 = lion = A= 0.21 3.2 27.84 in/hr. using linear interpolation from Rainfall IDF Tables AC 18.71 OPEN CHANNEL FLOW Design Point 5 to Design Point 6 L= St= Vt = ti = Total tc= 544.12 0.54 0.0010 0.51 1067 71.0 CFS = ft ft ft/ft ft/sec sec min 0.672 17.8 CFS/AC min DRAINAGE COMPUTATIONS - PATH 1 Page 9 of 14 5/15/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 6 Q=C€A Equation 6-1 O = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, Q5,Developed = A = area (AC) C5 = 0.06 15 = 1.3 A = 32.63 inlhr. using linear interpolation from Rainfall IDF Tables AC 2.55 CFS = 0.078 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 6 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t,, A = area (AC) Q10,Devebped = C10 = 110 = A= 3.13 0.06 1.60 in/hr. using linear interpolation from Rainfall IDF Tables 32.63 AC CFS = 0.096 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 6 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = 1100 = Q100,Developed = A= 0.21 2.44 32.63 in/hr. using linear interpolation from Rainfall IDF Tables AC 16.72 CFS = 0.512 CFS/AC DRAINAGE COMPUTATIONS - PATH 1 Page 10 of 14 5/15/2018 FLOW THROUGH CULVERT Design Point 6 L= St = Vt = tt = Total tc= 45 0.1 0.0022 2.82 16 71.3 OPEN CHANNEL FLOW Design Point 6 to Design Point 7 L= St= Vt = tt = Total tc= 100.64 0.05 0.0005 0.45 224 75.0 ft ft ft/ft ft/sec sec min ft ft ft/ft ft/sec sec min 0.3 min min DRAINAGE COMPUTATIONS - PATH 1 Page 11 of 14 5/15/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 7 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q5,Developed = C5 = 15 = A= D.06 1.23 35.48 2.62 CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC 0.074 1CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 7 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C10 = 11CI = A= 0.06 1.54 35.48 in/hr. using linear interpolation from Rainfall IDF Tables AC Q10,Developed —! 3.28 CFS = 0.092 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 7 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Ciao = 1100 = A= Q100,Developed 0.21 2.32 35.48 in/hr. using linear interpolation from Rainfall IDF Tables AC 17.29 CFS 0.487 CFS/AC DRAINAGE COMPUTATIONS - PATH 1 Page 12 of 14 5/15/2018 FLOW THROUGH CULVERT Design Point 7 L= St = Vt = tt = Total tc= 45 0.1 0.0022 2.84 16 75.3 OPEN CHANNEL FLOW Design Point 7 to Design Point 8 L= A= St = Vt = tt = Total tc= 460.19 0.47 0.0010 0.51 902 90.3 ft ft ft/ft ft/sec sec min ft ft ft/ft ft/sec sec min 0.3 15.0 min min DRAINAGE COMPUTATIONS - PATH 1 Page 13 of 14 5/15/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 8 Q=CJA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 15 = 1.04 in/hr. using linear interpolation from Rainfall IDF Tables Q5,Developed = 0.06 A = 53.10 AC 3.31 CFS 0.062 CFS/AC DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 8 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 = 110 = 1.33 in/hr. using linear interpolation from Rainfall IDF Tables A = 53.10 AC 0.06 Q1D,Developed 4.24 CFS = 0.080 CFS/AC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 8 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, Q100,Developed = A = area (AC) C1oo = 0.21 1100 A= 1.97 Iin/hr. using linear interpolation from Rainfall IDF Tables 53.10 IAC 21.97 CFS = 1 0.414 CFS/AC DRAINAGE COMPUTATIONS - PATH 1 Page 14 of 14 5/15/2018 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 1 to 1.1 F A X Y w Design Information (input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.035 B= 0.00ft Z1= 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.33 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo = Fs = 0.30 cfs 0.29 0.68 fps 0.45 sq ft 2.67 ft 2.75 ft 0.16 ft 0.17 ft 0.34 ft 0.11 ft 0.00 kip Developed TofC - 5yr - Design Point 1 to 1.1, Basics 3/17/2018, 12:09 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 1 to 1.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.36 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= 0= Es= Yo= Fs = 0.36 cfs 0.30 0.71 fps 0.50 sq ft 2.84 ft 2.93 ft 0.17 ft 0.18 ft 0.36 ft 0.12 ft 0.00 kip Channel Capacity - 10yr - Design Point 1 to 1.1, Basics 3/17/2018, 12:09 PM Normal Flow Analysis o Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 1 to 1.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.035 B= 0.00ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.67 ft Normal Flow CondtionJCalculatedl Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs= 1.96 cfs 0.33 1.09 fps 1.81 sq ft 5.38 ft 5.54 ft 0.33 ft 0.34 ft 0.69 ft 0.22 ft 0.03 kip Channel Capacity - 100yr - Design Point 1 to 1.1, Basics 3/17/2018, 12:10 PM Normal Flow Analysis a Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 1 to 1.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.29 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo =- Fs = 0.36 cfs 0.50 1.08 fps 0.33 sq ft 2.30 ft 2.37 ft 0.14 ft 0.14 ft 0.31 ft 0.09 ft 0.00 kip Channel Stability - 10yr - Design Point 1 to 1.1, Basics 3/17/2018, 12:10 PM Normal Flow Analysis - Trapezoidal Channel Project: UNION ESTATES Channel ID: Developed Time of Concentration - 5yr - Design Point 1.1 to 1.2 Design information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.45 ft Normal Flow Condtion (Caiculatedi Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A� T= P= R= D= Es = Yo = Fs = 0.613 cfs 0.31 0.83 fps 0.82 sq ft 3.62 ft 3.73 ft 0.22 ft 0.23 ft 0.46 ft 0.15 ft 0.01 kip Developed TofC - 5yr - Design Point 1.1 to 1.2, Basics 3/17/2018, 12:27 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 1.1 to 1.2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.035 B = 0.00 ft Z1= 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.48 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = .V= A= T= P= R= D= Es = Yo = Fs= 0.81 cfs 0.31 0.87 fps 0.93 sq ft 3.86 ft 3.97 ft 0.23 ft 0.24 ft 0.49 ft 0.16 ft 0.01 kip Channel Capacity - 10yr - Design Point 1.1 to 1.2, Basics 3/17/2018, 12:27 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 1.1 to 1.2 Design information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 fUft n= 0.035 B = 0.00 ft Z1 = 4.00fi/ft Z2 = 4.00 ftlft F = 0.00 ft Y = 0.92 ft Normal Flow CondtionlCalculatedj Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 4.50 cfs Fr = 0.35 V = 1.34 fps A= 3.37sgft T = 7.34 ft P = 7.57 ft R= 0.45 ft D = 0.46 ft Es = 0.95 ft Yo = 0.30 ft Fs = 0.08 kip Channel Capacity - 100yr - Design Point 1.1 to 1.2, Basics 3/17/2018, 12:28 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 1.1 to 1.2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0029 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00ft Y= 0.39 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.81 cfs 0.53 1.32 fps 0.61 sq ft 3.13 ft 3.22 ft 0.19 ft 0.20 ft 0.42 ft 0.13 ft 0.01 kip Channel Stability - 10yr - Design Point 1.1 to 1.2, Basics 3/17/2018, 12:28 PM Normal Flow Analysis - Trapezoidal Channel Project Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 1.2 to 2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0015 ft/ft n = 0.035 B = 0.00 ft Z1= 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.52 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 0.72 cfs Fr = 0.23 V = 0.66 fps A= 1.09sgft T = 4.18 ft P = 4.31 ft R= 0.25 ft D = 0.26 ft Es= 0.53 ft Yo = 0.17 ft Fs = 0.01 kip Developed TofC - 5yr - Design Point 1.2 to 2, Basics 5/15/2018, 3:24 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 1.2 to 2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0015 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.45 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 0.85 cfs 0.39 1.05 fps 0.81 sq ft 3.60 ft 3.71 ft 0.22 ft 0.23 ft 0.47 ft 0.15 ft 0.01 kip Channel Stability - 10yr - Design Point 1.2 to 2, Basics 5/15/2018, 3:37 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 1 Dyr - Design Point 1.2 to 2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So= 0.0015ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.56 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 0.85 cfs 0.23 0.69 fps 1.24 sq ft 4.45 ft 4.58 ft 0.27 ft 0.28 ft 0.56 ft 0.18 ft 0.02 kip Channel Capacity - 10yr - Design Point 12 to 2, Basics 5/15/2018, 3:37 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 1.2 to 2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0015 ft/ft n = 0.035 B 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 1.06 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Fr = V= A= T= P= R= D= Es = Yo = Fs = 4.76 cfs 0.26 1.06 fps 4.49 sq ft 8.48 ft 8.74 ft 0.51 ft 0.53 ft 1.08 ft 0.35 ft 0.11 kip Channel Capacity - 100yr - Design Point 1.2 to 2, Basics 5/15/2018, 3:38 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 2 to 3 Design information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.54 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs= 0.92 cfs 0.26 0.78 fps 1.18 sq ft 4.34 ft 4.47 ft 0.26 ft 0.27 ft 0.55 ft 0.18 ft 0.01 kip Developed TofC - 5yr - Design Point 2 to 3, Basics 5/15/2018, 3:45 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 2 to 3 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.46 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 1.03 cfs 0.45 1.22 fps 0.84 sq ft 3.66 ft 3.78 ft 0.22 ft 0.23 ft 0.48 ft 0.15 ft 0.01 kip Channel Stability - 10yr - Design Point 2 to 3, Basics 5/15/2018, 3:46 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 2 to 3 F w T Z1 Vo G Z2 1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 fi/ft n = 0.035 8= 0.00 ft Z1= 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.57 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 1.03 cfs 0.27 0.80 fps 1.28 sgft 4.52 ft 4.66 ft 0.27 ft 0.28 ft 0.58 ft 0.19 ft 0.02 kip Channel Capacity - 10yr - Design Point 2 to 3, Basics 5/15/2018, 3:56 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 2 to 3 B Z2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B= 0.00ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 1.10 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es = Yo = Fs = 6.04 cfs 0.30 1.25 fps 4.83 sq ft 8.79 ft 9.06 ft 0.53 ft 0.55 ft 1.12 ft 0.36 ft 0.12 kip Channel Capacity - 100yr - Design Point 2 to 3, Basics 5/15/2018, 3:59 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 2.9 to 3 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.57 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 1.07 cfs 0.27 0.81 fps 1.32 sgft 4.59 ft 4.73 ft 0.28 ft 0.29 ft 0.58 ft 0.19 ft 0.02 kip Pe r, 17-O/a71 29 sw0.lf Channel Capacity - 10yr - DeE 5/16/2018, 10:51 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 2.9 to 3 B 22 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 Rift n = 0.020 B = 0.00 ft Z1 = 4.00 Mt Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.47 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs= 1.07 cfs 0.45 1.24 fps 0.87 sq ft 3.73 ft 3.84 ft 0.23 ft 0.23 ft 0.49 ft 0.15 ft 0.01 kip Channel Stability - 10yr - Design Point 2.9 to 3, Basics 5/16/2018, 10:51 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 2.9 to 3 B Z2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 1.10 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 5.99 cfs 0.30 1.25 fps 4.80 sq ft 8.76 ft 9.03 ft 0.53 ft 0.55 ft 1.12 ft 0.36 ft 0.12 kip Channel Capacity - 100yr - Design Point 2.9 to 3, Basics 5/16/2018, 10:52 AM CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: 2016-129 Union Estates Pipe ID: Culvert - Design Point 3 to 4 1) Design Information (Input) Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge 5o = 0.0021 ft/ft n = 0.0130 D = 18.00 inches Q = 1.07 cfs Full -flow Capacity (Calculated). Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af = Pf = Theta = Of = sq ft ft radians cfs Theta = 1.20 radians An = 0.49 sq ft Tn = 1.40 ft Pn = 1.80 ft Yn = 0.48 ft Vn = 2.20 fps Qn = 1.07 cfs Flow = 22.2% of full flow Fr„ = 0.66 subcritical Theta -c = 1.06 radians Ac = 0.36 sq ft Tc = 1.31 ft Yc = 0.39 lft Vc = 2,97 fps Fr, _1.00 UD-Culvert_v3.05 (Design Point 3 to 4), Pipe 5/15/2018, 4:21 PM CIRCULAR. CONDUIT FLOW (Normal & Critical Depth Computation) Project; 2016-129 Union Estates Pipe ID: Culvert - Design Point 4 to 5 Tc hTPro ..may cam' angle { 13 Y Design Information (Input) Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So = n= D= Q= 0.0029 ift/ft 0.0130 18.00 !inches 1.33 icfs Full -flow Capacity (Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af = Pf = Theta = Qf = Theta = An = Tn = Pn = Yn = Vn = On = Flow = Fr,= Theta -c = Ac = Tc = Yc = Vc Fr, = 1.77 4.71 3.14 5.67 sq ft ft radians cfs radians sq ft ft ft ft fps cfs of full flow subcritical 1.13 radians 0.42 sq ft 1.36 ft 0.43 ft 3.16 fps 1.00 UD-Culvert_v3.05 (Design Point 4 to 5), Pipe 5/15/2018, 4:23 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 5 to 6 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0010 ft/ft n = 0.035 B = 20.00 ft Z1 = 3.00 ftlft Z2 = 6.00 ftlft F= 0.00 ft Y= 0.25 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es Yo= Fs= 2.67 cfs 0.19 0.51 fps 5.21 so ft 22.22 ft 22.28 ft 0.23 ft 0.23 ft 0.25 ft 0.12 ft 0.04 kip Developed TofC - Syr - Design Point 5 to 6, Basics 5/15/2018, 4:25 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 5 to 6 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0010 ft/ft n = 0.020 B = 20.00 ft Z1 = 3.00 ftlft Z2 = 6.00 ft/ft F = 0.00 ft Y= 0.20 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo Fs = 3.17 cfs 0.31 0.77 fps 4.10 soft 21.77 ft 21.81 ft 0.19 ft 0.19 ft 0.21 ft 0.10 ft 0.03 kip Channel Stability - 10yr - Design Point 6 to 6, Basics 5/15/2018, 4:27 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 5 to 6 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0010 ft/ft n = 0.035 B= 20.00 ft Z1 = 3.00 ft/ft Z2 = 6.00 ft/ft F= 0.00ft Y= 0.27 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 3.17 cfs 0.19 0.55 fps 5.81 sq ft 22.46 ft 22.53 ft 0.26 ft 0.26 ft 0.28 ft 0.13 ft 0.05 kip Channel Capacity - 10yr - Design Point 5 to 6, Basics 5/15/2018, 4:28 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 5 to 6 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0010 ft/ft n = 0.035 B= 20.00ft Z1 = 3.00 ft/ft Z2 = 6.00 ft/ft F= 0.00ft Y = 0.77 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 18.71 cfs 0.22 1.03 fps 18.17 sq ft 26.96 ft 27.15 ft 0.67 ft 0.67 ft 0.79 ft 0.37 ft 0.45 kip Channel Capacity - 100yr - Design Point 5 to 6, Basics 5/15/2018, 4:29 PM CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: 2016-129 Union Estates Pipe ID: Culvert - Design Point 6 Tc 1•lewangle ti Are ,�, .T Design Information (Input) Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So = 0.0022 ft/ft n = 0.0130 D = 18.00 inches Q = 2.55 cfs Full -flow Capacity (Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angie (0<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af = Pf = Theta = Qf = Theta = An = Tn = Pn = Yn = Vn = on = Flow = Fr„w Theta -c = Ac = Tc = Yc = VG = Frc _ 1.38 0.67 1.47 0.60 3.82 1.00 sq ft ft radians cfs radians sq ft ft ft ft fps cfs of full flow subcritical radians sq ft ft ft fps UD-Culvert v3.05 (Design Point 6), Pipe 5/15/2018, 4:32 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - Syr - Design Point 6 to 7 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0005 ft/ft n = 0.035 B = 15.00 ft Z1 = 3.00 ftlft Z2 = 3.00 ft/ft F = 0.00 ft Y= 0.35 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 2.55 cfs 0.14 0.45 fps 5.63 sq ft 17.11 ft 17.22 ft 0.33 ft 0.33 ft 0.35 ft 0.17 ft 0.06 kip Developed TofC - 5yr - Design Point 6 to 7, Basics 5/15/2018, 4:34 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 6 to 7 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0005 ft/ft n = 0.020 B = 15.00 ft Z1 = 3.00 ft/ft Z2 = 3.00 ft/ft F = 0.00 ft Y= 0.28 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 3.13 cfs 0.24 0.69 fps 4.51 sq ft 16.71 ft 16.80 ft 0.27 ft 0.27 ft 0.29 ft 0.14 ft 0.04 kip Channel Stability - 10yr - Design Point 6 to 7, Basics 5/15/2018, 4:35 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 6 to 7 Design Information (Input) Channel invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0005 ftlft n = 0.035 B= 15.00 ft Z1 = 3.00 ft/ft Z2 = 3.00 ft/ft F = 0.00 ft Y = 0.40 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 3.13 cfs 0.14 0.49 fps 6.42 so ft 17.38 ft 17.51 ft 0.37 ft 0.37 ft 0.40 ft 0.19 ft 0,08 kip Channel Capacity - 10yr - Design Point 6 to 7, Basics 5/15/2018, 4:36 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 6 to 7 Design information (input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0005 ft/ft n = 0.035 B = 15.00 ft Z1 = 3.00 ft/ft Z2 = 3.00 ft/ft F = 0.00 ft Y = 1.05 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = v= A= T= P= R= D= Es = Yo = Fs 16.72 cfs 0.16 0.88 fps 19.10 sq ft 21.31 ft 21.65 ft 0.88 ft 0.90 ft 1.06 ft 0.49 ft 0.62 kip Channel Capacity - 100yr - Design Point 6 to 7, Basics 5/15/2018, 4:37 PM CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: 2016-129 Union Estates Pipe ID: Culvert - Design Point 7 Tc Flew Arm i� J/ ,f V Design information (Input) Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge Full -flow Capacity (Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af = sq ft Pf=' 4.71 ft Theta = 3.14 radians Qf =: 4.94 cfs Theta = 1.61 (radians An= 0.92 soft Tn = 1.50 ft Pn = 2.41 ft Yn = 0.78 ft Vn = 2.84 ' fps Qn = 2.62 cfs Flow = 53.0% of full flow Frn = 0.64 subcritical Theta -c = Ac = Tc = Yc = Vc = Fr, = radians sq ft ft ft fps UD-Culvert_v3.05 (Design Point 7), Pipe 3/22/2018, 1:16 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 7 to 8 Design information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0010 ft/ft n = 0.035 B = 20.00 ft Z1 = 3.00 ftlft Z2 = 6.00 ft/ft F = 0.00 ft Y = 0.24 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 2.62 cfs 0.19 0.51 fps 5.16 sq ft 22.20 ft 22.26 ft 0.23 ft 0.23 ft 0.25 ft 0.12 ft 0.04 kip Developed TofC - 5yr - Design Point 7 to 8, Basics 3/17/2018, 3:21 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 7 to 8 A F Y V T Z1 IYo B 1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0010 ft/ft n = 0.020 B = 20.00 ft Z1 = 3.00 ft/ft Z2 = 6.00 ft/ft F= 0.00 ft Y = 0.20 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 3.28 cfs Fr = 0.31 V = 0.78 fps A= 4.19 sgft T = 21.80 ft P = 21.85 ft R= 0.19ft D= 0.19 ft Es = 0.21 ft Yo = 0.10 ft Fs = 0.03 kip Channel Stability - 10yr - Design Point 7 to 8, Basics 3/17/2018, 3:26 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 7 to 8 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0010 ft/ft n = 0.035 B = 20.00 ft Z1 = 3.00 ft/ft Z2 = 6.00 ft/ft F = 0.00 ft Y= 0.28 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es= _ Yo Fs = 3,28 cfs 0.19 0.55 fps 5.94 sg ft 22.52 ft 22.58 ft 0.26 ft 0.26 ft 0.28 ft 0.14 ft 0.05 kip Channel Capacity - 10yr - Design Point 7 to 8, Basics 3/17/2018, 3:22 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 7 to 8 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0010 ft/ft n = 0.035 B = 20.00 ft Z1 = 3.00 ft/ft Z2 = 6.00 ft/ft F= 0.00ft Y= 0.74ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = 17.29 cfs 0.22 1.00 fps 17.24 sq ft 26.65 ft 26.83 ft 0.64 ft 0.65 ft 0.75 ft 0.35 ft Fs = 0.41 kip Channel Capacity - 100yr - Design Point 7 to 8, Basics 5/15/2018, 4:42 PM CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: 2016-129 Union Estates Basin ID: Culvert - Design Point 7 Status: Castilla V.4,1 a 174 Design information (Input): Circular Culvert: Barret Diameter In Inches Inlet Edge Type (choose from pull -down fist) et6aue loo etdatl se Oka } Sky. Se Udieal OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from pull -down list) L Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output): rulvert kokAl D 18 Grooved End with Headwall Height (Rise) = Width (Span) = Square Edge w! 30-78 deg. Flared Wingwall No - Inlet Eiev = Outlet Flev = L- n= Kb Kx = Ke= = Ca = KEk„. - 3 71.97 71.87 45 0.013 0 1 0.20 0.82 2.02 0.99 -0.0860 nches ft, ft. ft elev. fl. elev. ft. Water Surface Elevation (ft., linked) Tailwater Surface Elevation ft Culvert Inlet -Control Flowrate cfs Culvert Outlet -Control Flowrate cfs Controlling Culvert Flowrate cis (output) Inlet Equation Used: Flow Control Used 72.00 0.30 1.19 9.30 Min. Energy. Eqn. INLET 72.10 0.30 2.23 0,30 Min. Energy, Eqn. INLET 72.20 0.60 3.49 0.60 Min. Energy. Eqn. INLET 72.30 1.50 4.90 1.50 Min. Energy- Eqn. INLET 72.40 2.40 6.24 2.40 Min. Energy. Eqn. INLET 72.50 3.60 7.58 3.60 Min. Energy. Eqn. INLET 72.60 4.80 8.91 4.80 Min. Energy. Eqn. INLET 72.70 6.30 10.18 6.30 Min. Energy. Eqn. INLET 72.80 7.50 11.36 7.50 Regression Eqn. INLET 72.90 9.30 11,59 9.30 Regression Eqn, INLET 73.00 11.10 11.74 11.10 Regression Eqn. INLET 73.10 12.90 11.96 11.96 Regression Eqn- OUTLET 73.20 15.00 12.26 12.26 Regression Eqn. OUTLET 73.30 17.10 12.70 12.70 Regression Eqn. OUTLET 73.44 19.20 13.30 13.30 Regression Eqn. OUTLET 73.50 21.30 14.19 14.19 Regression Eqn. OUTLET 73.60 23.40 14.93 14.93 Regression Eqn. OUTLET 73.70 25.20 17.23 17.23 Regression Eqn. OUTLET 73.80 27.00 19.68 19.68 Regression Eqn. OUTLET Invalid Entry Invalid Entry Invalid Entry Invalid Entry invalid Entry _ invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Processing Time: UO-Culvert_v3.05 (Design Point 7), Culvert Rating 00.70 Seconds 3/27/2018, 1:08 PM Determination of Culvert Headwater and Outlet Protection Project: 2016.129 Union Estates Basin !D: Culvert - Design Point 7 c;r rr Soil Type: —Choose One: Candy r Don -Sandy Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height {Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Q = 17.29 cfs D=L 18 Iiinches Square End with HeadvraEl v OR Height (Rise) =�ft Width (Span) = ft No = Elev IN = 71.97 ft Elev OUT = 71.87 ft L = 45 ft n= kb = k, _ Elev Y, = ft V = 5 fUs 3 0.013 0 Required Protection (Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Norma] Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameter'5OR Flow/fSpan Rise") Froude Number TailwaterfAdusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection = Ai = A= ke= kr= kg= Yn Ye= d= U.= 1I(2"lan(O)) _ CE/D'2.5 Fr = Yt/D = HW, = HWo= HW HW/D d5o_ Type = L5 = T= 0.60 1.15 1,77 0,50 0.82 2.32 1.07 0.93 1.21 5.65 2.09 0 4 1.42 1.50 73.47 1.00 3 6 VL 5 3 ft ft2 ft ft ft ft ft ft ft'''s/s Pressure flow? ft ft in in ft ft CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: 2016-129 Union Estates Basin ID: Culvert - Design Point 6 Status: tOwe r1 saertiac ratan xrerdnn L Design Information (input): Circular Culvert: Barrel Diameter in {aches Inlet Edge Type (choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from pull -down list) w Number of Barrels inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output): Water Sur -face Elevation (ft., linked) Tailwater Surface Elevation ft Culvert Inlet -Control Flowrate cfs Culvert Outlet -Control Flowrate cfs Controlling Culvert Flowrate cfs (output) Inlet Equation Used: Flow Control Used 73.00 8.40 11.59 8.40 Regression Eqn. INLET 73.10 10.20 11.66 10.20 Regression Eqn. INLET 73.20 12.00 11.81 11.81 Regression Eqn. OUTLET 73.30 14.10 12.11 12.11 Regression Eqa, OUTLET 73.40 16.20 12.48 12.48 Regression Eqn. OUTLET 73.50 18.30 13.00 13.00 Regression Eqn. OUTLET 73.60 20,40 13.59 13.59 Regression Eqn. OUTLET 73.70 22.20 14.93 14.93 Regression Eqn. OUTLET 73.80 24.30 15.90 15.90 Regression Eqn. OUTLET 73.90 26.10 18.50 18.50 Regression Eqn. OUTLET 74.00 27.90 y 20.80 - 20.80 Regression Eqn. OUTLET Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry ID O 11, cal t D,I 18 Grooved End with Headwall Height (Rise) = Width (Span) = Square Edge w130-78 deg. Flared Wingwafl No — Inlet Elev = Outlet Elev = L= n= Kb = K, = K.= Kr= Ks = Cd itEb = 3 72.12 72.02 45 0.013 0 1 0.20 0.82 2.02 0.99 -0.0860 Inches ft. ft. ft. elev. ft. elev. ft. Processing Time: UD-Culvert_v3.05 (Design Point 6), Culvert Rating 00.73 Seconds 312712018, 12:56 PM Determination o₹ Culvert Headwater and Outlet Protection Project: 2016-129 Union Estates Basin ID; Culvert - Design Point 6 9; r, q, b Soil Type: -Choose One: @Sandy (]don -sandy } Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down imt) Box Culvert: Q = 16.72 cfs D =1 18 inches Square End with Headwall OR Barrel Width Height an) in Feet Heigh an) = ft Barrel Width (Span) in Feet Width (Span) — ft Inlet Edge Type (Choose from pull -down list) L v Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity No= [ley IN = 72.12 ft Bev OUT = 72.02 ft L= 45 ft n= kb [ley Y, = ft V = 5 ft/s 3 0.013 a Required Protection (Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameter25 OR Flow/(Span Rise' C) Froude Number Tallwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Dlameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection V,= A,= A= ke= = ks = Y„ = Y, d= U. _ 1/(2*tan(O)) Q/D^2.5 =- Fr = Yt/D HWi = HWo = HW = HW/D= = = Type = Lp = T= 0.60 1.11 1.77 0.50 0.82 2.32 111 0.91 1.21 5.74 2.02 0.40 1.39 1.46 73.58 0.98 3 6 VL 5 3 ft ft2 ft` ft ft ft ft ft fto.els Pressure flow! ft ft in in ft ft CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: 2016-129 Union Estates Basin ID: Culvert - Design Point 4 to 5 Status: Design Information (Input): Circular Culvert: Barret Diameter in Inches Inlet Edge Type (choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feel Inlet Edge Type (choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert revert OR Slope of Culvert (ft v./ft h-) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of D=1 18 Square End with Headwall Height (Rise) _ Width (Span) _ Square Edge w130-78 deg. Flared Wingwall No = Inlet Elev Outlet Elev L= n= Kh = K„ �_ Ki _ Kg= Cd = KE„„= 2 72.82 72.66 55 0.013 0 1 0.50 1.00 2.50 0.85 0.0070 inches ft. ft. ft. elev. ft. elev. ft. Water Surface Elevation (ft., linked) Tailwater Surface Elevation ft Culvert Inlet -Control Flowrate cfs Culvert Outlet -Control Flowrate cfs Controlling Culvert Flowrate cfs (output) Inlet Equation Used: Flow Control Used 72.80 0.00 0.00 0.00 No Flow (WS < inlet) N/A 72.90 0.20 2.04 0.20 Min. Energy. Eqn, INLET 73.00 0,40 2.89 0.40 Min, Energy. Eqn. INLET 73.10 0.60 3.74 0.60 Min. Energy. Eqn. INLET 73.20 1.20 4.59 1.20 Min. Energy. Eqn. INLET 73.30 2,00 5,38 2.00 1 Min. Energy. Eqn. INLET 73.40 2.60 6.18 2.60 Min. Energy. Eqn. INLET 73.50 3.60 6.91 3.60 Min. Energy. Eqn. INLET 73.60 4.40 7.59 4.40 Regression Eqn. INLET 73.70 5.40 7.76 6.40 Regression Eqn. INLET 73.80 6.40 7.82 6.40 Regression Eqn. INLET 73.90 7.60 7.99 7.60 Regression Eqn, INLET 74.00 8.60 8.16 8.16 Regression Eqn. OUTLET 74.10 9.80 8.44 8.44 Regression Eqn. OUTLET 74.20 11.00 8.78 8.78 Regression Eqn, OUTLET Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Processing Time: UD-Culvert_v3.05 (Design Point 4 to 5), Culvert Rating 00.69 Seconds 3/27/2018, 12:44 PM Determination of Culvert Headwater and Outlet Protection Project: 2016-129 Union Estates Basin ID: Culvert - Design Point 4 to 5 n Soil Type: -Choose One: ISandy Don -sandy Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height {Rise) in Feet Barrel Width (Span) in Feet inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity = 8.76 cfs D � 18 jlnches Square End with Headwall v OR Height (Rise) _ Width (Span) = 2 No = Elev I N = Elev OUT = L= n= kn = kx = Eiev V, = V= 72.82 72.66 55 0.013 0 5 ft ft ft ft ft ftis Required Protection (Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of Ail Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameterz 5 OR Elow/(Span • Rise') Froude Number Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size tiDFCD Riprap Type Length of Protection Width of Protection YI = AI = A= ke= kl = k, Y„ Y,= d= 1/(2`tan(0)) = 4./D^2.5 Fr = Yt/D = HWi = Hwo= NW= 14W/D = d _ da _ Type L, = T= 0.60 0.88 1.77 0.50 1.00 2.50 0.99 0.80 1.15 6.15 1.59 0.67 0.40 1.20 1.23 74.05 0.82 2 6 VL 5 3 ft ft' ft` ft ft ft ft ft ft° s/s ft ft in In ft ft CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: 2016-129 Union Estates Basin ID: Culvert - Design Point 3 to 4 Status: Design Information (Input): Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (choose from pull -down list) seam] sok„s OR: Box Culvert: Barret Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Intel Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output): L D 18 Square End with Headwall Height (Rise) Width (Span) _ Square Edge wl 30-78 deg. Flared Wingwall No Inlet Elev = Outlet Elev = L= n= Ke = = Ka= Kr= Kc = Cd = KE1„,„ 1 73.02 72.82 95 0.013 0 1 0.50 1.72 3.22 0.85 0.0070 inches ft. ft. ft. elev. ft. elev. ft. Water Surface Elevation (ft., linked) Tatlwater Surface Elevation ft Culvert Inlet -Control Flowrate cfs Culvert Outlet -Control Flowrate cfs Controlling Culvert Flowrate cfs (output) Inlet Equation Used: Flow Control Used 73.00 0.00 0.00 0.00 No Flow (WS < inlet) N/A 73.10 0.10 1.30 0.10 Min. Energy. Eqn. INLET 73.20 0.20 1.69 _ 0.20 Min. Energy. Eqn, INLET 73.30 0.30 2.07 0.30 Min. Energy. Eqn. INLET 73.40 D.60 2.43 0.60 Min. Energy. Eqn. INLET 73.50 1.00 2.80 1.00 Min. Energy. Eqn. INLET 73.60 1.30 3.11 1.30 Min. Energy. Eqn. INLET 73.70 1.80 3.42 1.80 Min. Energy. Eqn. INLET 73.80 2.20 3.74 2.20 Regression Eqn. INLET 73.90 2.70 3.86 2.70 Regression Eqn. INLET 73.94 2.90 3.88 2.90 Regression Eqn. INLET Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry - Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Processing Time: UD-Culvert_v3.05 (Design Point 3 to 4). Culvert Rating 00.96 Seconds 4/17/2018, 2:59 PM Determination of Culvert Headwater and Outlet Protection Project: 2016-129 Union Estates Basin ID: Culvert - Design Point 3 to 4 Sail Type: -Choose Ore: Sandy 0105 -Sandy Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Square fed with Head Q= 4.83 cis D = i8 inches wall OR Height (Rise) = Width (Span) s No = Etev IN = Eau OUT = L= n= kb = k, _ EIevY,= v= 1 73.02 72, B2 95 0.013 a 1 5 ft ft ft ft ft ft ft's Required Protection (Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of Ali Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diarneter2-6 OR Flowl(Span ° Risei-5) Fraude Number Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection Yr = Ay= A= kr= = Y` _ d= Da = 1/(21an(0)) = O1D^2.5 = Fr = Yt/D = HWi= HWo= NW HW/D ds° _ dso Type = Lv= T= 0.60 D.97 1.77 0.50 1.72 3.22 1.23 0.85 1.17 6.00 1.75 0.47 0.40 1.27 1.35 74.37 0.90 2 6 VL 5 3 ft ftz ft` ft ft it ft ft ftosls ft ft in in ft ft LI©STONE •9.■.. 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CCU:a I dfl"w!i SCALE: NTS REVISED AUG 9996 Interpolations for Intensity Values (Drainage Path 1) Design Point 6 5-yr Storm Duration (min) 60 71 80 1.30 10-yr Storm Duration (min) 60 71 80 1.60 100-yr Storm Duration (min) 60 71 80 2.44 Design Point 7 5-yr Storm Duration (min) 60 75 80 1.23 10-yr Storm Duration (min) 60 75 80 1.54 100-yr Storm Duration (min) 60 75 80 2.32 Storm Frequency (in/hr) 1.49 x 1.14 Storm Frequency (in/hr) 1.76 x 1.47 Storm Frequency (in/hr) 2.78 x 2.16 Storm Frequency (in/hr) 1.49 x 1.14 Storm Frequency (in/hr) 1.76 x 1.47 Storm Frequency (in/hr) 2.78 x 2.16 Design Point 8 5-yr Storm Duration (min) 80 90.3 100 1.04 10-yr Storm Duration (min) 80 90.3 100 1.33 100-yr Storm Duration (min) 80 90.3 100 1.97 Storm Frequency (in/hr) 1.14 x 0.94 Storm Frequency (in/hr) 1.47 x 1.2 Storm Frequency (in/hr) 2.16 x 1.79 Drainage Calculations Developed Path 2 DRAINAGE CALCULATIONS - DEVELOPED - PATH 2 Job Name Job No. Date Union Estates 2016-129 3/5/2018 PERCENT IMPERVIOUS DEVELOPED Constant or linked from boxes above Site Area = 2312950 ft2 Site Area = Assumed i =1 0.12 C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) C10 = runoff coefficient for 10 -year frequency (from Table 6-5) (*Note Soil Type) C100 = runoff coefficient for 100 -year frequency (from Table 6-5) (*Note Soil Type) Input value or note Calculated value Value that seldom changes 53.1 TIME OF CONCENTRATION tc. DEVELOPED to developed = ti*tt Equation 6-2 AC 0.06 0.06 0.21 to developed = computed time of concentration (minutes) t; = overland (intial) flow time (minutes) tt= channelized flow time {minutes) t; = (0.395(1.1-05)(0•5))/So°33 Equation 6-3 t; = overland (intial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) L; = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) Assumed rural condition L; = Delta = 437.6 2.73 Soil Type A ft, not greater than 300' (urban) or 500' (rural) ft So = C5 = t; = 45.9 minutes tt = Lt/((6O*K)*(St°'5)) r Lt/60Vt Equation 6-4 tt = channelized flow time (minutes) K = NRCS conveyance factor (Table 6-2) St = average s ope along channelized flow path (ft/ft) Therefore; to his = 0.0062 0.06 ft/ft Table 6-5 Lt = 0 ft Delta = 0.00 ft tt = St = K= #DIV/0l 0 ##DIV/0! #DIV/01 minutes minutes ft/ft Table 6-2 DRAINAGE COMPUTATIONS - PATH 2 Page 1 of 8 5/16/2018 TIME OF CONCENTRATION CHECK Equation 6-5 tc developed = (26 - 17*i) + (Lt/(60*(14*i + 9)(Sto.5)) tc developed Tc not to exceed equation 6-5 at first design pt tcdeveloped= computed time of concentration (minutes) i = imperviousness in decimal St = average s ope along channelized flow path (ft/ft) i= Lt Delta = 0.12 0.00 0 ft ft #DIV10! St = #D!V/0! ft/ft Lt = length of flow path (ft) minutes Tc not to exceed equation 6-5 at first design pt Equation 6-5 tc developed = (26 - 17*i) + (Lt/(60`(14*i + 9)(Sto.5)) TIME OF CONCENTRATION CHECK W/ NO CHANNELIZED FLOW Equation 6-5 tc developed = (26 - 17*i) To not to exceed equation 6-5 at first design pt tc developed 24.0 minutes Equation 6-5 DRAINAGE COMPUTATIONS - PATH 2 Page 2 of 8 5/16/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 9 Q=CIA Equation 6-1 Q5,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 15 = A= 0.06 2.69 2.44 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.39 CFS = 0.161 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 9 Q=CIA Equation 6-1 Q10,I]eveloped ` CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 = 110 = A= 0.06 3.18 2.44 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.47 CFS 0.191 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 9 Q=CIA Equation 6-1 Q100,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 I,00 = A= 0.21 5.02 2.44 In/hr. using linear interpolation from Rainfall IDF Tables AC 2.57 OPEN CHANNEL FLOW Design Point 9 to Design Point 10 L= St= Vt = tt Total tc= 136.54 0.27 0.0020 0.63 217 27.6 CFS = ft ft ft/ft ft/sec sec min 1.054 3.6 CFS/AC min DRAINAGE COMPUTATIONS - PATH 2 Page 3 of 8 5/16/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 10 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C5= 15 = 2.48 in/hr. using linear interpolation from Rainfall IDF Tables A = 4.10 AC Q5,Developed = DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 10 Q=CIA Equation 6-1 CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C10 = 110 = A= 0.06 2.93 4.10 in/hr. using linear interpolation from Rainfall IDF Tables AC Q10,Developed `I 0.72 CFS = 0.176 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 10 Q=CIA Equation 6-1 Q100,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tG A = area (AC) C100 = 1100 = 4.63 in/hr. using linear interpolation from Rainfall IDF Tables A = 4.10 AC 0.21 3.99 OPEN CHANNEL FLOW Design Point 10 to Design Point 11 L= �= S1= Vt = tt_ Total tc= 69.31 0.14 0.0020 0.71 98 29.2 CFS = ft ft ft/ft ft/sec sec min 0.972 1.6 CFS/AC min DRAINAGE COMPUTATIONS - PATH 2 Page 4 of 8 5/18/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 11 Q=CIA Equation 6-1 Q5,Develaped Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C5 = 15 = A= 0.06 2.39 9.63 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.38 CFS = 0.143 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 11 Q=CIA Equation 6-1 Q10,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C10 = 110 = A= 0.06 2.84 9.63 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.64 CFS = 0.170 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 11 Q=CIA Equation 6-1 O100, Developed CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C1o0 1100 = A= 0.21 4.49 9.63 in/hr. using linear interpolation from Rainfall IDF Tables AC 9.08 FLOW THROUGH CULVERT Design Point 11 to Design Point 12 L= St = Vt = tt = Total ta= 45 0.23 0.0050 3.22 14 29.4 CFS = ft ft ft/ft ft/sec sec min 0.943 0.2 CFS/AC min DRAINAGE COMPUTATIONS - PATH 2 Page 5 of 8 5/16/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 12 Q=CIA Equation 6-1 Q5,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient 1= avg intensity of rainfall for a duration equal to given tc A = area (AC) C5 15 = A= 0.06 2.38 9.80 in/hr. using linear interpolation from Rainfall 1DF Tables AC 1.40 CFS = 0.143 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 12 Q=CIA Equation 6-1 Q10,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C10 = 110 = A= 0.06 2.81 9.80 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.65 CFS = 0.169 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 12 Q=CIA Equation 6-1 Q100,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient 1= avg intensity of rainfall for a duration equal to given tc A = area (AC) C1o0 = 1100 A= 0.21 4.46 9.80 in/hr. using linear interpolation from Rainfall IDF Tables AC 9.18 OPEN CHANNEL FLOW Design Point 12 to Design Point 13 L= S1_ Vt = tt = Total te= 315.61 1.35 0.0043 1.14 277 34.0 CFS = ft ft ft/ft ft/sec sec min 0.937 4.6 CFS/AC min DRAINAGE COMPUTATIONS - PATH 2 Page 6 of 8 5/16/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 13 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) Q5,Develaped = C5 = 15 A= 0.06 2.17 13.82 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.80 CFS = 0.130 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 13 Q=CIA Equation 6-1 CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C10 = 110 = A= Q1o,Developed = 2.12 CFS = CFS/AC 0.06 2.56 13.82 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.154 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 13 Q=CIA Equation 6-1 Q100,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Clop = 1100= A= 0.21 4.09 13.82 in/hr. using linear interpolation from Rainfall IDF Tables AC 11.87 OPEN CHANNEL FLOW Design Point 13 to Design Point 14 L= St = Vt = t, _ Total tc= 313.95 0.63 0.0020 0.92 341 39.7 CFS = ft ft ft/ft ft/sec sec = min 0.859 5.7 CFS/AC min DRAINAGE COMPUTATIONS - PATH 2 Page 7 of 8 5/16/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 14 Q=CIA Equation 6-1 Q5,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient I= avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 15 = 1.97 in/hr. using linear interpolation from Rainfall IDF Tables A= 0.06 14.04 AC 1.66 CFS = 0.118 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 14 Q=CIA Equation 6-1 Q10,Develaped = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 = 0.06 110 = 2.33 in/hr. using linear interpolation from Rainfall IDF Tables A = 14.04 AC 1.96 CFS = 0.140 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 14 Q=CIA Equation 6-1 Q100,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = 1100 = A= 0.21 3.69 14.04 in/hr. using linear interpolation from Rainfall IDF Tables AC 10.88 CFS = 0.775 CFS/AC DRAINAGE COMPUTATIONS - PATH 2 Page 8 of 8 5/16/2018 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - Syr - Design Point 9 to 10 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.40 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es = Yo = Fs = 0.39 cfs 0.25 0.63 fps 0.62 sq 3.16 ft 3.26 ft 0.19 ft 0.20 ft 0.40 ft 0.13 ft 0.01 kip Developed TofC - 5yr - Design Point 9 to 10, Basics 3/21/2018, 10:49 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 9 to 10 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.020 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.34 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es= Yo= Fs = 0.47 cfs 0.43 1.01 fps 0.47 sq ft 2.74 ft 2.82 ft 0.17 ft 0.17 ft 0.36 ft 0.11 ft 0.00 kip Channel Stability - 10yr - Design Point 9 to 10, Basics 3/21/2018, 10:49 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 9 to 10 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.42 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.47 cfs 0.25 0.66 fps 0.71 sq ft 3.36 ft 3.46 ft 0.20 ft 0.21 ft 0.43 ft 0.14 ft 0.01 kip Channel Capacity - 10yr - Design Point 9 to 10, Basics 3/21/2018, 10:49 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 9 to 10 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B = 0.00 ft ZI = 4.00 ft/ft Z2 = 4.00 Mt F = 0.00 ft Y = 0.80 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D� Es = Yo = Fs= 2.57 cfs 0.28 1.01 fps 2,54 sq ft 6.38 ft 6.57 ft 0.39 ft 0.40 ft 0.81 ft 0.26 ft 0.05 kip Channel Capacity - 100yr - Design Point 9 to 10, Basics 3/21/2018, 10:50 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 10 to 11 Y Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B= 0.00ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.47 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.61 cfs 0.26 0.71 fps 0.86 so ft 3.72 ft 3.83 ft 0.23 ft 0.23 ft 0.47 ft 0.15 ft 0.01 kip Developed TofC - 5yr - Design Point 10 to 11, Basics 3/21/2018, 12:31 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 10 to 11 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.020 B= 0.00ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.40 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs= 0.72 cfs 0.44 1.12 fps 0.65 so ft 3.22 ft 3.31 ft 0.19 ft 0.20 ft 0.42 ft 0.13 ft 0.01 kip Channel Stability 10yr - Design Point 10 to 11, Basics 3/21/2018, 12:31 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 10 to 11 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 fflft F= 0.00ft Y = 0.50 ft Normal Flow Condtion (Calculated). Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo= 0.72 cfs 0.26 0.74 fps 0.98 sq ft 3.96 ft 4.08 ft 0.24 ft 0.25 ft 0.50 ft 0.16 ft Fs = 0.01 kip Channel Capacity - 10yr - Design Point 10 to 11, Basics 3/21/2018, 12:31 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 10 to 11 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B= 0.00ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.94 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= DM Es = Yo = Fs = 3.99 cfs 0.29 1.13 fps 3.53 sq ft 7.52 ft 7.75 ft 0.46 ft 0.47 ft 0.96 ft 0.31 ft 0.08 kip Channel Capacity - 100yr -- Design Point 10 to 11, Basics 3/21/2018, 12:31 PM r CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: 2016-129 Union Estates Pipe ID: Culvert - Design Point 11 to 12 U Design Information (Input) Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So = n= D= Q= 0.0050 ft/ft 0,0130 18.00 inches 1.38 cfs Full -flow Capacity (Calculated) Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af = Pf = Theta = Qf = Theta = An = In Pn = Yn = Vn Qn = Flow = Fri, _ 1.14 0.43 1.36 1.71 0.44 3.22 1.38 18.5% 1.01 sq ft ft radians cfs radians so ft ft ft ft fps cfs of full flow supercritical Theta -c = 1.14 radians Ac = 0.43 sq ft Tc = 1.37 ft Yc = 0.44 ft Vc = 3.19 fps Fr, = 1.00 UD-Cuivert_v3.05 (Design Paint 11 to 12), Pipe 5/16/2018, 9:07 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 12 to 13 F Y v Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0043 ft/ft n= 0.035 B = 0.00 ft Z1 = 4.00 ftlft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.55 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs= 1.40 cfs 0.39 1.16 fps 1.21 sq ft 4.40 ft 4.54 ft 0.27 ft 0.28 ft 0.57 ft 0.18 ft 0.02 kip Developed TofC - 5yr - Design Point 12 to 13, Basics 5/16/2018, 9:11 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 12 to 13 F Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0043 ft/ft n = 0.020 6= 0.00ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.47 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 1.65 cfs 0.66 1.83 fps 0.90 sq ft 3.79 ft 3.91 ft 0.23 ft 0.24 ft 0.53 ft 0.16 ft 0.01 kip Channel Stability - 10yr - Design Point 12 to 13, Basics 5/16/2018, 9:12 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 12 to 13 A F Y T Z1 Yo B Z2 1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0043 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.59 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Fr = V= A= T= Pµ R= D= Es= Yo = Fs= 1.65 cfs 0.39 1.21 fps 1.37 sgft 4.68 ft 4.82 ft 0.28 ft 0.29 ft 0.61 ft 0.19 ft 0.02 kip Channel Capacity - 10yr - Design Point 12 to 13, Basics 5/16/2018, 9:13 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 12 to 13 B Z2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0043 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 fl/ft F = 0.00 ft Y = 1.11 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es = Yo = Fs= 9.18 cfs 0.44 1.85 fps 4.96 so ft 8.91 ft 9.18 ft 0.54 ft 0.56 ft 1.17 ft 0.37 ft 0.15 kip Channel Capacity - 100yr - Design Point 12 to 13, Basics 5/16/2018, 9:14 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 13 to 14 F Z1 T B Z2 1 Design Information (input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.70 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 1.80 cfs 0.28 0.92 fps 1.95 sgft 5.58 ft 5.76 ft 0.34 ft 0.35 ft 0.71 ft 0.23 ft 0.03 kip Developed TofC - 5yr - Design Point 13 to 14, Basics 5/16/2018, 9:19 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 13 to 14 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.020 B= 0.00ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.60 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 2.12 cfs 0.47 1.46 fps 1.44 soft 4.81 ft 4.96 ft 0.29 ft 0.30 ft 0.63 ft 0.20 ft 0.02 kip Channel Stability - 10yr - Design Point 13 to 14, Basics 3/21/2018, 5:40 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 13 to 14 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.74 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force CI _ Fr V= A= T= P= R= D= Es = Yo = Fs = 2.12 cfs 0.28 0.9E fps 2.20 sq ft 5.94 ft 6.12 ft 0.36 ft 0.37 ft 0.76 ft 0.24 ft 0.04 kip Channel Capacity - 10yr - Design Point 13 to 14, Basics 3/21/2018, 5:39 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 13 to 14 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 1.42 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es = Yo = Fs= 11.87 cfs 0.31 1.48 fps 8.01 sq ft 11.32 ft 11.67 ft 0.69 ft 0.71 ft 1.45 ft 0.47 ft 0.27 kip Channel Capacity - 100yr - Design Point 13 to 14, Basics 3/21/2018, 5:40 PM CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: 2016-129 Union Estates Basin ID: Culvert- Design Point 11 to 12 Status: Design Information (Input): Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (choose from pull -down list) fr6rai Sm{a2 OR: Box Culvert: Barrel Height (Rise) in Feel Barrel Width (Span) in Feet Inlet Edge Type (choose from pull -down list) culverts amiss D 4 L Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h,) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output): [Oren e.serttsa OIa l~ D=1 18 Square End with Headwall Height (Rise) = Width (Span) _ Square Edge wi 30-78 deg. Flared Wingwall No= Inlet Elev '- Cutlet Elev = L= n= Kb K, Ka= K,= K,= Ca = 0.50 0.82 2.32 0.85 0.0070 inches ft. ft ft. elev. ft. elev. ft. Water Surface Elevation (ft., linked) Tailwater Surface Elevation ft Culvert Inlet -Control Flowrate cfs Culvert Outlet -Control Flowrate cfs Controlling Culvert Flowrate eta (output) Inlet Equation Used: Flow Control Used 75.00 0.20 3.30 0.20 Min. Energy. Eqn. INLET 75.10 0.40 4.13 0.40 Min. Energy. Eqn. INLET 75.20 0.60 5.03 0.60 Min. Energy. Eqn. INLET 75.30 1.20 5.86 1.20 Min. Energy. Eqn. INLET 75.40 2.00 6.61 2.00 Min. Energy. Eqn. INLET 75.50 2.60 7.36 2.60 Min. Energy. Eqn. INLET 75.60 3.60 7.74 3.60 Min. Energy. Eqn. INLET 75.70 4.60 7.81 4.60 Regression Eqn. INLET 75.80 5,40 7.96 5.40 Regression Eqn. INLET 75.90 6.40 8.11 6.40 Regression Eqn. INLET 76.00 7.60 8.34 7.60 Regression Eqn, INLET 76.10 8.60 8.71 8.60 Regression Eqn. INLET 76.20 9.80 9.09 9.09 Regression Eqn. OUTLET 76.30 11.20 9.54 9.54 Regression Eqn. OUTLET 76,33 11.40 9.69 9.69 Regression Eqn. OUTLET Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry , Invalid Entry Invalid Entry Invalid Entry Processing Time: UD-Culvert_v3.05 (Design Point 11 to 12), Culvert Rating 00.80 Seconds 4/11/2018, 2:25 PM Determination of Culvert Headwater and Outlet Protection Project: 2016-129 Union Estates Basin ID: Culvert - Design Point 11 to 12 Lp Soil Type: —Choose One: @andy Oton-Sandy Design Information (input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity D- 9.08 cfs D 18 inches Square End with Headwall V r Height (Rise) = Width (Span) = No = Elev IN = Elev OUT = L= n= kn = k„_ Elev Y, = V= OR 2 74.92 74.69 45 0.013 0 5 ft ft ft ft ft ft's Required Protection (Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameter25 OR Flow/(Span' Rise's) Froude Number Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection Y, = 7k= A= k.= k, = k„ Y„ = Y, = d= Va = 11(2'1an(O)) _ Cl/DA2.5 Fr= Yt/D H W, = HWp= NW = HW/D = 0.60 0.91 1.77 0.50 0.82 2.32 0.84 0.82 1.16 6.10 1.65 0.95 0.40 1.22 1.17 76.14 0.81 ft f2 ft` ft ft ft ft ft fta5%5 ft ft CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: 2016-129 Union Estates Basin ID: Culvert - Design Point T4 Status: rut eN x carrion 1. Design Information (Input): s.s1b.r Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (choose from put-down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from pull -down list) Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v,/ft h.) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output): taken z-tertirai D=I Square End with Headwal 18 Height (Rise) _ Width (Span) = Square Edge w! 30-78 deg. Flared Wingwall No = Inlet Bev = Outlet Elev = L= n= Kb = K, - K,= = K5 = Cd = KEG _ 1 72.71 72,66 25 0.013 0 1 0.50 0.45 1.95 0.85 0.0070 inches ft. ft. ft. elev. ft. elev. ft. Water Surface Elevation (ft., linked) Tallwater Surface Elevation ft Culvert Inlet -Control Flowrate cfs Culvert Outlet -Control Flowrate cfs Controlling Culvert Flowrate cfs (output) Inlet Equation Used: Flow Control Used 72.70 0.00 0.00 0.00 No Flow (WS < inlet) N/A 72.80 0.10 0.28 0.10 Min. Energy. Eqn. INLET rt 72.90 0.20 0.59 0.20 Min. Energy. Eqn. INLET 73.00 0.30 1.01 0.30 Min, Energy. Eqn. INLET 73.10 0.70 1.46 0.70 Min. Energy, Eqn. INLET 73.20 1.00 1.9D 1.00 Min. Energy. Eqn. INLET 73.30 1.40 2.37 1.40 Min. Energy. Eqn. INLET 73.40 1.80 2.82 1.80 Min. Energy. Eqn. INLET 73.50 2.30 3.24 2.30 Regression Eqn, _ INLET 73.60 2.80 3.66 2.80 Regression Eqn. INLET 73.70 3.30 3,88 3.30 Regression Eqn. INLET 73.80 3.80 3.90 3.80 Regression Eqn. INLET 73.90 4.40 3.97 3.97 Regression Eqn. OUTLET 74.00 5.00 4.06 4.06 Regression Eqn. OUTLET Invalid Entry Invalid Entry Invalid Entry Invalid Entry invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Invalid Entry Processing Time: UD-Culvert v3-05 (Design Point 14 to 5), Culvert Rating 01.06 Seconds 4/11/2018.2:52 PM Determination of Culvert Headwater and Outlet Protection Project: 2016-129 Union Estates Basin ID: Culvert - Design Point 14 e:r H rid Soil Type: -Choose One: *Sandy Oion-sandy Design Information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity 10.68 D ilft I Square End with Headwall Height (Rise) = Width (Span) = No = Elev IN = Elev OUT = L= n= ks = Eiev YI = V= OR V 72.71 72.66 25 0.013 0 5 cfs inches ft ft ft ft ft his Required Protection (Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameterz5 OR Flow/(Span " Rise' 5) Froude Number Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection Yr _ AI = A ice = kr = k, _ d= Da= 1/(21en(0)) = Q/D^2.5 = Fr= Yt/D HW, HWo= HW = HW/D = dr.r, = dw = Type a Lr 7= 0.60 2.18 1.77 0.50 0.45 1.95 0.58 1.26 1.38 3.57 3.95 0.40 2.50 2.48 75.21 1.67 5 6 VL 8 4 ft ft' hi ft ft ft ft ft ft55/s Pressure flow! ft ft FilAi/D >1.5! in in ft ft LIDSTONE )AA ATLAS, 1373 �tts`hlkf 2-614.14, d 9 z 0 I— d I— Q It1 A a. 1111 i ■ k.P?,5k6)(\ Cocti ■ X1111 MM■■■iiM Nil ■1 ■M■■■■1Mlt a ■■MMM■isM>r'MI111111UI �� 1111111111 hihlu:: �:: 1111111 ■■■MMMM Illillil 11111 IIIIIMOINEIi11h11l1 ■■■■MI:■MM■ ir 6 HIIIIIIIII M■■■M■si■iii■ ■iM ■■■■■L1MMM■#MMM►u,Mi►IMMMM■■MMM■MMMi1i MII o i■■■■■MMMM M '��IIII'IIIIII 11I1111lIIIIIII1 S ■MMM■M■RMi'M1,1►\�. ■ ii■■M ll M■■■■■ummu!<MMMMximi 1iMMMMR■MMM■M■■M■iMMMM■M■M■■■■■MM■■MIMM cr. 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TIME IN M NUTS ERTERfl- 2 ,1Lnin UR T O W ' EgUE CY CURVES PUBLIC WORKS DEPARTMENT STOR1WATER MANAGEMENT DIVEStON• 11111 PPM AVENUE G .ET. OULaan0 E0101 FIGURE 3-1 SCALE: NTS REVISED AUG 1996 L1DSTONE 6; ANDERSON, INC_ 1994 (BASED ON NOAA ATLAS, 1573) 9 , fIliii IHIIIIIIIIIHIIIIIIIIIIIII __ �� Drainage Calculations Developed Path 3 Job Name Union Estates DRAINAGE CALCULATIONS - DEVLOPED - PATH 3 Job No. Date 3/5/2018 Constant or linked from boxes above Input value or note Calculated value Value that seldom changes 2016-129 PERCENT IMPERVIOUS DEVELOPED Site Area = 2312950 ft2 Site Area = Assumed I = 53.1 0.12 C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (Note Soil Type) C10 = runoff coefficient for 10 -year frequency (from Table 6-5) (*Note Soil Type) C100 = runoff coefficient for 100 -year frequency (from Table 6-5) (*Note Soil Type) TIME OF CONCENTRATION tc DEVELOPED tc developed = ti+tt Equation 6-2 AC 0.06 0.06 0.21 tc developed = computed time of concentration (minutes) ti = overland (intial) flow time (minutes) tt = channelized flow time (minutes) t; = (0.395(1.1-05)(L°5))/So°.33 Equation 6-3 t; = overland (intial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) L1 = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) Assumed rural condition L; = Delta = 476.78 3.11 Soil Type A ft, not greater than 300' (urban) or 500' (rural) ft So = C5 = t; = 47.2 minutes tt = Lt/((60*K)*(St°5)) = Lt/60Vt Equation 6-4 tt = channelized flow time (minutes) K = NRCS conveyance factor (Table 6-2) St = average slope along channelized flow path (ft/ft) Therefore; tchje = 0.0065 0.06 ft/ft Table 6-5 Lt = Delta = tt = 0 0.00 ft ft St = K= #0 IVI0! 0 #DIV/0! #DIV10! minutes minutes ft/ft Table 6-2 DRAINAGE COMPUTATIONS - PATH 3 Page 1 of 7 5/16/2018 TIME OF CONCENTRATION CHECK Equation 6-5 to developed = (26 - 171) + (Lt1(60*(14*i + 9)(St0 5)) tc developed = To not to exceed equation 6-5 at first design pt tcdeveloped = computed time of concentration (minutes) i = imperviousness in decimal St = average slope along channelized flow path (ft/ft) i= Lt = Delta = 0.12 0.00 0 ft ft #DIV/01 St = #DIV/0! ft/ft Lt = length of flow path (ft) minutes Tc not to exceed equation 6-5 at first design pt Equation 6-5 tc developed = (26 - 17*i) + (Lt/(60*(14*i + 9)(S105)) TIME OF CONCENTRATION CHECK W/ NO CHANNELIZED FLOW Equation 6-5 tc developed = (26 - 17*i) Tc not to exceed equation 6-5 at first design pt tc developed 24.0 minutes Equation 6-5 DRAINAGE COMPUTATIONS - PATH 3 Page 2 of 7 5/16/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 15 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = Q5,Developed = 15= in/hr. using linear interpolation from Rainfall IDF Tables A = 1.59 AC CFS = DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 15 Q=CIA Equation 6-1 Q10,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 — A A= 0.06 3.18 1.59 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.30 CFS = 0.191 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 15 Q=CIA Equation 6-1 CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = 1100 = A= 0.21 5.02 1.59 in/hr. using linear interpolation from Rainfall IDF Tables AC Q100,Developed 1.68 OPEN CHANNEL FLOW Design Point 15 to Design Point 16 L= �_ s,= Vt = tt = Total to= 141.88 0.43 0.0030 0.66 215 27.5 CFS = ft ft ft/ft ft/sec sec = min 1.054 3.6 CFS/AC min DRAINAGE COMPUTATIONS - PATH 3 Page 3 of 7 5/16/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 16 Q=CA Equation 6-1 Q5,Developed Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5= 15 = A= 0.06 2.48 4.79 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.71 CFS = 0.149 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 16 Q=CIA Equation 6-1 Q10,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 Ito A= 0.06 2.93 4.79 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.84 CFS = 0.176 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 16 Q=CIA Equation 6-1 Q100,➢eveloped CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C1o0 1100 = A= 0.21 4.63 4.79 in/hr. using linear interpolation from Rainfall IDF Tables AC 4.66 OPEN CHANNEL FLOW Design Point 16 to Design Point 17 L= St= Vt = ti= Total tc= 81.18 0.24 0.0030 0.85 96 29.1 CFS = ft ft ft/ft ft/sec sec min 0.972 1.6 CFS/AC min DRAINAGE COMPUTATIONS - PATH 3 Page 4 of 7 5/16/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 17 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Q5,Developed = C5 = 15= A= 0.07 2.41 5.18 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.87 CFS = 0.169 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 17 Q=CIA Equation 6-1 Q1D,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C10 = 110 0.07 2.83 in/hr. using linear interpolation from Rainfall IDF Tables A= 5.18 AC 1.03 CFS = 0,198 j DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 17 Q=CIA Equation 6-1 Q100,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C100 = 1100 = A= 0.21 4.50 5.18 in/hr. using linear interpolation from Rainfall IDF Tables AC 4.90 OPEN CHANNEL FLOW Design Point 17 to Design Point 18 L= St = Vt = tt = Total tc= 560.52 1.13 0.0020 0.77 728 41.3 CFS = ft ft ft/ft ft/sec sec min 0.945 12.1 CFS/AC min DRAINAGE COMPUTATIONS - PATH 3 Page 5 of 7 5/16/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 18 Q=CIA Equation 6-1 Q5,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 15 = A= 0.07 1.90 9.86 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.31 CFS = 0.133 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 18 Q=CIA Equation 6-1 QlO,Developed ` CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 = 110 = A= 0.07 2.26 1.56 in/hr. using linear interpolation from Rainfall IDF Tables 9.86 AC CFS = 0.1581CFSIAC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 18 Q=CIA Equation 6-1 Q100,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C1 00 = 1100 = A= 0.21 3.58 9.86 in/hr. using linear interpolation from Rainfall IDF Tables AC 7.41 FLOW THROUGH CULVERT Design Point 18 to Design Point 19 L= A= St = Vt tt= Total te= 40 0.1 0.0025 2.47 16 41.5 CFS = ft ft ft/ft ft/sec sec min 0.752 I _ 0.3 CFS/AC min DRAINAGE COMPUTATIONS - PATH 3 Page 6 of 7 5/16/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 19 Q=CIA Equation 6-1 QS,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient 1= avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 15 = A= 0.06 1.95 10.19 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.19 CFS = 0.117 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 19 Q=CIA Equation 6-1 CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 = 110= A= 0.06 2.29 10.19 in/hr. using linear interpolation from Rainfall IDF Tables AC Q10,Developed =[ 1.40 CFS = 0.137 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 19 Q=CIA Equation 6-1 Q100,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C100 = 1100 = A= 0.21 3.62 10.19 in/hr. using linear interpolation from Rainfall IDF Tables AC 7.75 CFS = 0.760 CFS/AC DRAINAGE COMPUTATIONS - PATH 3 Page 7 of 7 5/16/2018 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 15 to 16 F w Design Information (Input) Channel invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0030 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.31 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es= Yo Fs= 0.26 cfs 0.30 0.66 fps 0.39 sq ft 2.50 ft 2.57 ft 0.15 ft 0.16 ft 0.32 ft 0.10 ft 0.00 kip Developed TofC - 5yr - Design Point 15 to 16, Basics 3/22/2018, 10:27 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 15 to 16 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0030 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 Mt F = 0.00 ft Y = 0.27 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 0.30 cfs 0.50 1.05 fps 0.29 so ft 2.14 ft 2.21 ft 0.13 ft 0.13 ft 0.29 ft 0.09 ft 0.00 kip Channel Stability - 10yr - Design Point 15 to 16, Basics 3/22/2018, 10:28 AM Normal Flow Analysis m Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 15 to 16 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0030 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.33 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es = Yo = Fs = 0.30 cfs 0.30 0.69 fps 0.44 so ft 2.64 ft 2.72 ft 0.16 ft 0.17 ft 0.34 ft 0.11 ft 0.00 kip Channel Capacity - 10yr - Design Point 15 to 16, Basics 3/22/2018, 10:27 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 15 to 16 F n T Z1 Ye Z2 1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0030 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.63 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= PW R= D= Es = Yo = Fs = 1.68 cfs 0.33 1.06 fps 1.59 sgft 5.04 ft 5.20 ft 0.31 ft 0.32 ft 0.65 ft 0.21- ft 0.02 kip Channel Capacity - 100yr - Design Point 15 to 16, Basics 3/22/2018, 10:28 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 16 to 17 F n X Y 1 Design Information (Input) Channel invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0030 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.46 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 0.71 cfs 0.31 0.85 fps 0.83 sq ft 3.64 ft 3.75 ft 0.22 ft 0.23 ft 0.47 ft 0.15 ft 0.01 kip Developed TofC - 5yr - Design Point 16 to 17, Basics 3/22/2018, 10:35 AM Normal Flow Analysis o Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 16 to 17 F Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0030 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.39 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.84 Cis 0.54 1.35 fps 0.62 sq ft 3.14 ft 3.24 ft 0.19 ft 0.20 ft 0.42 ft 0.13 ft 0.01 kip Channel Stability - 10yr - Design Point 16 to 17, Basics 3/22/2018, 10:36 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 16 to 17 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0030 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.49 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es = Ye = Fs = 0.84 cfs 0.32 0.89 fps 0.94 sq ft 3.89 ft 4.01 ft 0.24 ft 0.24 ft 0.50 ft 0.16 ft 0.01 kip Channel Capacity - 10yr - Design Point 16 to 17, Basics 3/22/2018, 10:36 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel 1D: UNION ESTATES Developed Capacity Check - 100yr - Design Point 16 to 17 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0030 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.92 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo = Fs = 4.66 cfs 0.35 1.37 fps 3.42 sq ft 7.39 ft 7.62 ft 0.45 ft 0.46 ft 0.95 ft 0.30 ft 0.08 kip Channel Capacity - 100yr - Design Point 16 to 17, Basics 3/22/2018, 10.36 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 17 to 18 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.53 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.87 cfs 0.26 0.77 fps 1.13 so ft 4.26 ft 4.39 ft 0.26 ft 0.27 ft 0.54 ft 0.18 ft 0.01 kip Developed TofC - 5yr - Design Point 17 to 18, Basics 5/16/2018, 9:57 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 17 to 18 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.020 B= 0.00ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.46 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Fiow Area Specific Force Q= Fr = V= A= T= P= R= D= Es= Yo = Fs= 1.03 cfs 0.45 1.22 fps 0.84 sq ft 3.66 ft 3.78 ft 0.22 ft 0.23 ft 0.48 ft 0.15 ft 0.01 kip Channel Stability - 10yr - Design Point 17 to 18, Basics 5/16/2018, 9:59 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 17 to 18 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B = 0.00 ft 71 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.57 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 1.03 cfs 0.27 0.80 fps 1.28 sg ft 4.52 ft 4.66 ft 0.27 ft 0.28 ft 0.58 ft 0.19 ft 0.02 kip Channel Capacity - 10yr - Design Point 17 to 18, Basics 5/16/2018, 10:00 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr- Design Point 17 to 18 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 8 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 1.02 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es= Yo = Fs = 4.90 cfs 0.29 1.19 fps 4.13 sq ft 8.13 ft 8.38 ft 0.49 ft 0.51 ft 1.04 ft 0.34 ft 0.10 kip Channel Capacity - 100yr - Design Point 17 to 18, Basics 3/22/2018, 10:50 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 17.9 to 18 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.020 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.54 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= >0 = Es = Yo = Fs= 1.56 cfs 0.46 1.36 fps 1.15 sq ft 4.29 ft 4.42 ft 0.262 0.27 ft 0.56 ft 0.18 ft 0.02 kip Desiyn ///7f /7 (A.J /71-c ,c Channel Stability - 10yr - 5/16/2018, 10:45 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 17.9 to 18 Design information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.66 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo = 1.56 cfs 0.27 0.89 fps 1.75 se ft 5.29 ft 5.45 ft 0.32 ft 0.33 ft 0.67 ft 0.22 ft Fs = 0.03 kip Channel Capacity - 10yr - Design Point 17.9 to 18, Basics 5/16/2018, 10:46 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 17.9 to 18 F Y Design information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = n= B= Z1 = Z2 = F= Y= 0.0020 ftlft 0.035 0.00 ft 4.00 ft/ft 4.00 ft/ft 0.00 fit 1.19 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy CentroId of Flow Area Specific Force Q = 7.41 cfs Fr = 0.30 V = 1.32 fps A= 5.63sgft T = 9.49 ft P = 9.78 ft R = 0.58 ft D = 0.59 ft Es = 1.21 ft Yo = 0.39 ft Fs = 0.16 kip Channel Capacity - 100yr - Design Point 17.9 to 18, Basics 3/23/2018, 2:41 PM CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: 2016-129 Union Estates Pipe ID: Culvert - Design Point 18 to 19 Design Information (Input). Pipe Invert Slope Pipe Manning's n -value Pipe Diameter Design discharge So = n= D= Q= 0.0025 0.0130 18.00 1.31 ft/ft inches cfs Full -flow Capacity (Calculated). Full -flow area Full -flow wetted perimeter Half Central Angle Full -flow capacity Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Flow area Top width Wetted perimeter Flow depth Flow velocity Discharge Percent Full Flow Normal Depth Froude Number Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Critical flow area Critical top width Critical flow depth Critical flow velocity Critical Depth Froude Number Af = Pf = Theta = Qf= Theta = An = Tn = Pn = Yn = Vn Qn = Fiow = Fro = Theta -c = Ac= Tc = Yc = Vc = Fr, = 1.24 0.53 1.42 1.87 0.51 2.47 1.31 24.9% 0.71 1.13 0.42 1.36 0.43 3.15 1.00 sq ft ft radians cfs radians sq ft ft ft ft fps cfs of full flow subcritical radians sq ft ft ft fps UD-Culvert_v3.05 (Design Point 18 to 19), Pipe 5/16/2018, 10:08 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - Syr - Design Point 19 to 8 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0027 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ftlft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.56 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = 1.19 cfs 0.31 0.93 fps 1.27 sq ft 4.51 ft 4.65 ft 0.27 ft 0.28 ft 0.58 ft 0.19 ft Fs = 0.02 kip Developed TofC - 5yr - Design Point 19 to 8, Basics 5/16/2018, 10:10 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 19 to 8 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0027 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.49 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo= Fs = 1.40 cfs 0.53 1.48 fps 0.94 so ft 3.89 ft 4.01 ft 0.24 ft 0.24 ft 0.52 ft 0.16 ft 0.01 kip Channel Stability - 10yr - Design Point 19 to 8, Basics 5/16/2018, 10:12 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 19 to 8 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0027 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.60 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 1.40 cfs 0.31 0.97 fps 1.44 sq ft 4.80 ft 4.95 ft 0.29 ft 0.30 ft 0.61 ft 0.20 ft 0.02 kip Channel Capacity - 10yr - Design Point 19 to 8, Basics 5/16/2018, 10:13 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 19 to 8 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0027 ft/ft n 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 1.14 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 7.75 cfs 0.35 1.49 fps 5.20 so ft 9.12 ft 9.40 ft 0.55 ft 0.57 ft 1.17 ft 0.38 ft 0.14 kip Channel Capacity - 100yr - Design Point 19 to 8, Basics 5/16/2018, 10:13 AM CULVERT STAGE -DISCHARGE S)ZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: 2016-129 Union Estates Basin ID: Culvert - Design Point 18 to 19 Status: raw to v ,e x Design Information (Input): Circular Culvert: Barrel Diameter in Inches inlet Edge Type (choose from pull -down list) OR: Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (choose from pull -down list) tstcett e.eet.e 4 - L 1� T rekvrrt x teakc eat `4e 4 Number of Barrels Inlet Elevation at Culvert Invert Outlet Elevation at Culvert Invert OR Slope of Culvert (ft v./ft h.) Culvert Length in Feet Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Design information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients Orifice Inlet Condition Coefficient Minimum Energy Condition Coefficient Calculations of Culvert Capacity (output): D=I Square End with Headwall 18 Height (Rise) _ Width (Span) = Square Edge w/ 30-78 deg. Flared Wingwall No = Inlet Elev = Outlet Elev ry L= n= Kn = K, = 1 73.24 73.14 40 0.013 0 0.50 0.72 2.22 0.85 0.0070 inches ft. ft. elev. ft. elev. ft. Water Surface Elevation (ft., linked) Taitwater Surface Elevation ft Culvert Inlet -Control Flowrate cfs Culvert Outlet -Control Flowrate cfs Controlling Culvert Flowrate cfs (output) Inlet Equation Used: Flow Control Used 73.20 0.00 0O0 0.00 No Flow (WS < inlet) N/A 73.30 0.10 0.47 0.10 Min. Energy. Eqn. INLET 73,40 0.10 0,87 0.10 Min. Energy. Eqn. INLET 73.50 0.30 1.29 0.30 Min. Energy. Eqn. INLET 73.60 0.60 1.73 0.60 Min. Energy. Eqn. INLET 73.70 0.90 2.18 0.90 Min. Energy. Eqn. INLET 73.80 1.30 2.60 1.30 Min. Energy. Eqn, INLET 73.90 1.70 3.02 1.70 Min. Energy. Egn. INLET 74.00 2.20 3.41 2.20 Regression Ego. INLET 74.10 2.60 3.76 2.60 Regression Eqs. INLET 74.20 3.10 3.86 3.10 Regression Eqn. INLET 74.30 3.60 3.91 — 3.60 Regression Eqn. INLET 74.40 4.20 3.99 3.99 Regression Eqn. OUTLET 74.50 4.80 4.10' 4.10 Regression Eqn. OUTLET 74.60 5.40 4.23 4.23 Regression Eqn. OUTLET 74.70 6,00 4.41 4.41 Regression Eqn. OUTLET 74.80 6.60 4.78 4.78 Regression Eqn. OUTLET 74.90 7.20 4.99 4.99 Regression Eqn. OUTLET 75.00 7.70 5.72 5.72 Regression Eon. OUTLET 75-10 8.20 6.46 6.46 Regression Eqn. OUTLET 75.20 8.70 7.12 7.12 Regression Eqn. OUTLET 75.30 9.20 7.75 7.75 Regression Eqn. OUTLET 75.40 9.60 8.3D 8.30 Regression Eqn. OUTLET 75.50 10.00 8.82 8.82 Regression Eqn. OUTLET 75.60 10.40 9.32 9.32 Regression Eqn. OUTLET 75.70 _ 10.80 9.80 9.80 Regression Eqn. OUTLET 75.80 11.20 10.24 10.24 Regression Eqn. OUTLET 75.84 11.30 10.43 10.43 Regression Eqn. OUTLET Invalid Entry Invalid Entry Processing Time: UD-Culvert_v3.05 (Design Point 18 to 19), Culvert Rating 00.61 Seconds 3127/2018, 2:03 PM Determination of Culvert Headwater and Outlet Protection Project: 2016-129 Union Estates Basin ID: Culvert - Design Point 18 to 19 L s;s J Lr lIT- V Soil Type: `Choose One' dandy Aran -Sandy Design information (Input): Design Discharge Circular Culvert: Barrel Diameter in Inches Inlet Edge Type (Choose from pull -down list) Box Culvert: Barrel Height (Rise) in Feet Barrel Width (Span) in Feet Inlet Edge Type (Choose from pull -down list) Number of Barrels Inlet Elevation Outlet Elevation OR Slope Culvert Length Manning's Roughness Bend Loss Coefficient Exit Loss Coefficient Tailwater Surface Elevation Max Allowable Channel Velocity Q4 7.75 Icfs D =� 18 inches Square End with Headwall OR Height (Rise) = ft Width (Span) = ft No = Elev IN = 73.24 ft Elev OUT = 73.14 ft L= 40 ft n= ky = k, ElevY,- ft V = 5 tits 1 0.013 0 1 Required Protection (Output): Tailwater Surface Height Flow Area at Max Channel Velocity Culvert Cross Sectional Area Available Entrance Loss Coefficient Friction Loss Coefficient Sum of All Losses Coefficients Culvert Normal Depth Culvert Critical Depth Tailwater Depth for Design Adjusted Diameter OR Adjusted Rise Expansion Factor Flow/Diameter25 OR Flow/(Span' Rise") Froude Number Tailwater/Adjusted Diameter OR Tailwater/Adjusted Rise Inlet Control Headwater Outlet Control Headwater Design Headwater Elevation Headwater/Diameter OR Headwater/Rise Ratio Minimum Theoretical Riprap Size Nominal Riprap Size UDFCD Riprap Type Length of Protection Width of Protection V, = f4= A= kr= = Yn = Y, = d= Un = 1/(2`tan(O)) = Q/D^2.5 = Fr = Yt/D = HW,= HW6= HW = HW/D = dw= _ Type = LP = T= 0.60 1.55 1.77 0.50 D.72 2.22 0.78 1.08 1.29 4.67 2.81 0.40 1,78 1.85 75.09 1.24 3 6 VL 6 3 ft ft2 ft` ft ft ft ft ft ft° sts Pressure flow! ft ft in in ft ft cc ct Ui a 61 ` 1 f t5 lit '414( III Z 0 F- 3 1.1bA 1 O. 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DEVLOPED - SWALE Union Estates 2016-129 3/5/2018 PERCENT IMPERVIOUS DEVELOPED Constant or linked from boxes above input value or note Calculated value Value that seldom changes Site Area = 2312950 ft2 Site Area Assumed i =I 0.12 C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) C10 = runoff coefficient for 10 -year frequency (from Table 6-5) (*Note Soil Type) C100 = runoff coefficient for 100 -year frequency (from Table 6-5) (*Note Soil Type) 53.1 TIME OF CONCENTRATION tc DEVELOPED to developed = t;ttt Equation 6-2 c developed = computed time of concentration (minutes) t; = overland (intial) flow time (minutes) tt= channelized flow time (minutes) ₹; = (0.395(1.1-05)(L;°•5))/So°'33 Equation 6-3 t; = overland (intial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) L; = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) AC 0.06 0.06 0.21 Assumed rural condition L; = Delta = 500 2.55 Soil Type A ft, not greater than 300' (urban) or 500' (rural) ft So = C5 = t; = 52.4 minutes tt = Lt/((60*K)*(St 5)) = Lt/60Vt Equation 6-4 tt = channelized flow time (minutes) K = NRCS conveyance factor (Table 6-2) St = average slope along channelized flow path (ft/ft) Therefore; tc his 0.0051 0.06 ft/ft Table 6-5 Lt = Delta = tt= 57.21 0.63 ft ft St = K= 0.0110 7 1.30 53.7 minutes minutes ft/ft Table 6-2 DRAINAGE COMPUTATIONS - SWALE 1 Page 1 of 4 4/11/2018 TIME OF CONCENTRATION CHECK tc developed = (26 - 17*i) + (Lt/(60*(14*i + 9)(Sto.$)) tc developed = Equation 6-5 To not to exceed equation 6-5 at first design pt tc developed = computed time of concentration (minutes) i = imperviousness in decimal St = average s ope along channelized flow path (ft/ft) i= Lt Delta 0.12 57.21 0.63 ft ft 24.8 St = minutes 0.0110 ft/ft Lt = length of flow path (ft) Tc not to exceed equation 6-5 at first design pt Equation 6-5 tc developed = (26 - 17*i) + (Lt/(60*(14*i + 9)(St0.5)) DRAINAGE COMPUTATIONS - SWALE 1 Page 2 of 4 4/11/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 20 Q=CIA Equation 6-1 Q5,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C5 = 15 = A= 0.06 2.65 0.82 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.13 CFS= 0.159 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 20 Q=CIA Equation 6-1 Q10,DeveIoped = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C10 = 110 = A= 0.06 3.13 0.82 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.15 CFS = 0.188 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 20 Q=CIA Equation 6-1 CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient 1 = avg intensity of rainfall for a duration equal to given tc A = area (AC) C100 = 1100 = A= Q100,Deveioped —I 0.85 OPEN CHANNEL FLOW Design Point 20 to Design Point 20.1 L= St= Vt = tt= Total tc= 0.21 4.93 465.52 1.29 0.0028 0.54 862 39.2 0.82 CFS = ft ft ft/ft ft/sec sec min in/hr. using linear interpolation from Rainfall IDF Tables AC 1.035 14.4 CFS/AC min DRAINAGE COMPUTATIONS - SWALE 1 Page 3 of 4 4/11/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 20.1 Q=CIA Equation 6-1 Q5,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t� A = area (AC) C5 = l5= A= 0.06 1,98 4.61 in/hr. using linear interpolation from Rainfall IDF Tables AC D.55 CFS = =7719 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 20.1 Q=CIA Equation 6-1 Q1o,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C10 110 = 2.35 in/hr. using linear interpolation from Rainfall IDF Tables A= 0.06 4.61 AC 0.65 CFS = 0.141 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 20.1 Q=CIA Equation 6-1 Q100,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C100 = 1100 = A= in/hr. using linear interpolation from Rainfall IDF Tables AC CFS/AC DRAINAGE COMPUTATIONS - SWALE 1 Page 4 of 4 4/11/2018 Normal Flow Analysis - Trapezoidal Channel Project: UNION ESTATES Channel ID: Developed Time of Concentration - 5yr - Design Point 20 to 20.1 F � Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0028 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.25 ft Normal Flow Condtion (Calculated), Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 0.13 cfs Fr = 0.27 V = 0.54 fps A= 0.24sgft T= 1.96 ft P= 2.02 ft R = 0.12 ft D = 0.12 ft Es = 0.25 ft Yo = 0.08 ft Fs = 0.00 kip Developed TofC - 5yr - Design Point 20 to 20.1, Basics 3/22/2018, 2:05 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 20 to 20.1 F Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0028 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.21 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs= 0.15 cfs 0.47 0.86 fps 0.18 sq ft 1.68 ft 1.73 ft 0.10 ft 0.11 ft 0.22 ft 0.07 ft 0.00 kip Channel Stability - 10yr - Design Point 20 to 20.1, Basics 3/22/2018, 2:06 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 20 to 20.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0028 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.26 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo= Fs = 0.15 cfs 0.28 0.57 fps 0.27 sq ft 2.08 ft 2.14 ft 0.13 ft 0.13 ft 0.26 ft 0.09 ft 0.00 kip Channel Capacity - 10yr - Design Point 20 to 20.1, Basics 3/22/2018, 2:06 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 20 to 20.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0028 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.50 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= 0.85 cfs Fr = 0.31 V = 0.87 fps A= 0.98 sgft T= 3.96 ft P = 4.08 ft R = 0.24 ft D = 0.25 ft Es = 0.51 ft Yo = 0.16 ft Fs = 0.01 kip Channel Capacity - 100yr - Design Point 20 to 20.1, Basics 3/22/2018, 2:06 PM Normal Flow Analysis - Trapezoidal Channel Project: UNION ESTATES Channel ID: Developed Time of Concentration - 5yr - Design Point 20.1 to 11 ;F Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0028 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.42 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es = Yo= Fs= 0.55 cfs 0.30 0.78 fps 0.71 sq ft 3.36 ft 3.46 ft 0.20 ft 0.21 ft 0.43 ft 0.14 ft 0.01 kip Developed TofC - 5yr - Design Point 20.1 to 11, Basics 3/22/20'18, 2:09 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 20.1 to 11 F Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0028 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.36 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.65 cfs 0.51 1.24 fps 0.52 sq ft 2.90 ft 2.99 ft 0.18 ft 0.18 ft 0.39 ft 0.12 ft 0.01 kip Channel Stability - 10yr - Design Point 20.1 to 11, Basics 3/22/2018, 2:10 PM Normal Flow Analysis W Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 20.1 to 11 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0028 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.45 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es= Yo = Fs = 0.65 cfs 0.30 0.81 fps 0.80 sq ft 3.58 ft 3.69 ft 0.22 ft 0.22 ft 0.46 ft 0.15 ft 0.01 kip Channel Capacity - 10yr - Design Point 20.1 to 11, Basics 3/22/2018, 2:10 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 20.1 to 11 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0028 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.85 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 3.60 cfs Fr = 0.34 V = 1.25 fps A= 2.88 sgft T= 6.79 ft P = 7.00 ft R = 0.41 ft D = 0.42 ft Es = 0.87 ft Yo = 0.28 ft Fs = 0.06 kip Channel Capacity - 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PUG= WWI FIGURE 3-1 SCALE: NTS REVISED AUG 1996 Drainage Calculations Developed Swale 2 DRAINAGE CALCULATIONS - DEVLOPED - SWALE 2 Job Name Job No, Date Union Estates 2016-129 3/5/2018 PERCENT IMPERVIOUS DEVELOPED Constant or linked from boxes above Input value or note Calculated value Value that seldom changes Site Area = 2312950 ft2 Site Area = Assumed i =l 0.12 C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) C10 = runoff coefficient for 10 -year frequency (from Table 6-5) (*Note Soil Type) C100 = runoff coefficient for 100 -year frequency (from Table 6-5) (*Note Soil Type) 53.1 AC 0.06 0.06 0.21 TIME OF CONCENTRATION to DEVELOPED 4 `c developed = ti+tt Equation 6-2 to developed = computed time of concentration (minutes) t; = overland (intial) flow time (minutes) tt= channelized flow time (minutes) t; = (0,395(1.1-05)(L°'5))IS 0.33 Equation 6-3 I t; = overland (intial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) L, = length of overland flow (ft), not greater than 300` (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) Assumed rural condition ti = tt = Lt/((60*K)*(Sto.5)) = Lt/60Vt Equation 6-4 L; = Delta = 31.0 Therefore; tc his = 226.13 1.7 Soil Type A ft, not greater than 300' (urban) or 500' (rural) ft So = C5 = minutes 0.0075 0.06 ft/ft Table 6-5 tt = channelized flow time (minutes) K = NRCS conveyance factor (Table 6-2) St = average s ope along channelized flow path (ft/ft) Lt_ Delta = tt = ft ft St = K= #DIV/0! 7 #DIV10! #DIV/0! minutes minutes ft/ft Table 6-2 DRAINAGE COMPUTATIONS - SWALE 2 Page 1 of 4 4/11/2018 TIME OF CONCENTRATION CHECK Equation 6-5 to developed = (26 - 171) + (Lt/(60*(14*i + 9)(St° 5)) to developed = To not to exceed equation 6-5 at first design pt todeveloped = computed time of concentration (minutes) i = imperviousness in decimal St = average s ope along channelized flow path (ft/ft) = Lt = Delta = 0.12 0.00 0.00 ft ft #DIV/0! Lt = length of flow path (ft) St = #DIV/0! ft/ft minutes To not to exceed equation 6-5 at first design pt Equation 6-5 t0 developed = (26 - 171) + {Lt/(60*(14*i + 9)(S ° 5)) TIME OF CONCENTRATION CHECK W/ NO CHANNELIZED FLOW Equation 6-5 tc developed = (26 - 17*i) To not to exceed equation 6-5 at first design pt to developed — 24.0 minutes Equation 6-5 DRAINAGE COMPUTATIONS - SWALE 2 Page 2 of 4 4/11/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 21 Q=CIA Equation 6-1 O = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C5 = I5 = A= 0.06 2.69 0.29 in/hr. using linear interpolation from Rainfall IDF Tables AC Q5,Developed ` 0.05 CFS 0.161 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 21 Q=CIA Equation 6-1 Q10,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C10 = 110 = A= 0.06 3.18 0.29 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.06 CFS = 0.191 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 21 Q=CIA Equation 6-1 Q100,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) Clop = 1100 = A= 0.21 5.02 0.29 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.31 OPEN CHANNEL FLOW Design Point 20 to Design Point 20.1 L= St= Vt = tt = Total tc= 224.83 1.65 0.0073 0.61 369 30.1 CFS = ft ft ft/ft ft/sec sec min 1.054 6.1 CFS/AC min DRAINAGE COMPUTATIONS - SWALE 2 Page 3 of 4 4/11/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 21.1 Q=CIA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) Q5,Developed = C5 = 15 = A= 0.06 2.36 0.39 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.06 CFS = 0.142 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 21.1 Q=CIA Equation 6-1 Q10,Developed C FS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tC A = area (AC) C10 110 = 2.78 in/hr. using linear interpolation from Rainfall IDF Tables 0.06 A = 0.39 AC 0.07 CFS = 0.167 DEVELOPE❑ FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 21.1 Q=CIA Equation 6-1 Q100,Developed _ CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C100 = 1100 ` A= 0.21 4.41 0.39 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.36 CFS = 0.926 CFS/AC DRAINAGE COMPUTATIONS - SWALE 2 Page 4 of 4 4/11/2018 Normal Flow Analysis - Trapezoidal Channel Project: UNION ESTATES Channel ID: Developed Time of Concentration - 5yr - Design Point 21 to 21.1 F 4% Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0073 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.14 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Fr = V= A= T= P= R= D= Es = Yo = Fs 0.05 cfs 0.40 0.61 fps 0.08 sq ft 1.12 ft 1.15 ft 0.07 ft 0.07 ft 0.15 ft 0.05 ft 0.00 kip Developed TofC - 5yr - Design Point 21 to 21.1, Basics 3/23/2018, 12:55 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 21 to 21.1 F w Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0073 ft/ft n = 0.020 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.12 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 0.06 cfs 0.69 0.96 fps 0.06 sq ft 0.96 ft 0.99 ft 0.06 ft 0.06 ft 0.13 ft 0.04 ft 0.00 kip Channel Stability - 10yr - Design Point 21 to 21.1, Basics 3/23/2018, 12:55 PM Normal Flow Analysis = Trapezoidal Channel Project: Channel ID: B UNION ESTATES Developed Capacity Check - 10yr - Design Point 21 to 21.1 Design Information (Input) Channel invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0073 ft/ft n = 0.035 B= 0.00ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y= 0.15 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= 0= Es = Yo = Fs= 0.06 cfs 0.41 0.63 fps 0.09 sq ft 1.20 ft 1.24 ft 0.07 ft 0.08 ft 0.16 ft 0.05 ft 0.00 kip Channel Capacity - 10yr - Design Point 21 to 21.1, Basics 3/23/2018, 12:55 PM Normal Flow Analysis a Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 21 to 21.1 Design information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0073 ft/ft n = 0.035 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y= 0.28 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs= 0.31 cfs 0.45 0.97 fps 0.32 sg ft 2.26 ft 2.33 ft 0.14 ft 0.14 ft 0.30 ft 0.09 ft 0.00 kip Channel Capacity - 100yr - Design Point 21 to 21.1, Basics 3/23/2018, 12:56 PM Normal Flow Analysis - Trapezoidal Channel Project: UNION ESTATES Channel ID: Developed Time of Concentration - 5yr - Design Point 21.1 to 10 F Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0073 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.15 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 0.06 cfs 0.41 0.63 fps 0.09 sq ft 1.20 ft 1.24 ft 0.07 ft 0.08 ft 0.16 ft 0.05 ft 0.00 kip Developed TofC - 5yr - Design Point 21.1 to 10, Basics 3/23/2018, 1:08 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES )F Developed Stability Check - 10yr - Design Point 21.1 to 10 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0073 ft/ft n = 0.020 B = O.OO ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.13 ft Normal Flow Condtion fCalculatedl Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 0.07 cfs Fr = 0.70 V = 1.01 fps A= 0.07sgft T z 1.04 ft P = 1.07 ft R= 0.06 ft D = 0.07 ft Es = 0.15 ft Yo= 0.04 ft Fs = 0.00 kip Channel Stability - 10yr - Design Point 21.1 to 10, Basics 3/23/2018, 1:09 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 21.1 to 10 B Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0073 ft/ft n = 0.035 B= 0.00ft Z1 = 4,00 ftlft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.16 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.07 cfs 0.41 0.66 fps 0.10 so ft 1.28 ft 1.32 ft 0.08 ft 0.08 ft 0.17 ft 0.05 ft 0.00 kip Channel Capacity - 10yr - Design Point 21.1 to 10, Basics 3/23/2018, 1:08 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 21.1 to 10 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0073 ft/ft n = 0.035 B = 0.00 ft Zi = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.30 ft Normal Flow Condtion (Calculated? Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.36 cfs 0.46 1.01 fps 0.36 so ft 2.40 ft 2.47 ft 0.15 ft 0.15 ft 0.32 ft 0.10 ft 0.00 kip Channel Capacity - 100yr - Design Point 21.1 to 10, Basics 3/23/2018, 1:09 PM IIIMIIII IIINIIIII ' i_v_rrrA1�t►ai �► NNWit,NMI XVI₹;wit M��RR •■■■.ai�.wie.■�► lim il'1rw■iR■■R■IIIIIII■IRR■R•z tIM<rwR■r■ iiiiiiii o■IIll■N■■■� k1■■■mulri rot si in iiiiiis • 1111&iarAgalialn i Me - III MI IN MIMI CR MK INIIIMEMNIIINI nab gimmi ii Es ■ MUM ■RRR►. IUIIIIIIIIIIIIIIIt ■■■IIIIIIwRR■■�IIIIIIIIIIIMIliitiiirl. iiiiiiirmNIMI2 EMIR ij 1 1111111111 bliEssim ce 1111111111@111111O11Wil "1 " n 11111111111 Lk,6 rites C TER ll -®U TEO-FREQUER Y CURVES PUBLIC WORKS DEPARTMENT FIGURE 3-1-.-- Drainage Calculations Developed Swale 4 DRAINAGE CALCULATIONS - DEVLOPED m SWALE 4 Job Name Job No. Date Union Estates 2016-129 3/5/2018 PERCENT IMPERVIOUS DEVELOPED Constant or linked from boxes above Input value or note Calculated value Value that seldom changes Site Area = 2312950 ft2 Site Area = Assumed i =I 0.12 C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) C10 = runoff coefficient for 10 -year frequency (from Table 6-5) (*Note Soil Type) C.100 = runoff coefficient for 100 -year frequency (from Table 6-5) (*Note Soil Type) 53.1 IAC 0.06 0.06 0.21 TIME OF CONCENTRATION t, DEVELOPE❑ tc developed = t;+tt Equation 6-2 tc developed = computed time of concentration (minutes) t; = overland (intial) flow time (minutes) t1= channelized flow time (minutes) t; = (0.395(1.1-05)(Lo.5))/So0.33 Equation 6-3 t; = overland (intial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) L; = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) 'Assumed rural condition L= Delta = 126.51 1.55 Soil Type A ft, not greater than 300' (urban) or 500' (rural) ft So = C5 = t; = 19.8 minutes tt = Ltl((60*K)*(Sto.5)) = Lt/60Vt Equation 6-4 tt = channelized flow time (minutes) K = NRCS conveyance factor (Table 6-2) St = average slope along channelized flow path (ft/ft) Therefore; tc his 0.0123 0.06 ft/ft Table 6-5 Lt = Delta = tt = ft ft St = K= #DIV10! 7 #DIV/0I #DIVI0! minutes minutes ft/ft Table 6-2 DRAINAGE COMPUTATIONS - SWALE 4 Page 1 of 4 4/11/2018 TIME OF CONCENTRATION CHECK Equation 6-5 tcdeveloped = (26 - 17*i) + (Lt/(60*(14*i + 9)(S105)) tc developed = Tc not to exceed equation 6-5 at first design pt tc developed = computed time of concentration (minutes) i = imperviousness in decimal St = average s ope along channelized flow path (ft/ft) i= Lt = ft ft Delta = 0.12 0.00 0.00 #D IV/0! St = #DIV/0! ft/ft Li = length of flow path (ft) minutes Te not to exceed equation 6-5 at first design pt Equation 6-5 tc developed = (26 - 17*i) + (Lt/(60*(14*i + 9)(St0.5)) TIME OF CONCENTRATION CHECK WINO CHANNELIZED FLOW Equation 6-5 tc developed — (26 - 17*i) TO not to exceed equation 6-5 at first design pt tc developed — Use tc deve/oped 24.0 I 19.8 minutes Equation 6-5 minutes DRAINAGE COMPUTATIONS - SWALE 4 Page 2 of 4 4/11/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 23 Q=CIA Equation 6-1 Q5,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 15 = A= 0.06 2.98 0.20 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.04 CFS = 0.179 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 23 Q=CIA Equation 6-1 Q10,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tt A = area (AC) C10 = 110 = 3.52 in/hr. using linear interpolation from Rainfall IDF Tables A = 0.20 AC 0.06 0.04 CFS = 0.211 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 23 Q=CIA Equation 6-1 Q100,Devefoped = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tG A = area (AC) C1oo = 1100 = 5.59 in/hr. using linear interpolation from Rainfall IDF Tables 0.21 A = 0.20 AC 0.23 OPEN CHANNEL FLOW Design Point 23 to Design Point 23.1 L= St= Vt = tf = Total tc= 351.32 2.28 0.0065 0.57 616 30.0 CFS = ft ft ft/ft ft/sec sec = min 1.174 10.3 CFS/AC min DRAINAGE COMPUTATIONS - SWALE 4 Page 3 of 4 4/11/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 23.1 Q=ClA Equation 6-1 Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) _ C5 = 0.06 Q5,Developed = 15 = 2.36 A = 1.54 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.22 CFS = 0.142 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 23.1 Q=CIA Equation 6-1 Q10,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 = 110 = A= 0.06 2.78 1.54 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.26 CFS = 0.167 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 23.1 Q=CIA Equation 6-1 Q100,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = 1100 = A= 0.21 4.42 1.54 in/hr. using linear interpolation from Rainfall IDF Tables AC 1.43 CFS = 0.928 CFS/AC DRAINAGE COMPUTATIONS - SWALE 4 Page 4 of 4 4/11/2018 Normal Flow Analysis - Trapezoidal Channel Project: UNION ESTATES Channel ID: Devefoped Time of Concentration - 5yr - Design Point 23 to 23.1 F ''` Design Information ;Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0065 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.14 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es = Yo = Fs= 0.04 cfs 0.38 0.57 fps 0.08 sq ft 1.12 ft 1.15 ft 0.07 ft 0.07 ft 0.15 ft 0.05 ft , 0.00 kip Developed TofC - 5yr - Design Point 23 to 23.1, Basics 3/23/20'18, 1:56 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 1Oyr - Design Point 23 to 23.1 F Y 1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0065 ft/ft n = 0.020 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.11 ft Normal Flow Condtion (Calculated). Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo Fs = 0.04 cfs 0.64 0.85 fps 0.05 sq ft 0.88 ft 0.91 ft 0.05 ft 0.06 ft 0.12 ft 0.04 ft 0.00 kip Channel Stability - 10yr - Design Point 23 to 23.1, Basics 3/23/2018, 1:56 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 23 to 23.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0065 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.14 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es= Yo = Fs = 0.04 cfs 0.38 0.57 fps 0.08 so ft 1.12 ft 1.15 ft 0.07 ft 0.07 ft 0.15 ft 0.05 ft 0.00 kip Channel Capacity - 10yr - Design Point 23 to 23.1, Basics 3/23/2018, 1:56 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 23 to 23.1 A T 21 Ye fa Z2 1 Desiqn Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0065 ft/ft n = 0.035 B = 0.00 ft Z1= 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.26 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.23 cfs 0.42 0.86 fps 0.27 sq ft 2.08 ft 2.14 ft 0.13 ft 0.13 ft 0.27 ft 0.09 ft 0.00 kip Channel Capacity - 100yr - Design Point 23 to 23.1, Basics 3/23/2018, 1:56 PM Normal Flow Analysis - Trapezoidal Channel Project: UNION ESTATES Channel ID: Developed Time of Concentration - 5yr - Design Point 23.1 to 16 F A lr Design information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0065 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.26 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.22 cfs 0.42 0.85 fps 0.26 sq ft 2.04 ft 2.10 ft 0.12 ft 0.13 ft 0.27 ft 0.08 ft 0.00 kip Developed TofC - 5yr - Design Point 23.1 to 16, Basics 3/23/2018, 2:13 PM Normal Flow Analysis a Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 23.1 to 16 F V ' Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0065 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.22 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= Pw R= D= Es= Yo = Fs = 0.26 cfs 0.72 1.35 fps 0.19 soft 1.76 ft 1.81 ft 0.11 ft 0.11 ft 0.25 ft 0.07 ft 0.00 kip Channel Stability - 10yr - Design Point 23.1 to 16, Basics 3/23/2018, 2:13 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 23.1 to 16 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0065 filft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y= 0.27 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs = 0.26 cfs 0.42 0.89 fps 0.29 so ft 2.16 ft 2.23 ft 0.13 ft 0.14 ft 0.28 ft 0.09 ft 0.00 kip Channel Capacity - 10yr - Design Point 23.1 to 16, Basics 3/23/2018, 2:13 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 23.1 to 16 Desiqn Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0065 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.51 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 1.43 cfs 0.47 1.36 fps 1.05 so ft 4.10 ft 4,23 ft 0.25 ft 0.26 ft 0.54 ft 0.17 ft 0.01 kip Channel Capacity - 100yr - Design Point 23.1 to 16, Basics 3/23/2018, 2:14 PM LIOSTONE a ANDERSON, INC. 1994 (BASED ON NOAA ATLAS, I9 3) A 1�RFw■■Ntwf I�■�I■i ■ II - ill 11 f uffIuIIrnIII111111111111 1:fr�wf r�� 11'III'."' 11111111 Ecc 6iio ■mssiw■�w !ii Iw■ww�a;/ l�iUNr■■MII_L■■■NN■■�■w■■■■■� LD rilltillii,1111111111111111111111 ()ju'r 5 Ligiohnollopulipsom � 4 3 Al Hka U Ilkillm.111411101111.1110011uA/Lin-tikt _ II Z.11814141 -. 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TIME IN MI UTES 23 3,1 IIHTERSETY4NIRAMM..FREQUTENCIf CURVES PL/BLIC WORKS DEPARTMENT STORMWATER MANAGEMENT DIVISION' UM HMI AVnwE Gana Y. cuLarago msI FIGURE 3-1 SCALE NTS REVISED AUG 1996 Drainage Calculations Developed Swale 5 DRAINAGE CALCULATIONS - DEVLOPED o SWALE 5 Job Name Union Estates Job No. Date 2016-129 3/5/2018 PERCENT IMPERVIOUS DEVELOPED Constant or linked from boxes above Site Area = 2312950 ft2 Site Area = Assumed i =I 0.12 C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) C10 = runoff coefficient for 10 -year frequency (from Table 6-5) (*Note Soil Type) Ciao = runoff coefficient for 100 -year frequency (from Table 6-5) (*Note Soil Type) Input value or note Calculated value Value that seldom changes 53.1 TIME OF CONCENTRATION to DEVELOPED tc developed = ti+tt Equation 6-2 AC 0.06 0.06 0.21 todeveloped= computed time of concentration (minutes) ti = overland (intial) flow time (minutes) tt= channelized flow time (minutes) ti = (0.395(1.1-05)(Li°'5))ISo°'33 Equation 6-3 ti = overland (intial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) Li = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) St, = average slope along overland flow path (ft/ft) Assumed rural condition t; = tt = Lt/((60*K)*(St05)) = Lt/60Vt Equation 6-4 tt = channelized flow time (minutes) K = NRCS conveyance factor (Table 6-2) St = average s ope along channelized flow path (ft/ft) Li = Delta = 428.4 1.75 Soil Type A ft, not greater than 300' (urban) or 500' (rural) ft 52.2 Therefore; tc his 0.0041 0.06 ft/ft Table 6-5 Lt = Delta = tt = So = C5 = minutes ft ft St = K= #DIV/0! 7 #DIV/0! minutes #DIV/0! minutes ft/ft Table 6-2 DRAINAGE COMPUTATIONS - SWALE 5 Page 1 of 3 4/11/2018 TIME OF CONCENTRATION CHECK Equation 6-5 to developed M (26 - 17*i) + (Lt/(60*(14*i + 9)(St(I5)) Te not to exceed equation 6-5 at first design pt tc developed = computed time of concentration (minutes) Lt = length of flow path (ft) = imperviousness in decimal St = average s ope along channelized flow path (ft/ft) 0.12 tc developed = Lt = Delta = 0.00 0.00 ft ft #DIV/0! St = #DiV/0! ft/ft minutes T, not to exceed equation 6-5 at first design pt Equation 6-5 to developed = (26 - 17*i) + (Lt/(60*(14*i + 9)(St°'5)) TIME OF CONCENTRATION CHECK WINO CHANNELIZED FLOW Equation 6-5 tc developed = (26 - 17*i) T, not to exceed equation 6-5 at first design pt tc developed = 24.0 minutes Equation 6-5 DRAINAGE COMPUTATIONS - SWALE 5 Page 2 of 3 4/11/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 24 Q=CIA Equation 6-1 Q5,Developed =I Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C5 = 15 = 0.41 A= 0.06 2.69 2.57 CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC 0.161 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 24 Q=CIA Equation 6-1 Q1o,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 = 11p = A= 0.06 3.18 2.57 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.49 CFS = 0.191 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 24 Q=CIA Equation 6-1 CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C100 = 1100 = A= 0.21 5.02 2.57 in/hr. using linear interpolation from Rainfall IDF Tables AC Q100,Developed _ 2.71 CFS = 1.054 CFS/AC DRAINAGE COMPUTATIONS - SWALE 5 Page 3 of 3 4/11/2018 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES F Developed Time of Concentration - 5yr - Design Point 24 to 13 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0018 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y= 0.42 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es = Yo = Fs= 0.41 cfs 0.23 0.59 fps 0.70 sq ft 3.34 ft 3.45 ft 0.20 ft 0.21 ft 0.42 ft 0.14 ft 0.01 kip Developed TofC - 5yr - Design Point 24 to 13, Basics 3/23/2018, 3:13 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 24 to 13 F Y Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0016 ft/ft n = 0.020 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.36 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs= 0.49 cfs 0.39 0.93 fps 0.52 sg ft 2.90 ft 2.99 ft 0.18 ft 0.18 ft 0.38 ft 0.12 ft 0.00 kip Channel Stability - 10yr - Design Point 24 to 13, Basics 3/23/2018, 3:14 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 24 to 13 Design Information (input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So - 0.0016 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.45 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 0.49 cfs Fr = 0.23 V = 0.62 fps A = 0.80 sg ft T = 3.58 ft PW 3.69 ft R = 0.22 ft D = 0.22 ft Es= 0.46 ft Yo = 0.15 ft Fs = 0.01 kip Channel Capacity - 10yr - Design Point 24 to 13, Basics 3/23/2018, 3:13 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 24 to 13 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0016 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.85 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 2.7'1 cfs Fr = 0.25 V = 0.94 fps A= 2.88 sgft T = 6.78 ft P = 6.99 ft R = 0.41 ft D = 0.42 ft Es = 0.86 ft Yo = 0.28 ft Fs = 0.06 kip Channel Capacity - 100yr - Design Point 24 to 13, Basics 3/23/2018, 3:14 PM T z z.p "14 LIDSTONE •a ANDERSON. 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TIM IN MINUTES 2 • DFITES8`nDUaTKW-FREQUERCY CURVES PUDUC WORKS DEPARTMENT STORMWATER MANAGEMENT p1VIStON 1001 WTI AVD UE egZELET. COLCIZWIO at FIGURE 3-1 SCALE: INS REVISED AUG 3996 Drainage Calculations Developed Swale 6 DRAINAGE CALCULATIONS - DEVELOPED - SWALE 6 Job Name Job No. Date Union Estates 2016-129 3/5/2018 PERCENT IMPERVIOUS DEVELOPED Constant or linked from boxes above Input value or note Calculated value Value that seldom changes Site Area = 2312950 ft2 Site Area = Assumed i =) 0.12 C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) C10 = runoff coefficient for 10 -year frequency (from Table 6-5) (*Note Soil Type) C100 = runoff coefficient for 100 -year frequency (from Table 6-5) (*Note Soil Type) 53.1 AC 0.06 0.06 0.21 TIME OF CONCENTRATION tc DEVELOPED to developed = ti+tt Equation 6-2 to developed = computed time of concentration (minutes) t; =overland (intial) flow time (minutes) tt= channelized flow time (minutes) tt = (0.395(1.1-05)(Li0.5))/So0'33 Equation 6-3 t, = overland (intial) flow time (minutes) C5 = runoff coefficient for 5 -year frequency (from Table 6-5) (*Note Soil Type) Li = length of overland flow (ft), not greater than 300' (urban) or 500' (rural) So = average slope along overland flow path (ft/ft) Assumed rural condition ti = tt = Lt/((60*K)*(St05)) = Lt/60Vt Equation 6-4 Li = Delta = 231.65 2.33 Soil Type A ft, not greater than 300' (urban) or 500' (rural) ft 28.5 Therefore; tc his = So = C5 = minutes 0.0101 0.06 ft/ft Table 6-5 tt = channelized flow time (minutes) K = NRCS conveyance factor (Table 6-2) St = average s ope along channelized flow path (ft/ft) Lt = Delta = tt = ft ft St = K= #DIV/0l 7 #DIV/0I #DIV/0l minutes minutes ft/ft Table 6-2 DRAINAGE COMPUTATIONS - SWALE 6 Page 1 of 5 5/16/2018 TIME OF CONCENTRATION CHECK Equation 6-5 tc developed = (26 - 17*i) + (Lt/(60*(14*i + 9)(St 5)) to developed = Tc not to exceed equation 6-5 at first design pt tcdeveloped = computed time of concentration (minutes) i = imperviousness in decimal St = average s ope along channelized flow path (ft/ft) i= Lt = Delta = 0.12 0.00 0.00 ft ft #DIV/0! St = #D11//0! ft/ft Lt = length of flow path (ft) minutes Tc not to exceed equation 6-5 at first design pt Equation 6-5 tc developed = (26 - 17*i) + (Lt/(60*(14*i + 9)(St")) 5)) TIME OF CONCENTRATION CHECK W/ NO CHANNELIZED FLOW Equation 6-5 tc developed = (26 - 1 7*i) Tc not to exceed equation 6-5 at first design pt tc developed = 24.0 minutes Equation 6-5 DRAINAGE COMPUTATIONS - SWALE 6 Page 2 of 5 5/16/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 25 Q=CIA Equation 6-1 Q5,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) Co = 15 = A= 0.06 2.69 0.39 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.06 CFS = 0.161 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 25 Q=CIA Equation 6-1 Q10,DeveEoped = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given tc A = area (AC) C10 110 A= 0.06 3.18 0.39 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.07 CFS = 0.191 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 25 Q=CIA Equation 6-1 Q100,Developed CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C10o = 1100 = A= 0.21 5.02 0.39 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.41 OPEN CHANNEL FLOW Design Point 25 to Design Point 25.1 L= St= Vt = tt = Total t0= 71.93 0.63 0.0087 0.68 106 25.7 CFS = ft ft ft/ft ft/sec sec min 1.054 1.8 CFS/AC min DRAINAGE COMPUTATIONS - SWALE 6 Page 3 of 5 5/16/2018 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 25.1 Q=CIA Equation 6-1 Q5,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C5 = 15 = 2.58 in/hr. using linear interpolation from Rainfall IDF Tables A = 0.47 AC 0.06 0.07 CFS = 0.155 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 25.1 Q=CIA Equation 6-1 Q10,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C10 = 110 = A= 0.06 3.07 0.47 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.09 CFS = 0.184 DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 25.1 Q=CIA Equation 6-1 O100,Developed = CFS/AC O = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given to A = area (AC) C1oo = 1100 = A= 0.21 4.83 0.47 in/hr. using linear interpolation from Rainfall IDF Tables AC 0.48 OPEN CHANNEL FLOW Design Point 25.1 to Design Point 2 L= St= Vt tt= Total to= 10 0.09 0.0090 0.70 14 26.0 CFS ft ft ft/ft ft/sec sec 1.014 0.2 CFS/AC min min * Tc of 46.4 minutes from design path 1 will be used at Design point 2 DEVELOPED FLOW VALUE FOR 5 -YEAR AT DESIGN POINT 2 DRAINAGE COMPUTATIONS - SWALE 6 Page 4 of 5 5/16/2018 Q=CIA Equation 6-1 Q5,Developed Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C5 = 15 = 1/8 in/hr. using linear interpolation from Rainfall IDF Tables 0.06 A = 8.59 AC 0.92 CFS = 0.107 DEVELOPED FLOW VALUE FOR 10 -YEAR AT DESIGN POINT 2 Q=CIA Equation 6-1 Q10,Developed = CFS/AC Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C10 = 110 = A= 0.06 2 8.59 1.03 CFS = in/hr. using linear interpolation from Rainfall IDF Tables AC 0.120 CFSIAC DEVELOPED FLOW VALUE FOR 100 -YEAR AT DESIGN POINT 2 Q=CIA Equation 6-1 Q100,Developed = Q = peak rate of runoff (CFS) C = Runoff coefficient I = avg intensity of rainfall for a duration equal to given t, A = area (AC) C100 = 1100 A= 0.21 3.35 8.59 in/hr. using linear interpolation from Rainfall IDF Tables AC 6.04 OPEN CHANNEL FLOW Design Point 2 to Design Point 2.1 L= St= Vt = tt= Total tc= 26.22 0.05 0.0019 1.37 19 46.7 CFS = ft ft ft/ft ft/sec sec min 0.704 0.3 CFS/AC min DRAINAGE COMPUTATIONS - SWALE 6 Page 5 of 5 5/23/2018 Normal Flow Analysis - Trapezoidal Channel Project: UNION ESTATES Channel ID: Developed Time of Concentration - 5yr - Design Point 25 to 25.1 F V Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0087 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.15 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr V= A= T= P= R= D= Es= Yo= Fs = 0.06 cfs 0.44 0.68 fps 0.08 sq ft 1.16 ft 1.20 ft 0.07 ft 0.07 ft 0.15 ft 0.05 ft 0.00 kip Developed TofC - 5yr - Design Point 25 to 25.1, Basics 3/23/2018, 5:03 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check -10yr - Design Point 25 to 25.1 1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0087 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.13 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 0.07 cfs 0.76 1.07 fps 0.06 sq ft 1.00 ft 1.03 ft 0.06 ft 0.06 ft 0.14 ft 0.04 ft 0.00 kip Channel Stability - 10yr - Design Point 25 to 25.1, Basics 3/23/2018, 5:03 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 25 to 25.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0087 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.16 ft Normal Flow Condtion (Calculated). Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= Es= Yo = Fs = 0.07 cfs 0.45 0.71 fps 0.10 soft 1.24 ft 1.28 ft 0.08 ft 0.08 ft 0.16 ft 0,05 ft 0.00 kip Channel Capacity - 10yr - Design Point 25 to 25.1, Basics 3/23/2018, 5:03 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 25 to 25.1 A F Design Information (Input) Channel invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0087 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.31 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 0.41 cfs Fr = 0.50 V = 1.11 fps A= 0.37sgft T= 2.44 ft P 2.52 ft R= 0.15 ft D = 0.15 ft Es = 0.32 ft Yo = 0.10 ft Fs = 0.00 kip Channel Capacity - 100yr - Design Point 25 to 25.1, Basics 3/23/2018, 5:03 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 25.1 to 2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0087 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.16 ft Normal Flow Condtion (Calculated). Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q = 0.07 cfs Fr = 0.45 V = 0.72 fps A= 0.10sgft T = 1.28 ft P = 1.32 ft R = 0.08 ft D = 0.08 ft Es = 0.17 ft Yo = 0.05 ft Fs = 0.00 kip Developed TofC - 5yr - Design Point 25.1 to 2, Basics 3/23/2018, 5:09 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 10yr - Design Point 25.1 to 2 Y Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0087 ft/ft n = 0.020 B= 0.00 ft Z1 = 4.00 ft/ft Z2= 4.00 ft/ft F= 0.00 ft Y = 0.14 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es= Yo= Fs = 0.09 cfs 0.77 1.16 fps 0.08 so ft 1.12 ft 1.15 ft 0.07 ft 0.07 ft 0.16 ft 0.05 ft 0.00 kip Channel Stability - 10yr - Design Point 25.1 to 2, Basics 3/23/2018, 5:09 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 25.1 to 2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0087 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y= 0.17 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs = 0.09 cfs 0.45 0.75 fps 0.12 soft 1.36 ft 1.40 ft 0.08 ft 0.09 ft 0.18 ft 0.06 ft 0.00 kip Channel Capacity - 10yr - Design Point 25.1 to 2, Basics 3/23/2018, 5:09 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 25.1 to 2 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0087 ft/ft n = 0.035 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.32 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= Es= Yo = Fs = 0.48 cfs 0.51 1.15 fps 0.41 sq ft 2.58 ft 2.66 ft 0.16 ft 0.16 ft 0.34 ft 0.11 ft 0.00 kip Channel Capacity - 100yr - Design Point 25,1 to 2, Basics 3/23/2018, 5:09 PM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Time of Concentration - 5yr - Design Point 2 to 2.1 A F Design Information llnput) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.54 ft Normal Flow Condtion (Calculated? Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es = Yo = Fs= 0.92 cfs 0.26 0.78 fps 1.18 sq ft 4.34 ft 4.47 ft 0.26 ft 0.27 ft 0,55 ft 0.18 ft 0.01 kip Developed TofC - 5yr - Design Point 2 to 2.1, Basics 5/23/2018, 9:25 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Stability Check - 1 Oyr - Design Point 2 to 2.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.020 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F= 0.00 ft Y = 0.46 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es= Yo = Fs = 1.03 cfs 0.45 1.22 fps 0.84 so ft 3.66 ft 3.78 ft 0.22 ft 0.23 ft 0.48 ft 0.15 ft 0.01 kip Channel Stability - 10yr - Design Point 2 to 2.1, Basics 5/23/2018, 9:27 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 10yr - Design Point 2 to 2.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B = 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 0.00 ft Y = 0.57 ft Normal Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr= V= A= T= P= R= D= Es= Yo= Fs = 1.03 cfs 0.27 0.80 fps 1.28 sg ft 4.52 ft 4.66 ft 0.27 ft 0.28 ft 0.58 ft 0.19 ft 0.02 kip Channel Capacity - 10yr - Design Point 2 to 2.1, Basics 5/23/2018, 9:29 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: UNION ESTATES Developed Capacity Check - 100yr - Design Point 2 to 2.1 Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0020 ft/ft n = 0.035 B= 0.00 ft Z1 = 4.00 ftlft Z2 = 4.00 ft/ft F = 0.00 ft Y= 1.10 ft Norma! Flow Condtion (Calculated) Discharge Froude Number Flow Velocity Flow Area Top Width Wetted Perimeter Hydraulic Radius Hydraulic Depth Specific Energy Centroid of Flow Area Specific Force Q= Fr = V= A= T= P= R= D= Es= Yo = Fs= 6.04 cfs 0.30 1.25 fps 4.83 sq ft 8.79 ft 9.06 ft 0.53 ft 0.55 ft 1.12 ft 0.36 ft 0.12 kip Channel Capacity - 100yr - Design Point 2 to 2.1, Basics 5/23/2018, 9:33 AM 3.1S`�tr IDSTONE'Bc ANDERSON, 1N -C.1994 (BASED ON NOAA ATLAS, 1973 9 11111111111111 .—R..Iriii.■_�-■IArI!■ I1I,IIiii1Ii__IhIllhIuImIIum1 m��iii__i:: �iIIrn.'1.I � hIll"!'1► ■ iiitil iiliiiuiiiiMI i1IIII 6 :ia��iiiNiue, iii1iiiiiiiih1101111N 1IMIOhiIIimuiphIOHiIII1IIO lium IIuiuIOIIIIIll!IiIh['Ijflh1II.■111 4 III ilJtil 1iiiuihiuiihiiii 'II 'ilk -Iii I'hhhI,,.E!I�!! 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MMMMMMMMIMMMNMMMMIM■■■!!N■■!NI■l1MMMlMMINNMMMIMM■ININSINEINM IMlMM■■■■lM!!!I■I■II■!IMlUNINMM!!!N■I■IIMIMNRIilmmu ■I!M!M■III MMIIMMIM■IMNMMI■■.EMU■III■IIMIUMMIMI1■NMa1NINMr,Il1M■■M!■■■NN NNMUIIMMUIN!■1.aM■INNONNMM■■MNMMU■■UMIMIUNMM■MNMIIMRM■M.MMNM■MM 40 46.4 50 I0 20 30 TIME IN MINUTES PUMIK WORKS DEPARTMENT FIGURE 3i STORMWATER MANAGEMENT ENT DIVISION 11621 r 7Tu Avgri gamEy. pCC.Iga Y,i 5013E 60 CURVES SCALE; NTS REVISED AUG 1996 Hello