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Home My WebLink About20132813.tiffWERNSMAN I 1st ENGINEERING, INC. 1011 42nd STREET • EVANS, CO 80620 Phone (970) 353-4463 Fax (970) 353-9257 May 27, 2013 Ms. Jen Petrik Drainage Engineer Weld County Public Works P.O. Box 758 Greeley CO 80632 RE: Final Drainage report and plan for Select Energy Weitzel Ranch Facility Dear Ms. Petrik: Attached is the Drainage Report and Plan for the new Select Energy Weitzel Ranch facility. This report addresses both the on -site and off -site hydrology that affects or is affected by the proposed development. If you have any further questions or comments regarding this matter, please contact this office. Sincerely, Eric Wernsman P.E. " I hereby certify that this report for the final drainage design for the new Select Energy Weitzel Ranch Facility 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" Registered Professional Engineer State of Colorado No. Index Page 1-8 DRAINAGE REPORT 9 IDF TABLE AND FOR ZONE 1 FOR STATE OF COLORADO 10 RAINFALL DEPTH FOR ZONE 1 FOR STATE OF COLORADO 11-22 RAINFALL MAPS FOR NOAA ATLAS 2 VOLUME 3 23 BASIN AND SUB -BASIN IMPERVIOUSNESS CALCS 24-25 PEAK RUNOFF FOR HISTORIC CONDTIONS 26-27 PEAK RUNOFF FOR OFFSITE BASIN OS1 28-29 PEAK RUNOFF FOR DESIGN PT ONE AND (SB1) 30-31 PEAK RUNOFF FOR DESIGN PT TWO 32-33 PEAK RUNOFF FOR DESIGN PT THREE AND (SB3) 34-35 PEAK RUNOFF FOR DESIGN PT FOUR AND (SB4) 36-37 PEAK RUNOFF FOR ENTIRE DEVELOPED SITE 38-39 SWALE CALCULATIONS SECTION A -A 40-41 SWALE CALCULATIONS SECTION B -B 42-43 SWALE CALCULATIONS SECTION C -C 44-45 SWALE CALCULATIONS SECTION D -D 46-47 DETENTION VOLUME REQ'D(MODIFIED FAA METHOD) 48 DETENTION , WQCV VOLUME PROVIDED AND 100 YR ORIFICE AND SPILLWAY WIER 49 WQCV ORIFICE AND VOLUME REQ'D 50-51 CULVERT CALCULATIONS 52 RIP RAP CALCULATIONS 53-54 NORTH AMERICAN GREEN SPILLWAY CALCS 55-58 NRCS SOIL MAP AND INFORMATION 59 REFERENCES General Description: The proposed site is located on the east side of Weld County Road 105 (WCR 105) and the south side of Weld County Road 88 (WCR 88) Right of Way. WCR 88 is not presently constructed. The proposed site is located within an existing native grass pasture in the North 1/2 of the North West 'A of Section 35 Township 8 North, Range 60 West of the 6th Prime Meridian. The site borders WCR 105 along the entire west side of the property. The site is adjacent to WCR 88 Right of Way along the entire north side. The site is approximately 1 mile south of State Highway 14. There are no major waterways, water holding areas or water resources on or adjacent to the property. The project site contains approximately 12.12 acres. Approximately 2.4 acres of the site is planned for a proposed building, concrete surfaces, loading pad, gravel parking lot and gravel driveway. A detention pond with an extended detention basin is proposed to hold developed flows from the remainder of the site and release at a reduced 40 -hour drain time and a five-year historic rate, respectively. The ground cover on the existing site consists of mainly natural grasses. The soil type present is Platner Loam with slopes ranging from 0 percent to 3 percent for the type 54 shown on the map. See NRCS soil report in the appendix for location of both soil types. NRCS classifies both soils in hydrologic group "C" for runoff purposes. There are no major open channels on or adjacent to the property. In the proposed condition, offsite flows draining toward the site from the south will enter the site and release undetained through a spillway in the on -site detention pond. Most of the runoff generated by the proposed development will be collected via swales and a culvert system and directed toward the on -site detention pond. The remainder of the on -site flows will sheet flow into the detention pond. The detention pond is located in the northeast corner of the property and releases developed runoff through a staged outlet. A water quality outlet will release minor storm flows over a 40 -hour time period and a major storm orifice opening will release flows at a five-year historic equivalent rate. The released flow will be directed to the east. Riprap is placed at the end of the pipe outlet to protect the ground surface from erosion. During a geotechnical investigation, soil borings were drilled between eight and 21 feet in depth. Groundwater was not encountered in any of these boring holes. Drainage Basins and Sub -Basins: There is no Weld County Master Drainage Plan for this site at the current time. The closest major basin is the Wild Horse Creek Basin, which lies approximately 7 miles to the northeast. This project site is not located within the Wild Horse Creek 100 -year floodplain. Historically the site slopes generally to the north at approximately a 0.58% slope. Drainage basin, H1, represents on -site drainage patterns on the 12.12 -acre site which produce five-year and 100 -year runoff rates of 2.73 cubic feet per second (cfs) and 15.57 cfs, respectively. Off -site flows enter the site from the south. The offsite basin, designated as OS1 in this analysis, is bound by Weld County Road (WCR) 86 to the south and by WCR 105 to the west. Calculations provided in this report show that the five-year runoff is 9.3 cfs and the 100 -year runoff is 54.69 cfs. The stormwater flows from OS1 are allowed to enter the site through swales in the south side of the site and release undetained through a spillway in the on -site detention pond. 7 The land to the north and east of the project site are undeveloped and drain to the north to northeast. Therefore, stormwater from these areas will not enter the project site. Runoff from the west is diverted to the north, along the west side of WCR 105 and does not enter the site. The on -site developed flows are directed to the detention pond in the northeast corner of the property. Sub -basin SB1 contains 2.63 acres and represents the flows generated from a portion of the building, the parking lot and the north portion of the project site. The outfall of the sub -basin is designated as Design Point #1 (DP #1). The five-year and 100 -year runoff rates are approximately 1.48 cfs and 6.24 cfs, respectively. Sub -basin SB2 is located in the center and eastern portion of the site and contains 1.31 acres of concrete surface and pervious land. The five-year rate is about 1.13 cfs and the 100 -year rate is approximately 4.11 cfs. Sub -basin 5B3, with 2.16 acres, is located in the center of the site and outfalls to a point, DP #3, located at the inlet of an 18 -inch corrugated metal pipe (cmp) culverts. The culvert drains to a swale in sub -basin SB4. The majority of the ground surface of SB3 is covered with the gravel driveway, a concrete loading pad and pervious area in the center of the driveway. The five-year runoff rate is 2.73 cfs and the 100 -year runoff rate is 7.52 cfs. Sub - basin SB4 is located in the south and east side of the site and outfalls through a swale system to a designated design point, DP #4. Sub -basin SB3 and the offsite basin contribute to the flow requirements of DP#4. The 3.55 acres of this basin generate five-year and 100 -year runoff rates of 1.53 cfs and 9.01 cfs, respectively. Sub -basin SB3 and the offsite basin contribute to the flow requirements of DP#4. The total flow capacity for Design Point #4 is 13.56 cfs for the 5-yr event and 71.22 cfs for the 100-yr event. Design Point #1 (DP #2), located at the detention pond outlet, represents the developed flows from the entire project site. The area of DP #2, 12.12 acres, produces a five-year runoff rate of 6.71 cfs and a 100 - year runoff rate of 29.16 cfs. Drainage Design Criteria: There is no Weld County Master Drainage Plan or project master drainage plans for this site at the current time. The undeveloped lot to the north contributes offsite flows onto the northern side of the site. A proposed swale will redirect offsite flows around the north and west sides of the site and into the borrow ditch on the north side of WCR 64. The existing drainage pattern of the area will be maintained by directing all on -site and off -site flows to WCR 64. Using the NOAA Atlas 2 Volume III maps an IDF table was generated. Please see calculations sheet 1. A one hour rainfall depth of 1.47 inches and 2.78 inches was determined for a five-year and 100 -year event, respectively. The rational method was used to calculate runoff and release rates. The detention pond was sized using a 5 -year historic release rate. An extended detention basin is designed within the pond to release minor storms over a 40 -hour period to maintain water quality. The on site features (swales, culverts etc. ) were sized to pass the 100 - year events. The runoff for specific design points was calculated by inputting the area, imperviousness, soil type, one hour precipitation values, slope, length of travel and conveyance into the peak runoff spreadsheet. Please see the corresponding peak runoff and feature design for each point. The release rate and developed runoff amounts were calculated using the rational method. The detention pond volume was determined using the Modified FAA Method with one exception. The discharge rate did not use the soil type value. The discharge rate was determined by finding the total historic runoff rate for the site and then dividing by the site area per Weld County recommendations. This value was then input into the detention pond spreadsheet to determine the volume required. Drainage Facility Design: The 100-yr storm volume required by using the Modified FAA method was determined to be 73,688 cubic feet. With a pond flowline of 4892.30, the 100 - year high-water elevation is 4894. The available volume provided is approximately 74,977 cubic feet. The water quality capture volume (WQCV) can be included in this volume per the Weld County Addendum to the Urban Drainage Manual. An extended detention basin is designed to provide the water quality volume. The minimum WQCV allowed for the site is 0.1131 acre-feet. The water elevation of the WQCV basin is 4892.9. The proposed detention outlet has an initial orifice plate to provide water quality capture volume in an extended detention basin. The first stage orifice plate shall have one 1 3/4 -inch hole to release the water quality capture volume runoff. The orifice plate is set at elevation 4892.90 to ensure that once the water quality volume is captured the storm water spills into the next stage of the inlet. The second orifice plate with a 7 -inch square hole releases flow to an 18 -inch diameter RCP that directs flows to the east. A six-foot by six-foot bed of Type L riprap will be place at the pipe outlet at a depth of one and a half feet. An emergency spillway is designed to allow off -site flows from sub -basin 051 to drain undetained and to also allow on -site flows to leave the detention pond in the event that the pond outlet is clogged. The emergency overflow is provided at elevation 4894.00. The spillway shall be a minimum of 50 feet wide and will limit the flow depth to 0.61 feet at a discharge rate of 74 cubic feet per second. The spillway shall have erosion control blanket placed on the downstream side of the emergency overflow. Please refer to the appendix for the calculations regarding the spillway. Swale and culvert systems are designed throughout the site to direct stormwater flows to the detention pond. Flows from sub -basin SB1 are intercepted by a grass swale along the north site boundary, designed at a 0.30% slope. This swale is designated as Cross -Section A -A in the design calculations and on the drainage plan. In the new condition of the swale, the manning's "n" is 0.030, which creates a 100 -year water depth of 1.1 feet and a Froude Number of 0.43. In the mature condition of the swale, the manning's "n" is 0.040, and the corresponding Froude Number is0.32. At the northeast corner of the site, the swale flows into the detention pond. Sub -basin SB3 runoff is directed toward the center island of the gravel driveway to a short swale with a longitudinal slope of 0.33%. The swale is represented by Cross -Section B -B in the calculations and drainage plan. In the new condition, the manning's "n" is 0.030, which creates a 100 -year water depth of 0.56 feet and a Froude number of 0.39. In the mature condition, the manning's "n" is 0.40 and a Froude number of 0.29. The swale outfalls to two 18 -inch diameter RCP culverts that convey stormwater under the gravel driveway. The headwater at the upstream end of the pipes is 4895.57. At the downstream end of the pipes, a 10 foot by 10 foot be of Type L riprap is placed to mitigate erosion. Within the southern side of Sub -basin SB4, a swale directs water from the west and south to the east. The swale, Cross -Section C -C, is designed with a longitudinal slope of 0.40%. In the new condition, the manning's "n" is 0.30, with a 100 -year water depth of 1.45 feet and a Froude number of 0.52. When the vegetation matures, the manning's "n" increases to 0.040 and a Froude Number of 0.39. Cross -Section C -C drains to a swale, Cross - Section D -D, located in the east half of Sub -basin SB4. This swale is set at a 0.30% slope. In the new condition, the manning's "n" is 0.030, which produces a water depth of 1.12 feet and a Froude Number of 0.45. When the channel vegetation has matured, the manning's "n" is 0.040, resulting in a Froude Number of 0.33. As the peak 100 -year off -site flows enter the site from the south, they enter Cross -Section C -C. This swale is able to hold all off -site 100 -year flows. Within Cross -Section D -D, the off -site flows from O51 combine with the flows from SB3 and SB4 and into the detention pond. The swale is able to carry all of the 100-yr event flows. The spreadsheets included in the report detail the physical requirements to provide adequate drainage ways. Please refer to the spreadsheets for the specific design. Once the site vegetation has been re -seeded very little maintenance should be required for site operation. Care should be taken to keep trash and debris out of inlets and pipes to prevent excess water from building up on the site. If complete blockage would occur in the detention pond outlet the water would release through the emergency spillway. If blockages occur they should be immediately cleaned. All storm water pipes shall be kept clean to maintain full capacity. Conclusions: The proposed site will control developed storm water flows through an on - site detention pond. The allowable release rates from the detention pond include a water quality release rate that allows minor storm flows to release over a 40 - hour time period and a major storm release rate that is equivalent to the five-year historic runoff rate. Off -site flows that drain toward the site are directed through the property and the detention pond spillway. All of these storm water flows are conveyed to the east. This report and design will meet the Weld County Code without any variances. This design should be more than adequate to prevent either on -site or off -site runoff flows from creating damage. The site is not part of any Weld County Master Drainage Plan. Please see the reference sheet for a complete list of references used for this design and report IDF TABLE FOR ZONE ONE IN THE STATE OF COLORADO Zone 1 South Platte, Republican, Arkansas, and Cimarron River Basins Project: SELECT ENERGY Enter the elevation at the center of the watershed: Elev = 4,896 (input) 1. Rainfall Depth -Duration -Frequency Table Enter the 6 -hour and 24 -hour rainfall depths from the NOAA Atlas 2 Volume III in rightmost blue columns Return Period Rainfall Depth in Inches at Time Duration 5 -min 10 -min 15 -min 30 -min 1 -hr 2 -hr 3 -hr 6 -hr 24 -hr (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) output output output output output output output input input 2-yr 0.30 0.47 0.59 0.82 1.04 1.16 1.25 1.40 1.70 5-yr 0.43 0.66 0.84 1.16 1.47 1.62 1.73 1.90 2.20 10-yr 0.51 0.79 1.00 1.38 1.75 1.90 2.02 2.20 2.60 25-yr 0.61 0.95 1.20 1.67 2.11 2.31 2.46 2.70 3.00 50-yr 0.71 1.10 1.39 1.93 2.45 2.64 2.78 3.00 3.40 100-yr 0.80 1.24 1.58 2.18 2.76 2.95 3.08 3.30 3.80 Note: Refer to NOM Atlas 2 Volume III isopluvial maps for 6 -hr and 24 -hr rainfall depths. 2. Rainfall Intensity -Duration -Frequency Table Return Period Rainfall Intensity in Inches Per Hour at Time Duration 5 -min 10 -min 15 -min 30 -min 1 -hr 2 -hr 3 -hr 6 -hr 24 -hr (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) output output output output output output output output output 2-yr 3.60 2.80 2.36 1.64 1.04 0.58 0.42 0.23 0.07 5-yr 5.10 3.96 3.34 2.32 1.47 0.81 0.58 0.32 0.09 10-yr 6.09 4.73 3.99 2.77 1.75 0.95 0.67 0.37 0.11 25-yr 7.34 5.69 4.81 3.33 2.11 1.16 0.82 0.45 0.13 50-yr 8.51 6.60 5.58 3.86 2.45 1.32 0.93 0.50 0.14 100-yr 9.62 7.46 6.30 4.37 2.76 1.47 1.03 0.55 0.16 RAIN, Z-1 5/27/2013, 8:24 AM One -Hour Rainfall Depth Design Chart Rainfall Depth in Inches 3.00 2.50 2.00 1.50 1.00 0.50 0.00 1.04 • 1.47 • 1.75 • 2.11 • 2.45 • 2.76 • 2-yr 5-yr 10-yr 25-yr Return Period 50-yr 100-yr RAIN, Z-1 5/27/2013, 8:24 AM 0 I. N 'ICI 2 /i Sub -basin Imperviousness SELECT ENERGY WEITZEL RANCH H1: HISTORIC SITE RUNOFF Land Use Area (ft2) I (%) Impervious Area, Grass 528187 2 Roofs 0 90 Concrete Surfaces 0 100 Driveways, Gravel 0 40 Wghtd Avg & Total Area 528187 2 SB1: CONTRIBUTING AREA TO DP1 Land Use Area (ft2) I (%) Impervious Area, Grass 88261 2 Roofs 12000 90 Concrete Surfaces 1550 100 Driveways, Gravel 13003 40 Wghtd Avg & Total Area 114814 17 SB2: Land Use Area (ft2) I (%) Impervious Area, Grass 42469 2 Roofs 0 90 Concrete Surfaces 14393 100 Driveways, Gravel 0 40 Wghtd Avg & Total Area 56862 27 SB3: CONTRIBUTING AREA TO DP3 Land Use Area (ft2) I (%) Impervious Area, Grass 19581 2 Roofs 4000 90 Concrete Surfaces 13395 100 Driveways, Gravel 56952 40 Wghtd Avg & Total Area 93928 43 SB4: CONTRIBUTING AREA TO DP4 Land Use Area (ft2) I (%) Impervious Area, Grass 154746 2 Roofs 0 90 Concrete Surfaces 0 100 Driveways, Gravel 0 40 Wghtd Avg & Total Area 154746 2 CP1: DEVELOPED BASIN RUNOFF Land Use Area (ft2) I (%) Impervious Area, Grass 412894 2 Roofs 16000 90 Concrete Surfaces 29338 100 Driveways, Gravel 69955 40 Wghtd Avg & Total Area 528187 15 OS1: UPSTREAM OFF -SITE FLOWS Land Use Area (ft2) I (%) Impervious Area, Grass 3903829 2 Roofs 0 90 Concrete Surfaces 0 100 Driveways, Gravel 0 40 Wghtd Avg & Total Area 3903829 2 CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Select Energy H1 Historic Runoff I. Catchment Hydrologic Data Catchment ID = H1 Area = Percent Imperviousness = NRCS Soil Type = 12.12 Acres 2.00 % C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 5 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.47 inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 015 016 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND Beginning Flow Direction Catchment Boundary NRCS Land Type Conveyance 2.5 5 7 10 15 Paved A eas 8 Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input 0.0058 O 0058 Length L fl input 500 694 5-yr Runoff Coeff C-5 output 016 NRCS Convey- ance input N/A 7.00 15.00 Flow Velocily V fps output 0 18 0 53 Flow Time Tf minutes output 45.27 21 70 2 3 4 5 Sum 1,194 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 1 38 inch/hr 3 18 inch/hr 3 18 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Op = Peak Flowrate, Op = Peak Flowrate, Qp = 66.97 16.63 16.63 2 73 cfs 6.28 cfs 6.28 cfs historic, Tc and PeakQ 5/20/2013, 2:13 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Select Energy H1 Historic Runoff I. Catchment Hydrologic Data Catchment ID = H1 Area = Percent Imperviousness = NRCS Soil Type = 12.12 Acres 2.00 C A, B, C, or D II. Rainfall Information I (inch/hr) =C1 * P1 /(C2 + Td)AC3 Design Storm Retum Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.70 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 051 016 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND O Begimrurg flow Direction F Catchment Boundary NRCS Land Type Conveyance 25 Field 5 7 10 15 Paved A eas Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 500 694 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A 7.00 15.00 Flow Velocity V fps output Flow Time If minutes output 45 27 21 70 0.0058 0.0058 0 16 0 18 0 53 1 2 3 4 5 Sum 1 194 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = historic, Tc and PeakQ 2.53 inch/hr 583 inch/hr 5.83 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Op = Peak Flowrate, Qp = Peak Flowrate, Qp = 66.97 16.63 16.63 15 57 cfs 35.87 cfs 35.87 cfs 5/20/2013, 2:13 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: SELECT ENERGY WEITZEL RANCH O51 UPSTREAM OFF -SITE RUNOFF I. Catchment Hydrologic Data Catchment ID= OS1 Area = 89.62 Acres Percent Imperviousness = 2.00 NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = Cl • P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 5 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) Pi= 1.47 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = Heavy Meadow Tillage/ Field Short Nearly Pasture/ Bare Lawns Ground NRCS Land Type Conveyance Calculations' 0.16 (enter an overide C value if desired, or leave blank to accept calculated C.) 0 'Id 2 (enter an overide C-5 value if desired. or leave blank to accept calculated C-5.) Illustration LEGEND JBeginning Flow Direction 4- C.erAn.en1 Grassed Swages/ Waterways Paved Areas & Shallow Paved Swains (Sheet Flow) 10 I 15 20 Reach ID Overland Slope S em input Length L 11 input 500 5.231 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A 7 00 Flow Velocity V tps output Flow Time Tt minutes output 37.82 158.18 0 0100 0 0062 0 16 0.22 0.55 3 4 5 Sum 5,731 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 0.64 inch/hr 1 88 inch/hr 1.88 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Op = Peak Flowrate, Op = Peak Flowrate, Op = 196.00 41.84 41 84 9 30 cfs 27,51 cfs 27,51 cfs 6406-OS1-5YR, Tc and PeakO 5/15/2013, 10.47 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: SELECT ENERGY WEITZEL RANCH O51 UPSTREAM OFF -SITE RUNOFF I. Catchment Hydrologic Data Catchment ID = OS1 Area = 89.62 Acres Percent Imperviousness = 2.00 NRCS Soil Type = C A, B. C. or D II. Rainfall Information I (inch/hr) = C1 P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) Cl = 28,50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0 786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient. C = 0.51 (enter an overide C value if desired, or leave blank to accept calculated C.) 0 16 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND O Beginning now Direction e — Caechm.we Boundary NRCS Land Type Heavy Meadow Tlage/ Field Short Pasture/ lawns Nearty Bare Ground Grassed Swales/ Waterways Paved A eas & Shallow Paved Swales (Sheet low) Conveyance 2.5 I 5 7 10 15 I— 20 Calculations. Reach ID Overland Slope S Wft input Length L ft input 500 5.231 5-yr Runoff Cowl C-5 output NRCS Convey- ance input N/A 7.00 Flow Ve'ocily V (pa output Flow Time TI minutes output 37.82 158.18 0.0100 0.006_2 0.16 0.22 0.55 1 2 3 4 5 Sum 5,731 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc. I = 1.20 inch/hr Rainfall Intensity at Regional Tc, I = 3.56 inch/hr Rainfall Intensity at User -Defined Tc, I = 3.56 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Op = Peak Flowrate, Op = Peak Flowrate, Op = 196.00 41 84 41 84 54.69 cis 161 77 cfs 161.77 cfs 6406-O51-100YR, Tc and PeakO 5/15/2013, 10:47 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Select Energy SB 1 CONTRIBUTING AREA TO DP 1 I. Catchment Hydrologic Data Catchment ID = SB1/ DP1 Area = 2.63 Acres Percent Imperviousness = 17.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 5 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.47 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 025 0 25 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns NRCS Land Type Conveyance 2.5 5 7 Nearly Bare Ground 10 Grassed S wales! Waterways 15 r Paved A eas 8 Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope $ ft/fl input Length L fl input 152 226 438 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A 15.00 15.00 Flow Velocity V fps output Flow Time Tf minutes output 17 43 397 3 89 0.0130 0.0040 0.0030 025 0 15 0.95 0.82 2 3 4 5 Sum 816 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2 29 inch/hr ? 39 inch/hr 339 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 30.29 14.53 14.53 1 48 cfs 2 19 cfs 2 19 cfs historic, Tc and PeakQ 5/20/2013, 2:23 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Select Energy SB 1 CONTRIBUTING AREA TO DP 1 I. Catchment Hydrologic Data Catchment ID = SB1/ DP1 Area = 263 Acres Percent Imperviousness = 17,00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inchIhr) = C1 * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0 55 0 25 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swa les/ Waterways GF]YD C Regiruring Flow Direction Catchment Boundary NRCS Land Type Conveyance 2.5 5 7 10 15 Paved A eas & Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L 11 input 152 226 438 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A 15.00 15.00 Flow Velocity V fps output Flow Time if minutes output 17 43 3.37 8,89 0.0130 0.0040 0,0030 0 25 015 0.95 0.82 2 3 4 5 Sum 816 IV, Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = historic, Tc and PeakQ 434 inch/hr 6,41 inch/hr 6 41 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp Peak Flowrate, Op = Peak Flowrate, Qp = 3029 14,53 14.53 6.24 cfs 9,21 cfs 9.21 cfs 5/20/2013, 2:23 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Select Energy SB2 I. Catchment Hydrologic Data Catchment ID = S82 Area = 1.31 Acres Percent Imperviousness = 27.00 % NRCS Soil Type = C A, B, C, or 0 II. Rainfall Information I (inch/hr) = C1 • P1 /(C2 Td)AC3 Design Storm Return Period, Tr = 5 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.47 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0 29 0 29 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Shen Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways LEGEND Q Bgnnvrg [Tmr Diirction 4— — Catrhment Boundary NRCS Land Type Conveyance 2.5 5 L 10 15 Paved A eas 8 Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope 5 fl/fl input Length L fl input 202 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 19.27 0.0125 0 29 0 17 1 2 3 4 5 Sum 202 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2.95 inch/hr 3 81 inch/hr 381 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Op = Peak Flowrate, Op = Peak Flowrate, Op = 19.27 11 12 11.12 1 13 cfs 1 46 cfs 1 46 cfs historic, Tc and PeakO 5/20/2013, 2:36 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Select Energy SB2 I. Catchment Hydrologic Data Catchment ID = 562 Area = 1.31 Acres Percent Imperviousness = 27.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0,786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0 56 (enter an overide C value if desired, or leave blank to accept calculated C.) 0 29 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration LEGEND OBvgi.mring flow Direction Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Shod Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways Paved A eas 8 Shallow Paved Swales (Sheet Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S R/fl input Length L ft input 202 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 19.27 0.0125 0.29 017 1 2 3 4 5 Sum 202 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = 5 58 inch/hr Rainfall Intensity at Regional Tc, I = 7 21 inch/hr Rainfall Intensity at User -Defined Tc, I = 7 21 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 19.27 11 12 11.12 4 11 cfs 5.32 cfs 5.32 cfs historic, Tc and PeakQ 5/20/2013, 2:35 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Select Energy SB3 CONTRIBUTING AREA TO DP3 I. Catchment Hydrologic Data Catchment ID = S83/DP3 Area = 2.16 Acres Percent Imperviousness = 43.00 NRCS Soil Type = C A, B, C, or 0 II. Rainfall Information I (inch/hr) = Cl' P1 /(C2 Td)AC3 Design Storm Return Period, Tr = 5 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.47 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0 36 036 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Shod Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways EL GIND Q Drrming Flow Direction Catchment Boundary NRCS Land Type Conveyance 2.5 5 7 10 15 Paved A eas 8 Shallow Paved Svrales (Sheet Flow) L 20 Calculations: Reach ID Overland Slope S Nft input Length L ft input 154 194 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A Flow Velocity V fps output Flow Time Tf minutes output 13_25 0.40 0.0195 0.0031 0 36 019 8 07 1 2 3 4 5 Sum 346 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 3 49 inch/hr 3 70 inch/hr 3 70 inch/hr 145.00 Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 1'1.65 11.93 11.93 2 73 cfs 2 90 cfs 2.90 cfs historic, Tc and PeakO 5/20/2013, 2:42 PM 3Z CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Select Energy SB3 CONTRIBUTING AREA TO DP3 I. Catchment Hydrologic Data Catchment ID = SB3/DP3 Area= 2.16 Acres Percent Imperviousness = 43.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = Cl' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0,786 (input the value of C3) P1= 2,78 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0 59 (enter an overide C value if desired, or leave blank to accept calculated C.) 0 3o (enter an overide C -S value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways NRCS Land Type Conveyance 2.5 5 7 10 15 Paved A eas 8 Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input 0.0195 0.0031 Length L ft input 154 194 5-yr Runoff Coeff C-5 output 0 36 NRCS Convey- ance input N,A 15.00 Flow Velocity V fps output 0 19 0 54 Flow Time Tf minutes output 13.25 3.37 2 3 4 5 Sum 348 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.92 inch/hr 700 inch/hr 7.00 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Qp = 17 12 1193 11.93 7 52 cfs 8.89 cfs 8.89 cfs historic, Tc and Peak() 5/20/2013, 2:43 PM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Select Energy $64 I. Catchment Hydrologic Data Catchment ID = SB4 Area = Percent Imperviousness = NRCS Soil Type = 3.55 Acres 2,00 C A, B, C, or U II. Rainfall Information I (mchfhr)= Cl P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 5 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.47 inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0 1 b (enter an overide C value if desired, or leave blank to accept calculated C.) 016 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Field Shod Pasture/ Lawns Needy Bare Ground Grassed Swales/ Waterways NRCS Land Type Conveyance 2.5 5 7 10 15 Paved A eas 8 Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S flift input Length L fl input 65 556 229 5-yr Runoff Cue C-5 output NRCS Convey- ance input N/A 15.00 15.00 Flow Velocity V fps output Flow Time Tf minutes output 0.0330 0.0040 0.0030 016 012 0.95 0 82 9.20 9 77 4 65 1 2 3 4 5 Sum 850 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 2 64 inch/hr 337 inch/hr 337 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp = Peak Flowrate, Op = 23.61 14 72 14,72 1 53 cfs 1 95 cfs 1 95 cfs historic, Tc and PeakQ 5/2112013, 7:15 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Select Energy SB4 I. Catchment Hydrologic Data Catchment ID = SB4 Area = Percent Imperviousness = NRCS Soil Type = 3.55 Acres 2.00 C A, B, C, or D II. Rainfall Information I (inch/hr) = Cl * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 051 016 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage! Field Shod Pasture/ Lawns Nearly Bare Ground Grassed Swales! Waterways NRCS Land Type Conveyance 2.5 5 7 10 15 Paved A eas 8 Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/ft input Length L ft input 5yr Runoff Coot! C-5 output NRCS Convey- ance input N/A 15.00 15.00 Flow Velocity V fps output Flaw Time Tf minutes output 0.0330 0.0040 0.0030 65 556 229 016 012 0.95 0 62 9 20 9 77 4.65 1 2 3 4 5 Sum 850 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 5.00 inch/hr 6.37 inch/hr 537 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Op = Peak Flowrate, Op = Peak Flowrate, Qp = 23.61 14.72 14.72 9.01 cfs 11 47 cfs 11 47 cfs historic, Tc and PeakQ 5/21/2013, 7:16 AM CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Select Energy Entire Site I. Catchment Hydrologic Data Catchment ID = ENTIRE SITE Area = 12.12 Acres Percent Imperviousness = 15.00 NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = C1 ' P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 5 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 1.47 inches (input one -hr precipitation --see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0.24 (enter an overide C value if desired, or leave blank to accept calculated C.) 024 (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Reach 2 overland Reach 1 flow LEGEND C Beginning Flow Direction f -- Catchment Boundary NRCS Land Type Heavy Meadow Tillage/ Field Short Pasture/ Lawns Nearly Bare Ground Grassed SeraMs/ Waterways Paved Areas & Shallow Paved Swabs (Street Flow) Conveyance 2.5 5 7 10 15 20 Calculations: Reach ID Overland Slope S ft/fl input Length L fl input 65 556 540 5-yr Runoff Coeff C-5 output NRCS Convey ance input N/A 15.00 15.00 Flow Velocity V fps output Flow Time Tf minutes output 0.0330 0-0040 0.0030 0.24 1:- 8 48 9 77 10 95 2 3 4 5 Sum 1 161 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = historic, Tc and PeakQ 2.34 inch/hr 3 19 inch/hr 319 inch/hr 0 95 0 92 Computed Tc = Regional To = User -Entered Tc = Peak Flowrate, Op = Peak Flowrate, Op = Peak Flowrate, Pp = 29.20 16.45 16.45 6 71 cfs 9 14 cfs 9 14 cfs 5/27/2013, 7:42 AM 3 Cp CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: Catchment ID: Select Energy Entire Site I. Catchment Hydrologic Data Catchment ID = ENTIRE SITE Area = 12.12 Acres Percent Imperviousness = 15.00 % NRCS Soil Type = C A, B, C, or D II. Rainfall Information I (inch/hr) = Cl * P1 /(C2 + Td)AC3 Design Storm Return Period, Tr = 100 years (input return period for design storm) C1 = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) P1= 2.78 inches (input one -hr precipitation —see Sheet "Design Info") III. Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C = Overide Runoff Coefficient, C = 5-yr. Runoff Coefficient, C-5 = Overide 5-yr. Runoff Coefficient, C = 0 54 024 (enter an overide C value if desired, or leave blank to accept calculated C.) (enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration Heavy Meadow Tillage/ Short Pasture/ Lawns Nearly Bare Ground Grassed Swales/ Waterways NRCS Land Type Conveyance 2.5 Field 5 7 10 15 Paved A eas 8 Shallow Paved Swales (Sheet Flow) 20 Calculations: Reach ID Overland Slope S ft/n input Length L ft input 65 556 540 5-yr Runoff Coeff C-5 output NRCS Convey- ance input N/A 15.00 15.00 Flow Velocity V fps output Flow Time Tf minutes output 0.033D 0.0040 0.0030 0.24 013 0 95 0 82 8 48 g77 10 95 2 3 4 5 Sum 1,161 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I = Rainfall Intensity at Regional Tc, I = Rainfall Intensity at User -Defined Tc, I = 4 43 inch/hr 6.04 inch/hr 6.04 inch/hr Computed Tc = Regional Tc = User -Entered Tc = Peak Flowrate, Qp = Peak Flowrate, Qp Peak Flowrate, Op = 29.20 16 45 16.45 29 16 cfs 39 72 cfs 3972 cfs historic, Tc and PeakQ 5/27/2013, 7.42 AM 7 7 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: Select Energy SEC A -A A F Y T Z1 / 1 Yo Z2 B Design Information (Input) Channel Invert Slope Manning's n Bottom Width Left Side Slope Right Side Slope Freeboard Height Design Water Depth So = 0.0030 ft/ft n = 0.040 B = O.OO ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 1.00 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 = 6.50 cfs 0.32 1.34 fps 4.84 sq ft 8.80 ft 9.07 ft 0.53 ft 0.55 ft 1.13 ft 0.36 ft 0.13 kip C4DP2swale, Basics 5/27/2013, 7:58 AM 37) Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: Select Energy SEC A -A 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 = 0.030 B= 0.00 ft Z1 = 4.00 ft/ft Z2 = 4.00 ft/ft F = 1 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 = 8.66 cfs 0.43 1.79 fps 4.84 sq ft 8.80 ft 9 07 ft 0.53 ft 0.55 ft 115ft 036 ft 0.14 kip C4DP2swale, Basics 5/27/2013, 7:58 AM 21 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: Select Energy SEC B -B F Y SW T Z1 To ® V 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 = 0.0030 ft/ft n = 0.040 B = 0.00 ft Z1 = 33.00 ft/ft Z2 = 33.00 ft/ft F = 1 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 = 9.03 cfs 0.29 0.87 fps 10 35 sg ft 36 96 ft 36 98 ft 0.28 ft 0.28 ft 0.57 ft 018 ft 0 13 kip C4DP2swale, Basics 5/27/2013, 8:03 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: Select Energy SEC B -B T Z1 Yo 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 = 0.0030 ft/ft n = 0 030 B= 0.00 ft Z1 = 33.00 ft/ft Z2 = 33.00 ft/ft F= 100 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 = 12.05 cfs 0.39 1.16 fps 10.35 sq ft 36.96 ft 36.98 ft 0 28 ft 0 28 ft 0.58 ft 0 18 ft 0.15 kip C4DP2swale, Basics 5/27/2013, 8:03 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: Select Energy SEC C -C T Z1 0 Yo / 1 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 = 0.0040 ft/ft n = 0.030 B = 0.00 ft Z1 = 16.00 ft/ft Z2 = 16.00 ft/ft F= 1 00 ft Y= 1.45 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 = 85.17 cfs 0.52 2.53 fps 33.64 sq ft 46.40 ft 46.49 ft 0.72 ft 0.73 ft 1.55 ft 0.48 ft 1.42 kip C4DP2swale, Basics 5/27/2013, 8:07 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: Select Energy SEC C -C A F Y V T Z1 Yo 0 v 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 = 0.0040 ft/ft n = 0.040 B= 000 ft Z1 = 16.00 ft/ft Z2 = 16.00 ft/ft F = 1 00 ft Y= 1.45 ft Normal Flow Condtion (Calculatedi 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 = 63.88 cfs 0.39 1.90 fps 33.64 sq ft 46.40 ft 46.49 ft 0.72 ft 0.73 ft 1 51 ft 048 ft 1.24 kip C4DP2swale, Basics 5/27/2013, 8:07 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: Select Energy SEC D -D T 21 Yo 0 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 = 0.0030 fUft n = 0.030 B = 12.00 ft Z1 = 4 00 ft/ft Z2 = 50 00 fUft F= 1 00 ft Y = 1.12 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 = 96.71 cfs 0.45 2.04 fps 47.31 sq ft 72 48 ft 72.63 ft 0.65 ft 0.65 ft 1 18 ft 0 42 ft 1 63 kip C4DP2swale, Basics 5/27/2013, 8:13 AM Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: Select Energy SEC D -D 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 = 0.040 B = 12.00 ft Z1 = 4.00 ft/ft Z2 = 50.00 ft/ft F = 1 00 ft Y= 1.12 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 = 72.53 cfs 0.33 1.53 fps 47.31 sq ft 72 48 ft 72.63 ft 0.65 ft 0.65 ft 116ft 0 42 ft 1 47 kip C4DP2swale, Basics 5/27/2013, 8:12 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: Conquest CS Basin ID (For catchments less than 160 acres only. For larger catchments. use hydrograph routing method) (NOTE: for catchments large. than 90 acres. CUHP hydrograph and routing are recommended( Deremirnallon of MINOR Dolonlion Volume Using Modified FAA Method Design nformation llnputl: Ca, amen Granage lmpemownefe Cate rmen donate Area P(80,81200,011%600 Sol: croup Pain nomGeleraan Cereal 1 = meal Cede not Watershed Tos Moral*. UM RNea.e Rale g= One -ha Precgaaem P.• De Sign Rainfall OF Formula 10 C,-Pallor*TJ°Cr Coen-c.cn O, CeelliLeL Iwo Coal Coen Three C, - 0789 Determination of MAJOR Detention Volume Using Modified FAA Method 1.= 15.00 vegan 12120 c 34 022 47 -2950 10 acres yowl (2. 5, IC, 25. 50, or 100) auage nles Design Information Ilnput): „eemen Dra,o6e TM e.ou s Cem eem.D,anaoe Area P,edevelopmert NRC5 Soot 0,0.2 Ream PL.!! or Deter -ton Ce'e:l lane 0r Conflation of Watershed Plawmre IrA Rehm. 0/. One isen Piec,pcabs, Design Ratio/I MP Formula 1 =0: PiICOTr•Cr Caemciere Ore Co eleven Iwo Coefficient been '5 0o anon A= ._12.1}0 'rye C A B,C er0 i- =1 100 lyean Q,5. 10 25,50, or 1008 24 monies • 023 0,a' 2.70 C.• 2950 to Cr- 0799 nee. Determination of Average Outflow from the Basin leak ulele DLL 61awn Coema:en Co 11 32 Wow Peak Runty Opm a e2! Allowable PeL Outflow Rale Op-ru • 253 Mod. FAA Minor Storage Volume= 15276 Mod. FM Minor storage volume a 4.385 20 •. Ereef RanaI Daunts IrrLILL Ircremertaie e V.6.Here le Il Paalao Bllow Aeiutercrt I 92415 paamn Leonia Volunc musk. (LPL Factor CWrmr inches /14 cam 104041 (GOALS_ lo,tpual I (save 000 0 000 m 296 13221 100 40 191 17905 085 60 1 47 70480 0 78 90 120 - 22-395 071 100 I03 73865 067 120 090 25.133 0.64 140 000 76191 062 160 073 27118 061 100 061 99 015 059 200 062 78522 059 223 051 28376 068 240 051 36006 057 060 051 3059t 051 28C 04B 31,130 059 260 045 31652 059 320 043 32137 055 310 041 3259'/ 055 390 - 039 33034 055 300 020 33a50 054 400 - 036 33849 064 420 025 34230 054 440 034 34597 054 160 - 033 34949 054 400 031 35289 054 500 031 35612 062 520 030 35825 053 540 029 36142 053 560 026 - 36540 053 500 - 027 36929 053 600 027 ]1110 053 670 - 075 37383 053 040 075 37649 053 660 025 - 37909 053 690 024 30,'41 053 200 - 224 38408 052 720 r 023 39049 052 740 C23 38084 052 760 022 38115 052 700 021 39345 052 800 021 39550 052 820 C21 39777 052 840 020 39986 052 860 ]20 40199 052 880 020 40400 052 500 019 40 600 0 52 920 0.10 40096 052 040 019 40505 052 560 - 016 11178 052 900 010 413% 052 1000 010 - 41545 052 1070 Cle 41729 052 1040 - C17 41506 052 1060 : 012 42081 052 1280 012 42^53 052 1100 017 42123 D52 1120 0.19 42590 052 1140 018 12754 051 1160 016 42917 051 LBO 0.16 43617 051 1200 015 4234 061 00 67 47 09 60 79 71 80 82 59 66 54 52 51 50 44 47 47 46 45 45 44 44 43 49 42 42 42 4I 11 40 0 40 40 40 40 39 39 36 39 35 39 35 38 38 38 39 39 38 38 38 34 30 39 37 37 37 97 37 37 cfa cis :rublefeet wen far smears) OWlcw Ve1me M4]I (e. 2200 5919 519 9,119 10 719 12318 13919 15518 17 110 10710 20]10 21910 25510 25117 28717 20317 29917 31517 3]117 34,711 36 316 37918 39518 4,118 42 716 44316 45915 0515 49115 50 `15 52315 53815 55514 57114 59 714 60 314 B' 914 63 511 65113 56713 60 313 69913 71513 73113 74 713 76]17 77912 70512 Br 112 e2 '12 84312 85 911 87511 89111 90 711 82311 93911 95510 97110 80110 rage Volume. [Mc Mot 0 1.)122 11 965 12961 1]378 15126 17811 12'73 11600 10822 B 974 9 658 a use 2 025 6 031 1635 3628 2680 1517 334 458 2.086 -3 320 1567 5 B27 7,008 5 673 0975 -12206 .12 605 .16265 .17805 9053 .20 .25665 .23 020 -24 .25774 27 053 29537 .29925 11 317 2712 34113 15 515 .38 923 .38 39747 41 63 44005 4e 430 -19050 40008 19221 51156 52594 54 034 55 476 Determination of Average Outflow from the Basin ICalculeleAl' Ruwneeemcien C= Indorr Peal 841011 Lymr Allowable Peal Oltllow Rate Coed a Mod. FAA Major 91or.ge Volume a Mod. FM Major Storage Volume = Pandas Dua on %pa jnurse's 20 40 to 6D 100 126 140 160 200 220 240 260 28o 300 320 310 360 300 400 420 460 460 500 500 570 540 560 500 620 620 640 650 700 700 720 740 250 180 020 040 010 090 900 900 940 940 560 990 1000 1020 1060 1060 1100 1100 III] 60 1180 1100 1200 to al 00 541 302 272 2 7 1 94 1 70 1 52 1 28 1 26 102 109 102 O 50 090 0 e6 0 82 C 20 C 75 C77 C69 666 664 C 62 C60 59 C 56 O 55 052 050 040 048 047 00 046 (144 043 042 041 340 849 2 39 399 037 337 J 36 235 2 35 2 35 234 0 33 0 33 3 32 0 32 0 32 C31 030 O 30 0 30 0 3 C }9 3 00 100 93 :70 42513 56821 55 359 7' 471 76257 83 209 93 585 95543 01 566 01147 95759 97520 99372 101.312 102 560 104,027 105 421 136 75I 106_27 109 240 118509 - 111535 112 620 111657 114686 115050 136.513 117534 118420 119 312 20151 '23979 121 786 22 572 '23 341 124 353 124 927 125 546 178250 126 946 177 618 128 279 120.929 120558 130 194 130 010 131,415 132 010 132 595 133,'71 133737 - 114 295 134644 126385 - 115918 13644 136 061 367 864 63 :56 2 59 358 857 :5J :56 056 355 3 c5 ass 354 054 351 94 dr 5e :54 5] 253 53 :5J S3 }53 0 5 053 2 5 553 0.52 JS} 57 0 52 52 352 2.52 52 352 52 3 52 52 352 2 52 352 3 92 352 ]57 353 352 0 52 352 051 051 137975 051 C 54 24 In 1.1 73 LW 1080 C 00 273 267 104 183 175 159 165 1 02 00 07 I 569 154 153 152 151 50 49 149 118 I 47 I 47 I40 1 48 1 45 145 Lq I 44 1 44 I 43 1 43 I 4 43 1 43 142 142 42 I 42 1 42 1 42 I 42 1 1 41 1 1 1 41 I 41 141 141 1 41 1 41 40 140 140 140 140 not cubic feet aCIM OW Volume puple 3 272 °N54 7.500 9326 10963 13599 14735 151971 17507 19.1.1 20780 23419 24952 25,896 27329 20 951 30 591 32 `33 33 960 35508 37.142 38370 10414 42.050 42 507 45.323 46 ,959 49 565 50231 51688 53 504 65 140 57 776 58432 60,049 II 505 63 ]21 64 957 66 593 6B nB 69 608 71,502 73138 74 771 79411 79 087 79 693 B1.319 82 955 81 197 OF 220 81.004 99 500 91 136 92.773 94409 96045 97 681 99.317 130 954 Vol ne c )eel (laps] 59707 50 669 52145 62294 El 294 69 649 69350 71 674 173 72 4 4727 72241 75]74 73 73 693 7]608 73 400 75130 77,101 72611 77590 72631 71,631 70,529 89$60 89357 69,702 69002 89 006 66 503 65 799 65 368 64 202 03373 62524 G1 656 60777 59870 59053 50021 5] 074 58114 55141 54155 53 157 57 140 51127 56 006 49055 48004 46943 45973 44 705 43 709 42612 41 509 40390 39200 38154 37 02: led, FM Minor fie aye Volume Duero 6l a 13.271 Mad. FM Miler Storage Volume l68ble 9.1 = 71,080 Mod FAA Milo. 51 r age volume retreat). 08048 mod. FM Major Storage Volume (44/1-40. 3,0816 UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Version 2 2, Released January 2010 deletion. 905647 ed FM 5127/2013, 7 48 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: Conquest CB Basin ID Inflow and Outflow Volumes vs. Rainfall Duration 150.000 Duration Minutes) —+- 'Amor Storm Outflow V oluma —a—Major Storm Outflow Volume - -Minor Storm Inflow Volume - Major Storm nflow Volume Minor Storm Storage Volume e Major Storm Storage Volume 1400 UDFCD DETENTION VOLUME ESTIMATING WORKBOOK Ve'sion 2 2, ReMased Ja mlary 2013 asterism . Muddied FAA s¢n2du, Tee aM I^ 7 100 YEAR EVENT STORAGE CONTOUR AREAS WQCV STORAGE CONTOUR AREAS AREA DEPTH AVG AREA Volume Provided 92.3 0 93 28934 94 89772 0.7 14467 10126.9 1 59353 59353 69479.9 C.F. PROVIDED AREA DEPTH AVG AREA Volume Provided 92.3 0 92.9 20250 0.6 10125 6075 6075 C.F. PROVIDED Size Overflow Wier H = (Q/Cd • W)^.667 H = (69/3.1'24)^.667 H = (Q/Cd*W)^.667 Cd= W= Height= 74 cfs 3.1 50 ft 0.611 ft Size 100-YR Discharge Orifice A= Q/Cd*(2gh)^.5 A= Q/Cd*(2gh)^.5 A=4.33/.65"(2 * 32.2"2.22) ^.5 Q= Cd= h= A= 2.73 cfs 0.65 1.65 ft 0.41 sq ft 58.67 sq in 7.66 " sq hole Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: Company: Date: May 27, 2013 Project: Select Energy Location: 1. Basin Storage Volume A) Tributary Area's Imperviousness Ratio (i = I a / 100 ) B) Contributing Watershed Area (Area) C) Water Quality Capture Volume (WQCV) (WQCV =1.0'(0.91'13-1.19 *I2 + 0.78' I)) 0) Design Volume. Vol = (WOCV/ 12)' Area * 1.2 I,= 1500 i = 0.15 Area = 12.120 acres WQCV = 0.09 watershed inches Vol = 0 1131 acre-feet 2. Outlet Works A) Outlet Type (Check One) X Orifice Plate Perforated Riser Pipe Other: B) Depth at Outlet Above Lowest Perforation (H) H = 0.35 feet C) Recommended Maximum Outlet Area per Row, (A o) A, = 2.3 square inches 0) Perforation Dimensions : i) Circular Perforation Diameter or 0 = 1.750 inches ii) Wdth or 2' High Rectangular Perforations W = inches E) Number of Columns (nc. See Table 6a-1 For Maximum) nc = 1 number F) Actual Design Outlet Area per Row (A o) A0 = 2.4 square inches G) Number of Rows (nr) nr = 1 number H) Total Outlet Area (AO Ao, = 2.5 square inches 3. Trash Rack A) Needed Open Area : A, = 0.5' (Figure 7 Vatue)• A o, B) Type of Outlet Opening (Check One) A,= 78 square inches X ≤ 2' Diameter Round 2' High Rectangular Other. C) For 2', or Smaller, Round Opening (Ref.• Figure 6a): i) Wdth of Trash Rack and Concrete Opening (W cone) from Table 6a-1 Wao„ = 6 inches ii) Height of Trash Rack Screen (H TR) HTR = 34 inches WQCVSELECT, EDB 5/27/2013, 8:27 AM CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: SELECT ENERGY WEITZEL RANCH Basin ID: ONSITE DRIVEWAY CULVERT LOCATED IN SB3 Cownii VW) Design Information (Input): Circular Culvert: Bartel Diameter in 'riches Inlet Edge Type (choose from pull -down list) OR: Box Culvert: Barrel Height (Rse) in Feet Barrel Width (Span) in reel Inlet Edge Type (choose from pull -down list) [tine ...,e.. �wI Number of Bartels Inlet Elevation at Culvert Invert Outet E evaron at Culvert Invert OR S ope of Cu:ven (ft vlft n ) Culvert Length in Feet Mannings Roughness Bend Loss Coefficient Ext Loss Coefficent ' uneigected ue'0' Marrings n Design Information (calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of Al Loss Coefficients Orifice Inlet Condit on Coefficient Minireum Energy Condition Coefficient Calculations of Culvert Capacity loutout): D=1 1800 Grooved Eno w Ih Headwall OR: Height (RRS= Width (Span), 1 1 neve: wl Headwall No = Inlet Elev= Outlet Elev= _ Re _ Ce= 2 489E 4 4894 95 00 0.0250 800 ^, 00 0 20 537 7 57 0 99 -06315 riches ft fl elev ft elev ft Water Surface Elevation (ft, linked) Tailwaler Surface Elevation ft (input If known) Culvert Inlet -Control Flowrate cfs (output) Culvert Outlet -Control Flowrate cfs (output) Controlling Culvert Flowrate cfs (output) Inlet Equation Used: (output) 4894.40 000 0.00 000 0.00 Noflow(WS < inlet) 4895.00 060 3.52 2O8 2.08 min energy equal -on 48% 03 060 1548 900 9.00 regression equa.on 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Processing Time 8406-CULVERT-ONSITE PIPE Culvert 0.03 seconds 5/21/2013, 1057 AM 30 CULVERT STAGE -DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) Project: SELECT ENERGY WEITZEL RANCH Basin ID: ONSITE DRIVEWAY CULVERT LOCATED IN SB3 STAGE -DISCHARGE CURVE FOR THE CULVERT 4896.00 4895 80 4895.60 4895.40 m 4895.20 d d m 4895.00 rn co y W 4894.80 4894.60 4894.40 4894.20 O 0.00 5.00 L -r Inlet Control 10.00 15.00 Discharge (cfs) Outlet Control —o—Stage-Discharge? 20 00 6.406-CULVERT-ONSITE PIPE. Culvert S/21/2013. 1O.57 AM Riprap sizing 100 -Year Storm Event SELECT ENERGY WEITZEL RANCH prepared by: SLS Riprap at outlet of 2-18" RCP (center of site): Pd = (V2+gd)'/2 V = design flow velocity at pipe outlet (ft/s) = g = gravity (ft/s2) = d = design depth of flow at pipe outlet (ft) = Pd = riprap sizing design parameter (ft/s) = D = Storm Sewer Diameter (ft) = Riprap type: D50 =riprap diameter (inch) = Bed Length (ft) = Bed Width (ft) = Bed Thickness (ft) = 2.29 9 From Velocity In Circular Conduit Flow 32.2 1.25 9 From Velocity In Circular Conduit Flow 6.74 1.25 L 4 From Fig. HS -20, UDFCD Drainage 9 Criteria Manual, 2001 5 5 1.50 Conclusion: Riprap at end of pipes will consist of a 10'x10'x1.5' bed. Riprap at outlet of 18" RCP (at Detention Pond Outlet): Pd = (V2+gd)'/z V = design flow velocity at pipe outlet (fUs) = g = gravity (fUs2) = d = design depth of flow at pipe outlet (ft) = Pd = riprap sizing design parameter (ft/s) = D = Storm Sewer Diameter (ft) = Riprap type: D50 =riprap diameter (inch) = Bed Length (ft) = Bed Width (ft) = Bed Thickness (ft) = 5.09 9 From Velocity In Circular Conduit Flow 32.2 1.30 9 From Velocity In Circular Conduit Flow 8.23 1.5 L -3 From Fig. HS -20, UDFCD Drainage 9 Criteria Manual, 2001 6 6 1.50 Conclusion: Riprap at end of pond outlet pipe will consist of a 6'x6'x2.0' bed and increased to a size of D50=12 inch. vvrvr.cv rrrn i !LILA., I •Nu uau vi vGvvVµ 44WJ Tcnsar International Corporation 5401 St. Wendel-Cynthiana Road Poscyville, Indiana 47633 Tel. 800.772.2040 Fax 812.867.0247 www.nagreen.corn Erosion Control Materials Design Software Version 5.0 Channel Computations Project Parameters Specify Manning's n: 0.04 Discharge: 85 Peak Flow Period: 24 Channel Slope: 0.09 Bottom Width: 50 Left Side Slope: 4 Right Side Slope: 4 Existing Channel Bend: 0 Bend Coefficient (Kb): 1.00 Retardance Class (A - E): Vegetation Type: Vegetation Density: Soil Type: Clay Loam Channel Lining Options Protection Type IPennanent Material Type Matting Type P550 Manning's N value for selected Product 0.04 Cross -Sectional Area (A) A—AI,+AB + AR— 16.77 AL = (1/2) * Dcpth2 * ZL = 0.21 AB = Bottom Width * Depth = 16.34 AR=(1/2) * Depth2 * ZR = 0.21 Wetted Perimeter (P) P=PL+PB+PR= 52.7 PL = Depth * (ZL2 + 1)0.5 = 1.35 PB = Channel Bottom Width = 50 PR= Depth * (ZR2 + 1)0.5 1.35 Hydraulic Radius (R) R=A/P= I 0.32 Flow (Q) Q = 1.486 / n * A * R2/3 * 51/2 = I 85.02 Velocity (V) V=Q/A= I 5.07 Channel Shear Stress (Te) Td = 62.4 * Depth * Slope = I 1.84 www.ecnxis.corniprint/computation/24808/24809 1/2 5/27/13 avw.ecmds.comiprinUcomputation/24808/24809 Channel Safety Factor=(Tp / Td) I 1.77 Effective Stress on Blanket(Tdb) Te = Td * (1 -CF) * (ns/n)2 = 1.84 CF = 0 ns = 0.04 Soil Safety Factor Allowable Soil Shear (Ta) = 0 Soil Safety Factor = Ta / Te = 0 Conclusion: Stability of Mat STABLE Conclusion: Stability ofUnderly ng soil STABLE Material Type Matting Type P550 Manning's N value for selected Product 0.04 Cross -Sectional Area (A) A=AL+AB+AR= 16.77 AL= (1/2) * Depth2 * ZL = 0.21 AB = Bottom Width * Depth = 16.34 AR= (1/2) * Depth2 * ZR = 0.21 Wetted Perimeter (P) P —PL-f PB+PR— 52.7 PL= Depth * (ZL2 + 1)0.5 — 1.35 PB = Channel Bottom Width = 50 PR— Depth * (ZR2 + 1)0.5 1.35 Hydraulic Radius (R) R-A/P= I 0.32 Flow (Q) Q = 1.486 / n * A * R2/3 * S 1/2 = I 85.02 Velocity (V) V=Q/A= I 5.07 Channel Shear Stress (Te) Td =62.4* Depth * Slope = 1.84 Channel Safety Factor — (Tp / Td) 6.54 Effective Stress on Blanket(Tdb) Te =Td * (1 -CF) * (ns/n)2= 1.84 CF = 0 ns = 0.04 Soil Safety Factor Allowable Soil Shear (Ta) = 3.25 Soil Safety Factor = Ta / Te = 1.77 Conclusion: Stability of Mat STABLE Conclusion: Stability of Underlying soil STABLE Side Slope Liner Results www.ecmds.contlpri nt/computation/24808/24809 2/2 Hydrologc SOO Group —Weld County, Colorado, Northern Pan Pap sale 143(5,1 coned, Aoze 55 ten sreet 0 50 400 200 x ens 300 200 400 CSDA Natural Resources a Conservation Service 600 Feel 1300 Web So.' Survey National Cooperative So. Survey 4/29/2013 Page 1014 i0' 37 V - f4ydrolog c Sal Group -Weld County Colo'aoo Northern Part MAP LEGEND MAP INFORMATION Ares of Inkiest IAOp Area at Interest (A0n soils Li Soil Map Units Soil Ratings O A Li A/D O Rm O C a cm p o Not sled or not available Political Features 0 Cams Water Features terrains end Canals iransponalion N Rats Interstate Ngnways us Reines Major Roads Local Roads Map Sale'. 1 4.360 if pr sled on A size 18 o 11') sheer. The soil surveys Nat comprise your A01 were mapped at 1 24.000. Warning So I Map may not be valid at Ih s scale. Enlargement of maps beyond the scale or mapping can cause misunderstanding of Ise data I of mapping and accuracy of soil line placement he 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 accurate map n'easure mens. Source of Map Natural Resources Conservation Servmce Web Sod Survey URL hrtp Irrwebsollsurveynres. usda.gov Coordinate System. JiM Zcne 13N NAD83 This product is generated from the LSDA-NRCS certified data as of the version detels) listed below. Soil Survey Area Weld County. Colorado. Northern Part Survey Area Data. Version 8 Apr 30, 2009 Date(s) aerial images were photographed 6232005 The wthophoto ar other base map on witch the soil lines wore compiled and digitized probably dire•e from the background imagery displayed or these maps. As a result, some minor shifting of map and boundaries ray be evident. ss Natural Resources Conservation Service Web Soil Survey 4/25/2013 National Cooperatvs Soil Survey Page 2 of 4 (a Hydrologic Soil Group —Weld County, Colorado, Northern Part Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit— Weld County, Colorado, Northern Part (CO617) Map unit symbol 40 54 Map unit name Rating Acres in AOI I Percent of AOI Nunn loam, 0 to 6 percent C slopes 3.9 5.1% Platner loam, 0 to 3 percent C 66.2 86.0% slopes 61 Stoneham fine sandy loam, 0 to B 6 percent slopes Totals for Area of Interest Description 6.8 8.9% 76.9 100.0% 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 (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. t'SDA Natural Resources Conservation Service Web Soil Survey 4/29/2013 National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Northern Pad Rating Options Aggregation Method: Dominant Condition Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie -break" rule determines which value should be returned. The "tie -break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie -break Rule: Higher The tie -break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. ISDA Natural Resources conservation Service Web Soil Survey 4/29/2013 National Cooperative Soil Survey Page 4 of 4 REFERENCES 1. URBAN STORM DRAINAGE CRITERIA MANUAL VOLUMES 1,2,3 DATED JUNE 2001 REVISED AUGUST 2008 2. NOAA ATLAS 2 VOLUME 3 RAINFALL MAPS 3. RUNOFF ANALYSIS-UD RATIONAL SPREADSHEET v1.02a DATED SEPT 2005 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME I 4. CULVERT DESIGN-UD -CULVERT SPREADSHEET v2.00c DATED FEB 2010 FROM URBAN DRAINAGE CRITERIA MANUAL VOLUME 1 5. CHANNEL DESIGN-UD-CHANNELS SPREADSHEET v1.04 DATED OCT 2006 6. UD-BMP SPREADSHEET v3.01 DATED JAN 2011 7. UD-DETENTION_2.2 DATED AUGUST 2011 Hello