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Home My WebLink About20123397.tiff PRELIMINARY DRAINAGE REPORT FOR BRIGGSDALE FACILITY WELD COUNTY , COLORADO Prepared.for: Noble Energy 2115 117th Avenue Greeley, Colorado 80634 and Wattenberg Holding, LLC 3030 Northwest Expressway, Suite 1100 Oklahoma City, Oklahoma 73112 Prepared by: TETRA TECI I 1900 South Sunset, Suite 1 -F Longmont, Colorado 80501 Tetra Tech Job No. 133-35719- 12003 August 2012 la TETRA TECH LiIt TETRA TECH August 8, 2012 Clay Kimmi Weld County — Public Works 1111 H Street Greeley, CO 80631 Re: Preliminary Drainage Report for Briggsdale Facility Tetra Tech Job No. 133-35719-12003 Dear Mr. Kimmi: On behalf of Noble Energy and Wattenberg Holding, LLC, we are submitting this Preliminary Drainage Report for the Briggsdale Facility. The proposed development includes a truck unloading and oil polishing facility. The enclosed report provides information on the site's historic drainage patterns, and evaluates the site drainage design for the proposed facility. If there are any questions or comments concerning this report, please feel free to contact us. Sincerely, TETRA TECH Steve E. Sciscione, P.E., LEED AP Project Civil Engineer Enclosures 1900 S. Sunset Street Suite I-F Longmont. CO 80501 Tel 303.7725282 Fax 303.772.7039 www.tetratech.com P:\35719\133-35719-12003\SupportDocs\Calcs\Preliminary Drainage\Submittal\Drainage Report-rev03AUG2012.doc ItTETRA TECH ENGINEER' S CERTIFICATION I hereby certify that this report for the preliminary drainage design of the Briggsdale Facility was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County storm drainage criteria for the applicants/lessees of the property thereof. S ',,/, r •1 sr IR% i•••••o • I ,1 . .C. • cS' . l r Steppe i '?'!�W.cione t. f Registes. d fe lE is - c4, State o i, olc to No 460S' / II 1199.•••gfi glib 13��FSSI ONN TABLE OF CONTENTS Page 1 .0 INTRODUCTION 1 2.0 GENERAL LOCATION AND DESCRIPTION 1 3.0 DRAINAGE BASINS AND SUBBASINS 1 3. 1 Major Basin Description 1 3.2 Historic Drainage Patterns 1 3.3 Off-Site Drainage Patterns 2 4.0 DRAINAGE DESIGN CRITERIA 2 5.0 DRAINAGE FACILITY DESIGN 3 5. 1 General Concept 3 5.2 On-site Drainage 3 5.3 Off-site Drainage 4 5.4 Water Quality 4 6.0 CONCLUSIONS 4 7.0 REFERENCES 5 Attachment: Urban Drainage Flood Control District Documentation List of Appendices Appendix A Vicinity Map Appendix B FEMA Map Appendix C Hydrology Computations Appendix C- 1 : Soil Reports Appendix C-2: Rainfall Data Appendix C-3: Historic and Off-Site Runoff Calculations Appendix C-4: Developed Runoff Calculations Appendix D Hydraulic Computations Appendix D- 1 : Culvert Sizing Appendix D-2: Ditch Sizing Appendix D-3 : Detention Pond Area/Volume Capacity and Outlet Sizing List of Drawines Historic Drainage Plan (C-200) Back Pocket Developed Drainage Plan (C-201 ) Back Pocket Off-Site Drainage Plan (C-202) Back Pocket - i - 1.0 INTRODUCTION The purpose of this report is to identify and define preliminary design information to storm drainage facilities for the Briggsdale Facility. The contents of this report are prepared, at a minimum, in accordance with Weld County Criteria for a Preliminary Drainage Report. This report examines the undeveloped flow patterns of off-site and on-site drainage basins and proposed stormwater facilities to maintain the controlled release at the 5-year historic rate for the developed 100-year storm event. 2. 0 GENERAL LOCATION AND DESCRIPTION The Briggsdale Facility site is located approximately 2 miles west of Briggsdale, Colorado, south and adjacent to Colorado State Highway 14 and three-quarters of a mile east of Weld County Road 71 . The property is located in the east half of the northeast quarter of Section 25, Township 8 North, Range 63 West of the 6` 2 P.M., Weld County, Colorado. A vicinity map has been provided in Appendix A. Noble Energy and Wattenberg Holdings, LLC are leasing separate portions of the site and are proposing a truck unloading and oil polishing facility. The access to the site will be located approximately 550 feet west of the east property line of the site. There will be four truck unloading bays at the facility with the potential to add four more bays at some point in the future. Oil will be diverted to an oil polishing facility on the west side of the site and placed into storage tanks if the water content in the oil meets a certain threshold. Noble is also proposing a compressor station south of their oil polishing facility and a future Water Recycling Facility and Central Processing Facility. 3.0 DRAINAGE BASINS AND SUBBASINS 3.1 Maior Basin Description The site is located 1 .5 miles from Crove Creek, in a largely undeveloped area with sparse vegetation. As shown in Appendix B, the property lies in a FEMA Zone D area, and no analysis of flood hazards has been conducted. Additionally, no Weld County or adjacent Master Drainage Plans have been developed for the site. Drainage generally flows northeast to southwest into an unnamed natural drainage that flows off-site toward the southwest. According to the Soil Survey of Weld County, Colorado, Southern Part [2], the site soils belong mainly (-96%) to Hydraulic Soil Group (HSG) B; however HSG C soils also exist on the site. Olney fine sandy loam is the predominant soil type on the site. Generally, slopes remain between 0 and 6 percent with some steeper slopes of 12% along the existing drainage at the southwest portion of the site. A detailed soils report has been provided in Appendix C- 1 . 3.2 Historic 1)rairurze Patterns The site is divided into five historic sub-basins: Basin AeX, Basin Bex, Basin Ca, Basin Dex, and Basin Ea . Historic runoff coefficients are calculated for the site soil type. The site rainfall depth information has been obtained using the Rainfall Depth-Duration-Frequency charts provided by the Urban Storm Drainage Criteria Manual, Volume 1, Ch. 4, as shown in Appendix C-2 [2]. Historic runoff coefficients and peak flows for the 5-year storm event have been provided in Table 1 : - 1 - Preliminary Drainage Report I Briggsdale Facility August 2012 P:\35719\133-35719-120031SupportDocs\Ca1cs\Preliminary Drainagc\Submittal\Drainage Report-rcv03AUG2012.doc Table 1 : Historic 5-yr Runoff Summary Basin ID Acres Runoff Coefficient. 5-N r Peak Flow, 5-vr (cfs) Corresponding POA A 23.54 0.09 3.04 A 38.90 0.09 3.94 B 11 .62 0.09 1 .49 C 0.68 0.09 0. 12 D 1 .62 0.09 0.35 F Detailed historic drainage calculations have been provided in Appendix C-3. 3.3 Off-Site Drairrrr&e Patterns Colorado State Highway No. 14 runs adjacent to the property to the north and Weld County Road 71 is three-quarters of a mile to the west. A substantial roadside ditch system exists on both sides of Highway 14 which intercepts drainage from the north of the site, as well as highway runoff. As a result, no offsite flows flow into the project site. 4.0 DRAINAGE DESIGN CRITERIA This report is prepared in compliance with the Urban Storm Drainage Criteria Manual, Volume 1-3, Weld County Code [3], and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2, and 3 [4]. Based on this criterion, a 100-year storm is used as the major storm in evaluating the existing drainage facilities. Six-hour and 24-hour rainfall data was collected using the NOAA Atlas 2, Precipitation-Frequency Atlas of the Western United States, Volume III-Colorado [5], and then converted to 1 -hour rainfall data using Urban Drainage and Flood Control District's (UDFCD) UD-RainZone v1.01 a. Since all basins are less than 90 acres in area, the Rational Method is used in stormwater runoff calculations. Runoff coefficients (C), are weighted based on the historic and existing land use, and on the types of soils encountered at the site. Culvert Sizing: The site storm infrastructure has been evaluated using Manning's Equation. A roughness coefficient (n) of 0.013 is used for concrete pipe. The access drive culvert is sized for the 10-year storm event to convey existing off-site drainage from Colorado State Highway 14, as well as to provide maintenance or emergency access, during a major storm event. Additionally, the outlet pipe from the detention ponds are sized for a maximum release rate of the 5-year historic flow with the use of an orifice plate. Erosion control devices will be provided at all culvert and swale outlets to protect against downstream erosion. Detailed culvert calculations have been provided in Appendix D- 1 . Ditch Sizing: A ditch is proposed along the east side of the truck unloading facility that will route developed flows to Detention Pond B. This is sized for the 100-year storm event using Manning's Equation. Detailed ditch calculations have been provided in Appendix D-2. Detention Pond Sizing: The detention pond volumes have been determined using the UDFCD's Detention Design — UD-Detention v2.2. The detention ponds are designed to detain the 100-year - 2 - Preliminary Drainage Report I Briggsdale Facility August 2012 P:\35719\133-35719-120031SupportDocs\Ca1cs\Preliminary Drainagc\Submittal\Drainage Report-rcv03AUG2012.doc developed storm event with 1 foot of freeboard for on-site flows and water quality capture. An emergency spillway (trapezoidal weir) is proposed to convey the 100-year flowrate at a 6" depth, with l ' of freeboard. Three detention ponds are proposed for the site at full build-out; however, it is assumed that only Detention Pond A and B will be constructed as part of the first phase of development for the site. Detention Pond C is considered a "future" detention facility that is required once future development occurs, as noted in the plans. Detailed detention pond calculations have been provided in Appendix D-3. 5.0 DRAINAGE FACILITY DESIGN 5. 1 General Concept The developed condition of the site is divided into seven basins: Basin A- 1 dev, A-2dev, B- 1 dev, B-2 dev, Cdev, Dde,., and Ede,.. Only basins A- 1 d„-, B- lde,, and Cele,- include proposed development, each having a corresponding detention pond that ultimately discharges into a natural drainage way. Due to operational concerns of having one detention facility for both entities, during the initial phase of development, runoff from each lease area is conveyed to separate detention ponds. Several Points of Analysis (POA) have been analyzed in the historic condition to ensure the combined release of the 100-year developed condition at each POA does not exceed the 5-year historic rate. Basins A-2dev, B-2dev, Ddev, and Edev contain no proposed development, and as a result, runoff from these basins will flow off the site and follow historic drainage patterns. 5.2 On-site Drainaje Basin A- 1 dev consists of the truck unloading facility, oil polishing facilities, tanks, compressor station, gas compressors and ancillary facilities associated with Noble's leased portion of the site. The 100- year storm event for Basin A- 1 den will be routed through Detention Pond A. As previously mentioned, Basin A-2dev will sheet flow off of the site undetained. The combined release for the 100- year developed condition of these basins is attenuated to the 5-year historic rate at POA A. Basin B- ldev consists of a truck unloading facility, truck stacking area, and ancillary buildings associated with Wattenburg Holding's leased portion of the site. The 100-year storm event for Basin B- 1 de, will be routed through Detention Pond B. During the initial phase of development, Detention B will be released to the southwest to POA B. Once future development occurs downstream, a drainage ditch is proposed to instead convey Detention Pond B to POA A. The release rate is designed to meet the 5-yr historical rate at both POA A and POA B. As previously mentioned Basin B-2dev. will remain undeveloped and follow historic drainage patterns to POA B. Basin Cde,- consists of Noble's future produced water treatment facilities and future central processing facilities and will be routed through Detention Pond C. The 100-year developed condition is attenuated to the 5 year historic rate at POA C. Basin Dd© will remain undeveloped and follow historic drainage patterns to POA D. Basin Edev will remain undeveloped and follow historic drainage patterns to POA E. Table 2 shows the unrouted and routed peak flows for each POA. - 3 - Preliminary Drainage Report I Briggsdale Facility August 2012 P:\35719\133-35719-12003',SupportDocs\calcs\Preliminary DrainageSubmittal\Drainage Report-rcv03AUG2012.doc Table 2: Onsite 100-year Runoff Summary Basin ID Acres Development Status Design Storm RunoffCoefcient Peak Flow, cfs Peak Flow, cfs, Corresponding POA (Unrouted) (Routed) A-1 d„ 17.21 Developed 100-yr 0.39 38.54 0.79 A A-2d, 4.64 Undeveloped 5-yr 0.09 1.35 --- B-1d, 10.70 Developed 5-yr (120 31.37 0.90 B* B-2d,, 28.07 Undeveloped 5-yr 0. 10 3.00 --- B Cd„ 13.44 Developed 100-yr 0.42 34.81 1.49 C Dd, 0.68 Undeveloped 5-yr 0.09 0. 12 --- D Ede, 1.62 Undeveloped 5-yr 0.09 0.35 --- E Note: B-Idev will be contyed to PO.1 A upon ftrttrre development Detailed developed drainage calculations have been provided in Appendix C-4. 5.3 Off-site Drainage As previously stated, Colorado State Highway No. 14 runs adjacent to the property to the north of the site. An existing roadside ditch on the north side of the highway intercepts drainage from the north from flowing onto the proposed property, while the existing ditch on the south side of the highway intercepts highway runoff. This ofd site basin, Basin O1 , contributes approximately 58 cfs during a 100-year storm. Calculations have been provided in order to verify that the existing ditch is large enough to carry the runoff without overtopping the road. Therefore, no off-site flows affect the proposed site. Detailed ditch calculations have been provided in Appendix D-2. 5.4 Water Quality The proposed water quality feature for the site is a water quality capture volume and outlet structure located in the detention ponds. The water quality volumes are sized in accordance with the Urban Storm Drainage Criteria Manual, Volume 1-3 and the water quality features were designed to handle the runoff from the whole developed portion of the site. The site's developed runoff flows are designed to go through the water quality features located in the detention ponds. Per Urban Storm Drainage Standards, 120% of the water quality volume will be provided for the site. The proposed water quality volume drain time is 40-hours. A plate with water quality perforations is proposed as a water quality orifice for the pond. Typically, Weld County allows the Water Quality (WQCV) to be included within the 100-yr detention pond volume. A summary of the required storage for each Detention Pond, including WQCV, is listed in Table 3. Table 3: Detention Pond Storage Summary Detention Pond ID Runoff Storage (ac-ft) WOVC (ac-ft) Total A 2.56 0.09 2.65 B 1 .69 0. 12 1 .81 C 1 .90 0. 12 2.02 - 4 - Preliminary Drainage Report I Briggsdale Facility August 2012 13:\35719\133-35719-12003'SupportDocs\Gales\Preliminary DrainageSubmittal\Drainage Report-rev03AUG2012.doc 6.0 CONCLUSIONS This report is prepared in compliance with the Weld County Code and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3. In conclusion, the existing drainage system for the Briggsdale Facility site will detain the developed 100-year runoff and release at the historic 5-year rate, thus the drainage will not adversely affect the existing drainage patterns of the site or areas surrounding the site. Upon Weld County's review and comment of this report, a Final Drainage Report will be completed, including a more detailed analysis and drawings that will provide calculations on all drainage features including the emergency spillway, outlet structure and orifice plate, all swales for both stability and capacity, culverts, and erosion control devices. Additionally, a complete set of construction drawings will also be submitted. - 5 - Preliminary Drainage Report I Briggsdale Facility August 2012 P:\35719\133-35719-120031SupportDocs\Ca1cs\Preliminary Drainagc\Submittal\Drainage Report-rcv03AUG2012.doc 7.0 REFERENCES 1 . United States Department of Agriculture Soil Conservation Service in cooperation with Colorado Agricultural Experiment Station. Soil Survey of Weld County, Colorado, Southern Part, September 1980. 2. Urban Drainage and Flood Control District. Urban Storm Drainage Criteria Manual, Volume 1-3, June 2001 . 3. Weld County Code. Weld County, Colorado, September 6, 2008. 4. Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2, and 3. Weld County Public Works Department, October 2006. 5. NOAA Atlas 2, Precipitation-Frequency Atlas of the Western United States, Volume III- Colorado. U.S. Department of Commerce, 1973. - 6 - Preliminary Drainage Report I Briggsdale Facility August 2012 P:\35719\133-35719-120031SupportDocs\Ca1cs\Preliminary Drainagc\Submittal\Drainage Report-rcv03AUG2012.doc ATTACHMENT Urban Drainage Flood Control District Documentation DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF 2.0 RATIONAL METHOD For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable that the design storm runoff be analyzed by the Rational Method. This method was introduced in 1889 and is still being used in most engineering offices in the United States. Even though this method has frequently come under academic criticism for its simplicity, no other practical drainage design method has evolved to such a level of general acceptance by the practicing engineer. The Rational Method properly understood and applied can produce satisfactory results for urban storm sewer and small on-site detention design. 2.1 Rational Formula The Rational Method is based on the Rational Formula: Q = CIA (RO-1 ) in which: Q = the maximum rate of runoff (cfs) C = a runoff coefficient that is the ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area 1 = average intensity of rainfall in inches per hour for a duration equal to the time of concentration, tc A = area (acres) Actually, Q has units of inches per hour per acre (in/hr/ac); however, since this rate of in/hr/ac differs from cubic feet per second (cfs) by less than one percent, the more common units of cfs are used. The time of concentration is typically defined as the time required for water to flow from the most remote point of the area to the point being investigated. The time of concentration should be based upon a flow length and path that results in a time of concentration for only a portion of the area if that portion of the catchment produces a higher rate of runoff. The general procedure for Rational Method calculations for a single catchment is as follows: 1 . Delineate the catchment boundary. Measure its area. 2. Define the flow path from the upper-most portion of the catchment to the design point. This flow path should be divided into reaches of similar flow type (e.g., overland flow, shallow swale flow, gutter flow, etc.). The length and slope of each reach should be measured. 3. Determine the time of concentration, to for the catchment. 2007-01 RO-3 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF 2.4 Time of Concentration One of the basic assumptions underlying the Rational Method is that runoff is a function of the average rainfall rate during the time required for water to flow from the most remote part of the drainage area under consideration to the design point. However, in practice, the time of concentration can be an empirical value that results in reasonable and acceptable peak flow calculations. The time of concentration relationships recommended in this Manual are based in part on the rainfall-runoff data collected in the Denver metropolitan area and are designed to work with the runoff coefficients also recommended in this Manual. As a result, these recommendations need to be used with a great deal of caution whenever working in areas that may differ significantly from the climate or topography found in the Denver region. For urban areas, the time of concentration, re, consists of an initial time or overland flow time, r;, plus the travel time, t,, in the storm sewer, paved gutter, roadside drainage ditch, or drainage channel. For non- urban areas, the time of concentration consists of an overland flow time, t,, plus the time of travel in a defined form, such as a swale, channel, or drainageway. The travel portion, r„ of the time of concentration can be estimated from the hydraulic properties of the storm sewer, gutter, swale, ditch, or drainageway. Initial time, on the other hand, will vary with surface slope, depression storage, surface cover, antecedent rainfall, and infiltration capacity of the soil, as well as distance of surface flow. The time of concentration is represented by Equation RO-2 for both urban and non-urban areas: t� = tr + t, (RO-2) in which: rc = time of concentration (minutes) r, = initial or overland flow time (minutes) = travel time in the ditch , channel , gutter, storm sewer, etc. (minutes) 2.4.1 Initial Flow Time The initial or overland flow time, t;, may be calculated using equation RO-3: 0.395(1 . 1 - C5 }A = 6.0.33 (RO-3) in which: = initial or overland flow time (minutes) C5 = runoff coefficient for 5-year frequency (from Table RO-5) 2007-01 RO-5 Urban Drainage and Flood Control District RUNOFF DRAINAGE CRITERIA MANUAL (V. 1 ) L = length of overland flow (500 ft maximum for non-urban land uses, 300 ft maximum for urban land uses) S = average basin slope (ft/ft) Equation RO-3 is adequate for distances up to 500 feet. Note that, in some urban watersheds, the overland flow time may be very small because flows quickly channelize. 2.4.2 Overland Travel Time For catchments with overland and channelized flow, the time of concentration needs to be considered in combination with the overland travel time, r,, which is calculated using the hydraulic properties of the swale, ditch, or channel. For preliminary work, the overland travel time, r,, can be estimated with the help of Figure RO-1 or the following equation (Guo 1999): V = C,,s`vo.s (RO-4) in which: V = velocity (ft/sec) C,. = conveyance coefficient (from Table RO-2) S,, = watercourse slope (ft/ft) Table RO-2—Conveyance Coefficient, C,. Type of Land Surface Conveyance Coefficient, Cv • Heavy meadow 2.5 Tillage/field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 The time of concentration, re, is then the sum of the initial flow time, r,, and the travel time, r,, as per Equation RO-2. 2.4.3 First Design Point Time of Concentration in Urban Catchments Using this procedure, the time of concentration at the first design point (i.e. , initial flow time, r) in an urbanized catchment should not exceed the time of concentration calculated using Equation RO-5. tc, = + 10 (RO-5) 180 in which: rt. = maximum time of concentration at the first design point in an urban watershed (minutes) RO-6 2007-01 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF Table RO-3—Recommended Percentage Imperviousness Values Land Use or Percentage Surface Characteristics Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family Multi-unit (detached) 60 Multi-unit (attached) 75 Half-acre lot or larger Apartments 80 Industrial: Light areas • 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off-site flow analysis 45 • (when land use not defined) Streets: Paved 100 Gravel (packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 * See Figures RO-3 through RO-5 for percentage imperviousness. CA = KA + (1 .31i3 - 1 .44i2 + 1 . 135i - 0. 12) for CA ≥ 0, otherwise CA - 0 (RO-6) CCD = KcD + (0.85813 - 0.786i2 + 0.774i + 0.04) (RO-7) CB = (C A + Ca) )12 2007-01 RO-9 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL (V. 1 ) RUNOFF Table RO-5— Runoff Coefficients, C Percentage Imperviousness Type C and D NRCS Hydrologic Soil Groups 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.04 0. 15 0.25 0.37 0.44 0.50 5% 0.08 0. 18 0.28 0.39 0.46 0.52 10% 0. 11 0.21 0.30 0.41 0.47 0.53 15% 0. 14 0.24 0.32 0.43 0.49 0.54 _ 20% 0. 17 0.26 0.34 0.44 0.50 0.55 25% 0.20 0.28 0.36 0.46 0.51 0.56 30% 0.22 0.30 0.38 0.47 0.52 0.57 35% 0.25 0.33 0.40 0.48 0.53 0.57 40% 0.28 0.35 0.42 0.50 0.54 0.58 45% 0.31 0.37 0.44 0.51 0.55 0.59 50% 0.34 0.40 0.46 0.53 0.57 0.60 55% 0.37 0.43 0.48 0.55 0.58 0.62 60% 0.41 _ 0.46 0.51 0.57 0.60 0.63 65% 0.45 0.49 0.54 0.59 0.62 0.65 70% 0.49 0.53 0.57 0.62 0.65 0.68 75% 0.54 0.58 0.62 0.66 0.68 0.71 80% 0.60 0.63 0.66 0.70 0.72 0.74 85% 0.66 0.68 0.71 0.75 0.77 0.79 90% 0.73 0.75 0.77 0.80 0.82 0.83 95% 0.80 0.82 0.84 0.87 0.88 0.89 100% 0.89 0.90 0.92 0.94 0.95 0.96 TYPE B NRCS HYDROLOGIC SOILS GROUP 0% 0.02 0.08 0. 15 0.25 0.30 0.35 5% 0.04 0. 10 0. 19 0.28 0.33 0.38 10% 0.06 0. 14 0.22 0.31 0.36 0.40 15% 0.08 0. 17 0.25 0.33 0.38 0.42 20% 0. 12 0.20 0.27 0.35 0.40 0.44 25% 0. 15 0.22 0.30 0.37 0.41 0.46 30% 0. 18 0.25 0.32 4 0.39 0.43 0.47 35% 0.20 0.27 0.34 0.41 0.44 0.48 40% 0.23 0.30 0.36 0.42 0.46 0.50 45% 0.26 0.32 0.38 0.44 0.48 0.51 50% 0.29 0.35 0.40 0.46 0.49 0.52 55% 0.33 0.38 0.43 0.48 0.51 0.54 60% 0.37 0.41 0.46 0.51 0.54 0.56 65% 0.41 0.45 0.49 0.54 0.57 0.59 70% 0.45 0.49 0.53 0.58 0.60 0.62 75% 0. 51 0.54 0.58 0.62 0.64 0.66 80% 0.57 0.59 0.63 0.66 0.68 0.70 85% 0.63 0.66 0.69 0.72 0.73 0.75 90% 0.71 0.73 0.75 0.78 4 0.80 0.81 95% 0.79 0.81 0.83 0.85 i 0.87 0.88 100% 0.89 0.90 0.92 0.94 0.95 0.96 2007-01 RO-11 Urban Drainage and Flood Control District RUNOFF DRAINAGE CRITERIA MANUAL (V. 1 ) TABLE RO-5 (Continued)—Runoff Coefficients, C Percentage Type A NRCS Hydrologic Soils Group Imperviousness 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 0% 0.00 0.00 0.05 0. 12 0. 16 0.20 5% 0.00 0.02 0. 10 i 0. 16 0.20 0.24 10% 0.00 0.06 0. 14 0.20 0.24 0.28 15% 0.02 0. 10 0. 17 0.23 0.27 0.30 20% 0.06 0. 13 0.20 0.26 0.30 0.33 25% 0.09 0. 16 0.23 0.29 0.32 0.35 30% 0. 13 0. 19 0.25 0.31 0.34 0.37 35% 0. 16 0.22 0.28 0.33 0.36 0.39 40% 0. 19 0.25 0.30 0.35 0.38 0.41 45% 0.22 0.27 0.33 0.37 0.40 0.43 50% 0.25 0.30 0.35 0.40 0.42 0.45 55% 0.29 0.33 0.38 0.42 i 0.45 0.47 60% 0.33 0.37 0.41 0.45 0.47 0.50 65% 0.37 0.41 0.45 0.49 0.51 0.53 70% 0.42 0.45 0.49 0.53 0.54 0.56 75% 0.47 0.50 0.54 0.57 0.59 0.61 80% 0.54 0.56 0.60 0.63 0.64 0.66 85% 0.61 0.63 0.66 0.69 0.70 0.72 90% 0.69 0.71 0.73 0.76 0.77 0.79 95% 0.78 0.80 0.82 0.84 0.85 0.86 100% 0.89 0.90 0.92 0.94 0.95 0.96 __ RO-12 2007-01 Urban Drainage and Flood Control District APPENDIX A - VICINITY MAP O N Q t ^' O (V W O Z:,":, 4. a 2 :lip co O) _ " A = } � CO waft Z d ET 0 o N Q 0 fir,ys , Lr f Ln - rir , st ZO 2 ❑ IL--N3M . c ~ a Q ;\ 4 Z wI- O p ® (n cD J - C w Dz S d } ~ w Y O Li I— w 0U w O Z o Cr � Z Z ❑ LIJ z w Li � OU it co . _ "- Oco- O Zw E2 N 1— CO mooI— Lu .10 is St 11 4 . II E LL O M O — It, O O O 1•- CC CV a 'O n I i , E Ili U Q7 65O O U v - w LLI N C I-- ..-g c 2u- . N al tV ?, r C 0O I w/ p J It, a ._ r a co ti r f` t tr r. LlI M ' r on a z ill' .. IHIIIAL1 0 ° al . IIII f L . . .. L y 1 • •� d " 1J 11171kille_ .I: -/ .. „411 .,,A-L,,-,..: _lookic„, , • , ill r .1 arrimp6± ...- i , _ ., I %I0 0.,..". : }74.• -- lit . ih , tory _try i . it , roe. , a) 11 0 4 I: '' WI) , 4rf - - Ai fimarc.. , - • - {- Jr -- 2, alter Pr . j _7._ . i _,t_tr......4:11:: : I . cil 1 :MI IIIII IL'I 'Ns JIIIIISIRte; I �L.i 1- A . A.• —4 .�;z A tITT:7- tr.; .. alliiiii. li 1XINdVVIddV3bd31V0SJJI88lSIJ1£00ZL-6LL5£-££ Ll6LLS£l d ZL0Z ' LZ AVW APPENDIX B - FEMA MAP V, O y U C7 .L.. N ci / _ _s a � Nnuo in >+ � c � y � to In rn G F _ w cm ow OU - v2 co ,, �mm m czt N t E -5mo to E w w a_ u. 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Lz \1/4 00 C3'� C'7 - et' C• fit' CO O / C,a CPC: O 0 j m O �� CO CO CO U c' CO el co CO Co : z CO N N N " }- ' • �t -oN CO CO O �'Z . > C JCO O CM © 0 :, Q C o� LI iii . 1 i-- ( ) 1 APPENDIX C - HYDROLOGY COMPUTATIONS APPENDIX C- 1 SOIL REPORTS APPENDIX C-2 RAINFALL DATA APPENDIX C-3 HISTORIC AND OFF-SITE RUNOFF CALCULATIONS APPENDIX C-4 DEVELOPED RUNOFF CALCULATIONS APPENDIX C - 1 SOIL REPORTS USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for 4 \ RCS States Department of Agriculture and other VVeId County , Federal agencies, State Natural agencies including the C Northern Resources Agricultural Experiment Conservation Stations, and local Service participants Part Briggsdale USR, 35719-12003 • Co I ' M � 0 702ft May 31 , 2012 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation , waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local , and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://soils. usda.gov/sqi/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http://offices.sc.egov.usda.gov/locator/app? agency=nrcs) or your NRCS State Soil Scientist (http://soils.usda.gov/contact/ state_offices/). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil Data Mart is the data storage site for the official soil survey information. The U .S . Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation , genetic information , political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs. ) Persons with disabilities who require alternative means 2 for communication of program information (Braille, large print, audiotape, etc. ) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination , write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202 ) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 7 Soil Map 8 Legend 9 Map Unit Legend 10 Map Unit Descriptions 10 Weld County, Colorado, Northern Part 12 44—Olney fine sandy loam, 0 to 6 percent slopes 12 55—Renohill fine sandy loam, 0 to 6 percent slopes 13 References 15 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area . Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model , of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied . They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 5 Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil- landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined , a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil . Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area , they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 6 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 7 Custom Soil Resource Report Soil Map N N pCV O O 552500 552600 552700 552800 552900 553000 553100 40 38' 23' 1 1 1 l 1 1 l 40° 38' 23" u� .. - ��. =KO • v v O O cc• — cA V V - O O N- c0. V O O O CO go" O Q V O O cos cr, V V 0 0 v , Ctie 0' WI v 7 O O O O C^ Cr) alai BCD Cn O Cyr C. O O cc. _ v+ 40° 37' 53" 552500 552600 552700 552800 55 00 553000 553100 S i� ao N Map Scale: 1:4,350 if printed on A size (8.5" x 11") sheet. N Meters a A 0 40 80 160 240 A Feet 0 150 300 600 900 d a) 4 a) oc Co Co 0 a) a) _ w as O c N n a) co a) > N a) 0 Y @o � 6 Ci °a) a r O Sao U C CO W O c U @ C v O U = a ci d r` p p a) L 'O Ca ca ..-. to 0 a) ) c.. C Cr) a CA E N a U m ° V Ca (n U f (t) OO = O O a O U N N p c Uj a) c N O CG E �- CO C U Ca — w O U U r Cn .Q O Z r E n ca N 4) Co c p ` a) p 0 x Q) Co -O co a) a >, c0 U ZCC _ (� c = in co E Ca (a a) co N O Q O 0 L E up H o0 co ° a) E o a c ¢ z CON a o a) c a� O ° nE co O .— Z p o p 3 cts --c- c C N Q (a N Q L CO a Z Cl) O co a " CO Ce N U ca t a) `� U ' o ° Q a O Uo O N as U �- a Q o m o o c a) a) Q o co Q a'� LL o ', > w ° 3 co „DE 3 0 . _. c o0 o E >, as a) in a o o p C a (� L ( a) (a o u) ca E c >, 'O 1— P 1., � � a) aQ � E p caca p (13 Z O N c0 .Z5 M Y CO E im E (a a) a> Cl) Ca Co a 'a Q1 O e L P C a > >, N C c. 0 (0 p a O Cozi F- O, (n D < (13 Ca _c a Q 0 (n a) C O p Q (a Q)Ty U) Cn E N c .- 2 O — ca r .O a) Q ca ° "O c o �' °' 7 EL a) s a) 0 c o a >, °' a u) C u - N N co cn ` '0 a a) (n a) O a CD 0 ca co t to c N � 'p U U 0 0 °o co L o = as a) E E E 2 I- w E a v) E E cn c.) F- -c (n v) 0 F- U ._ o t 0 a a) CC a) 0 L n 0 U) a)N '6 v) _y cn E a) C T a C CO Co Q N U L Cn U 0 -aa c _ d' U) D C El.) O co a) Co C 0) O O U cn °a cn E Co O7 a a Cn d la) > O ‘-- d V co u) V) Q' O C a) L_ J L ._ U) ` c .� u .co U > O c 0 (n O U m u •O CC S D 2 .11 co a, co O 76 • aimLL C Lii O. (' a. It. w -J Q o 4.5 Q o Co w a > N E u) a) a) (U r 0 a) C .... D fa a -a o -' - (n 3 C3 °o O w o co 0 O — ° a d °a o a > o o co ca (o Co m a a) a «, co .+ 3 8 C> U) > > a co ` a) U N U C c j Y CU I 8 a ii) a) 5 C _O O C`C, Co >C C C Ui C coa)a) O C 12 O a O a) < co '6 Cn CD U U 0 0 J J 2 2 Z a CC Cn Co u) in Co (n Wu) ;; a c a o 5 _ ® 'V ♦ G i oC © O > + Iii o $ III c co a) a a) 'o co Q in Custom Soil Resource Report Map Unit Legend Weld County, Colorado, Northern Part (CO617) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 44 Olney fine sandy loam, 0 to 6 percent 77.4 95.7% slopes 55 Renohill fine sandy loam, 0 to 6 percent 3.5 4.3% slopes Totals for Area of Interest 80.9 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena . Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used . Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed , and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If 10 Custom Soil Resource Report intensive use of small areas is planned , however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion , and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha- Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 Custom Soil Resource Report Weld County, Colorado , Northern Part 44—Olney fine sandy loam, 0 to 6 percent slopes Map Unit Setting Elevation: 3,500 to 5,800 feet Mean annual precipitation: 11 to 15 inches Mean annual air temperature: 46 to 54 degrees F Frost-free period: 125 to 175 days Map Unit Composition Olney and similar soils: 85 percent Minor components: 15 percent Description of Olney Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Calcareous loamy alluvium Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline (0.0 to 2.0 mmhos/cm) Available water capacity: Moderate (about 8 . 1 inches) Interpretive groups Land capability (nonirrigated): 4c Ecological site: Loamy Plains (R067BY002CO) Typical profile 0 to 6 inches: Fine sandy loam 6 to 18 inches: Sandy clay loam 18 to 60 inches: Sandy loam 60 to 64 inches: Sandy loam Minor Components Stoneham Percent of map unit: 9 percent Ascalon Percent of map unit: 6 percent 12 Custom Soil Resource Report 55—Renohill fine sandy loam , 0 to 6 percent slopes Map Unit Setting Elevation: 3,600 to 6,200 feet Mean annual precipitation: 11 to 16 inches Mean annual air temperature: 46 to 48 degrees F Frost-free period: 100 to 160 days Map Unit Composition Renohill and similar soils: 85 percent Minor components: 15 percent Description of Renohill Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Calcareous, clayey loamy residuum weathered from shale Properties and qualities Slope: 0 to 6 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum content: 15 percent Maximum salinity: Nonsaline (0.0 to 2.0 mmhos/cm) Available water capacity: Low (about 5.4 inches) Interpretive groups Land capability (nonirrigated): 4e Ecological site: Loamy Plains (R067BY002CO) Typical profile 0 to 5 inches: Fine sandy loam 5 to 18 inches: Clay 18 to 32 inches: Clay loam 32 to 36 inches: Unweathered bedrock Minor Components Shingle Percent of map unit: 5 percent Midway Percent of map unit: 4 percent 13 Custom Soil Resource Report Ulm Percent of map unit: 3 percent Other soils Percent of map unit: 3 percent 14 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM ). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L. M ., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U .S . Fish and Wildlife Service FWS/OBS-79/31 . Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W. , and L. M . Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual . Soil Conservation Service. U .S. Department of Agriculture Handbook 18. http://soils.usda.gov/ Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http://soils. usda.gov/ Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://soils. usda.gov/ Tiner, R.W. , Jr. 1985. Wetlands of Delaware. U .S . Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1 . United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual . http://soils. usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.glti.nrcs.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI . http://soils.usda.gov/ United States Department of Agriculture, Natural Resources Conservation Service. 2006 . Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U .S. Department of Agriculture Handbook 296. http://soils.usda.gov/ 15 Custom Soil Resource Report United States Department of Agriculture, Soil Conservation Service. 1961 . Land capability classification. U .S. Department of Agriculture Handbook 210. 16 Hydrologic Soil Group—Weld County, Colorado, Northern Part b O it) ht N ea O g 552200 552300 552400 552500 552600 552700 552800 552900 553000 40° 38' 58" _ 40° 38' 58" o o 8 8 n. l v f 0 0 of o, ✓ a e v 55 o §) an Ct; $ IN.N. i 4 8 8 4 14 o w to 4 4 1 I I. 8 III i \'," v i I ,I o Ico w o Cra1 in n.a i. . I v 0 0 0 0 N N a v 0 0 a a Q Q O Op o O & an V a n l a i_ , - - - a • L - O1 8 I• 8 ii 4 I I4 40° 38' 16" 40° 38' 16" 552200 552300 552400 552500 552600 552 00 552800 552900 553000 i Map Scale: 1:6,210 ifprinted on Asize (8.5" x 11") sheet. "' �., N N 8 NA Meters N 0 50 100 200 300 0 Feet 0 200 400 800 1,200 USDA Natural Resources Web Soil Survey 6/19/2012 al Conservation Service National Cooperative Soil Survey Page 1 of 4 cv V a) 0 O O O C Cr) a O c N N O _ C co N 0 0 N E Co O y a fs T"' co cN = i) a) O O (U _0 as O a) 'D 0 co N t a0 O "' U O C O Tfs 3 > O co N O O N— a) (p O coot) U 2. as a) a. v 0 C c c)CO b N co (n •• c o = m E O -0 a -c — se Q) _" a 0) a N a) o c vj a) L cN O CO E - f1 C p CO O U 0 t — N .O O Z r E N a (� a) a) (0 C [n 0 C WO O ® X U (a0 co a) 2 T C7 O Z N y r C — a0 i— i!') a) N E co To co N 0 O Z o V E N Q 00 3 o E O aai c Q i co N L p` N 2 a) O r a) a N E E U .� z O p O a' � 7 co N < co 0 CO -c (f) o CO U M N o a) Q O Q To N o `o 0 ate) a) a) >. 0 o a co* > c -c r -� n a) o �' > o c0 00 0 3 c 06 0 E ? as a) co Z `13 CZ CO o a) C U) a) CC t N _2 ai CO U .o a 0 n au c E o Cl)-a) cas � � � � � � �' a� ° ° aiE cti a 0. o >. _o . "O o N z a) 3 CO Q m 5 o a caa o 03 > Z E c • ° f`o ip CV co E ME E .C _C >. a) a) (- 1� mo C O a) r• 2 'O O C FH- O o c ea L- (j Z -0 Q (u o a Q .n a) J Cn a) j ..: OU >+ Ea) (n a) j C >' a) C a o --,-,® r (o o '0 c Q) 13 E L a) j a) (n •C O` " 7 A j a) a d (A N .c c - N N 2 D a ® (Da) — p a N co c a 0 c co = U N co coo N > — a) a) g c�a E iii co c m c . co .5 () a) O o a a) o Cor r p E -c 2 E- 5 (LIE a N E (n -..2) U � (0 U) 0 F- c_) .E o r >, a) O 2 Z 0 o v) t co T .o o ., U) 73 U • 0 CO( r o as c N a o _0 o U U Ti) Ws as a Z 0 6 'o U a) co O 6N 0 Q (0 C as = z ) g 0 L W �' ^' aas a) a- 0 0 W a o `o tai co 0 C - 5 cc cc o y a� o N 0 0 p '- d � c ca a) co m o 4 co cT Q a m CO 0 0 0 z R CJ 2 v) o S 0 Q a) 111 v y L wo cum ri � iI E ❑ ❑ ❑ ❑ ❑ ❑ 6 © y Q } 0 N 2) O 0 U N O C O N O• d r- te f4 2 L.-CD O L• N C co o Z U -\ 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 Map unit name Rating Acres in AOI Percent of AOI 44 Olney fine sandy loam. 0 to 6 B 1 10.3 51 .9"i percent slopes 54 Platner loam, 0 to 3 percent C 16.7 7.9°%b slopes 55 Renohill fine sandy loam, 0 to 6 C 85 6 40.3% percent slopes Totals for Area of Interest 212.6 100.0% 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 (ND, 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. t 'l ) \ Natural Resources Web Soil Survey 6/19/2012 �� Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group-Weld County, Colorado, Northern Part Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Higher t ' l ) \ Natural Resources Web Soil Survey 6/19/2012 �� Conservation Service National Cooperative Soil Survey Page 4 of 4 APPENDIX C -2 RAINFALL DATA IDF TABLE FOR ZONE ONE IN THE STATE OF COLORADO Zone 1: South Platte, Republican. Arkansas, and Cimarron River Basins Project: Noble Energy, Wells Ranch, Briggsdale USR Enter the elevation at the center of the watershed: Elev = 4,705 (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 Rainfall Depth in Inches at Time Duration Period 5-min 10-min 15-rain 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 0.27 0.42 0.53 0 .74 0.94 1 .07 1 . 16 1 .31 1 .69 5-yr 0.41 0.64 0.80 1 . 12 1 .41 1 .56 1 .67 1 .84 2. 19 10-yr 0.50 0.78 0.98 1 .36 1 .72 1 .88 . 2.00 2. 18 . 2.59 25-yr 0.61 0.95 1 .21 1 .67 2. 12 2.28 2.41 2.60 3. 15 50-yr 0.72 1 . 12 1 .42 1 .97 2.49 2.64 2.75 2.93 3.40 100-yr 0.82 1 .28 1 .62 2 .24 2.84 3.02 3. 15 3.37 3.79 Note: Refer to NOAA Atlas 2 Volume III isopluvial maps for 6-hr and 24-hr rainfall depths. 2. Rainfall Intensity-Duration-Frequency Table Return Rainfall Intensity in Inches Per Hour at Time Duration Period 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 3.26 2.53 2. 14 1 .48 0.94 0.53 0.39 0.22 0.07 5-yr 4.91 3.81 3.22 2.23 1 .41 0.78 0.56 0.31 0.09 10-yr 6.00 4.65 3.93 2.72 1 .72 0.94 0.67 0.36 0. 11 25-yr 7.37 5.72 4.83 3.35 2. 12 1 . 14 0.80 0.43 0. 13 50-yr 8.66 6.72 5.67 3.93 2.49 1 .32 0.92 0.49 0. 14 100-yr 9.87 7.66 6.47 4.48 2.84 1 .51 1 .05 0.56 0. 16 Rain Zone 133 35719.xls, Z-1 6/27/2012, 8:29 AM One-Ho ur R . 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Vy tv � . � . � i � f • � � i' .^ � � i I � r / � � � � � � �/:; �s � � � � I /�.. � I ' � � .r� � C � } � I !/ �! . � , i b� � i M1 .l �� r' k ` �� ^ .I 'r � � � � � " � _ '� �. a� ,' ' � � r=� ..� t r � , C�? ..� .•( t 1 �. ; ' � i"` / � � . � � �,. �_ � f I .� o � :LL� � �.. � � �. I 1 1 � ' �^ '� - � ' ' i� � � � o �l � J ''� , i � ri�"' " '` � < , � 1 ,: ' (' � � � , � �Y �� • �. „ 1I .. � � � � � 1 � �I �II V � � N �� ` � 1 � WL�M . ' . .. I ' �I 1 ,��,b • . � N ry N N ` ��L b �� i . :4�� / � � ' I^ ��Lr � �� 't�� V I °� � �e W _- _ _ ___ L �__ � _ I .^ .,_�T + � _ _ " . ., --- ----� ______._— _ ___-- - —I ----- -- -- _ -�— ----------- I � � C . M � _—__ ___'"' ^._� . � M APPENDIX C -3 HISTORIC AND OFF- SITE RUNOFF CALCULATIONS < � x :, c u rL2� .� 5 �. ' ,-.� = J. - - " '-� Y '�. � � / a. ' / � / � 1 L - i � G / .. _ _ C 1 L 1 1 P M N � C r O P 7 � r�� • � tl � R � C O /: R $ �. -� ii. il �. < 2 .. � = /I n _ _ i v. 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V. _ t _ fl � J � j r CF P � y r ` _ q F E _ _ _ _ _ �. a :. n al p _ _ _ _ _ _ � n � ✓ � C 6 � E a � � _ _ _ _ _ _ � m n -� y s � ' � _ _ _ v. _ - i � � C E . � _ ` s ' xiR := z � �� _ � _ _ r _ _ •� c o c x ( V [ J � Y N S � � �1 X ": �. � L J � �°-� � Lp ` � � S ' ` _ � i �' _ _ _ ' _ ` ✓� J � ; 8 C, ' 7 s ;,' : ., � N ;� f = .� \ % 'll � = o - o - �. . � d ` n C V � 'Z' �^. .J 7 r C 0 = = � P � � O � � n � ' v / � I f � : � _ _ � � _ .. � - . � � . z _ _ _ 3 � , , C � � .r. 2 v Y � i G i � yi E - — e — . i � _ _ v . � - i > 3 �. _ i � 5 � � n J y C � � E J C � � ` � C Y L �� l + L- J i � � � F t ; �1 L - i i � � I 1 G -I � n T fl � _ � � � _ � � � ! i i � Z• n � Y i -� L _ � ;u � _ J v a pi ' � �' _ - � ii �' - _ C i n i � n C .t Y . 9 _ Y = S 9 i + ' - _ - � ei � � � - Y l. � .` � �i � � v u _ - ri ¢ � Y � � � � � f u � ` e � s � � _ O � � y l p L J r � { � IIII 1 % C _ _ � V � � _ _ - fl fl Y g f v Y i � � � - ip x .� s C J i L � fI x c .: � = 0 2 [ ,`� C t ° c c F 'z i . � _ .i .� _ _ _ e _ .. _ � _ n , v + : C G i. = � i � v z _ _ i = � e .= i = � ni — � � — � V � = y .. _ _ ti : : _ _ .; : .-, � - _ . . � c ,. ... . � � = � v: c ° - ' '� C c _ _ � ^ �i _ � i O i i �. � APPENDIX C -4 DEVELOPED RUNOFF CALCULATIONS . , < _ _ � _ � ; � - :. _ m = = - _ � _ �. - � _ L --j � _ Sr . s - - . - .. - vo > M % O a N M. a � . � � v _� o e � - n - . -r ra J. � C G � .i . i � v �� % �e - � � < �iv i t � 3 � . n � i i C - � � :r22 :4 � iT = J ... -� -� - ... r � C � ` � � � - y ! I f. r . ` v� � �. � - n� i 1 C � l Y I . Y ! L ' II � II !I - II y C I - � F - � _ � Zf� L . � C � t ' _ _ C . Y - il � L '� . fl / w � � � _ V _ _ < . _ ' jp - j � - 2 - i� � p ? � � � G � � � 1 J � y _ _ _ r�' r = i � -� J a a .- .' ' _ r Y � _ c : P � ! yr i L p L ' F _ e � _ Y _ L L % ' G i � ri 'J � E � u _ _ 4 Y .. _ _ _ ' � i _ _ _ � � _ _ _ _ _ ' � < < � T � 9 � � � � r:. . �i _ � L i 7 _ i_ _ _ i_ ^ �i � r ' c 3 ] _ z : _ _ _ _ . • z o � C : CG � —i : � ' _ c j v � � C a . _ �. L O � L -1 -� _ -I � -� _ � I I ' - _ _ _ _ _ _ _ _ �I y 3 c i s ri C a � - i Y _ _ � z V � � l i �n R �' t � = : < = - _ ; • _ a @ _ _ _ " _ _ _ `� ' _ _ 'g _ _ _ _ e � % 6 � - ri � � i r -� r i i ? '_ - � p y✓' p � _ - i _ T 0 � � � C qJ Op O Y C ` 4 � - n � ♦ � � 1 � I C 1 � �� I � i � �/�j � 7 p - � il - � � C a` ` s ? s = a .-. c = - , � � 1 _ .. _ ' " � i : : = _ � ' _ ' _ - ' e = � : _ c ; : = c, APPENDIX D - HYDRAULIC COMPUTATIONS APPENDIX D- 1 CULVERT SIZING APPENDIX D-2 DITCH SIZING APPENDIX D-3 DETENTION POND AREA/VOLUME CAPACITY AND OUTLET SIZING APPENDIX D- 1 CULVERT SIZING Culvert Calculator Report Access Drive Culvert Solve For Headwater Elevation Culvert Summary Allowable HW Elevation 4,945.60 fl Headwater Depih/Height 3.76 Computed Neadwater Eleve 4.948J4 fl Discharge 17.00 cfs Inlet Conirol HW Elev. 4.947.79 fl Tailwater Elevation 4,943.83 ft Outlet Control HW Elev. 4.948.74 fl ConVol Type OuUet ConUol Gratles Upstream Invert 4 943_10 fl Downstream Invert 4 94270 ft Length 92.00 fl Constructed Slope 0.004346 ft/R Hytlraulic Profile Profle CompositeM2PressureProfile DepN, DownsVeam 1 44 ft Slope Type Mild Normal Depth N/A ft Flow Regime Subcritical Critical Depth 1 .44 k Velocity Downstream 975 ft/s Critical Slope 0.022815 Pok Section Section Shape Circular Mannings CoeKcient 0-013 Section Material Concre[e Span 1 .50 ft Section Size 18 inch Rise 1 .50 ft Number Sedions 1 Outlet Control Proper6es Outlet Control HW Elev. 4,94874 tl Upstream Velociry Head 1 .44 ft Ke 0.50 Entrance Loss 0.72 ft Inlet Control Properties Inlet Control HW Elev. 4,947.79 R Flow Control N/A Inlet Type Square edge w/headwall Area Full 1 B ft' K 0.00980 HDS 5 Chart 1 M 2 O0000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Project Engineer: karlie.mark p:\...\calcs\preliminary drainageWccess drive.cvm EAS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 06@8/12 09:07:51 AM �O Bentley Systems, Inc. Haestad Methods SOWtion Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of i Worksheet for Detention Pond A Outlet Pipe Project Description Friction Method Manning Formula Solve For Normal Depih Input Data Roughness Ccefficient 0.013 Channel Slope 0.00500 fUft Diameter 7 .50 ft Discharge 1 .66 ft'/s Results Normal Depth 0.48 it Flow Area 0.49 ft' Wetted Perimeter 1 .81 ft Hydraulic Radius 027 R Top Width 1 .40 ft Critical Depth 0.48 ft Percent Full 32. 1 % CriOcal Slope 0.00491 fUft Velocity 3.39 fUs Velocity Head 0. 18 ft Specific Energy 0.66 R Froude Number 1 .01 Mawmum Discharge 7.99 ft'/s Discharge Full 7.43 R'/s Slope Full 0.00025 fUft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 32. 13 °fo Dovmstream Velocity Infinity ft!s Bentley Systems, Inc. HaestaC Methotls So89itl1eQN/wMaster V8i (SELECTseries 1) [08.11 .01.03� 7H3/2012 4:26:05 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA N-203-755-ifi66 Page 1 of 2 Worksheet for Detention Pond A Outlet Pipe GVF Output Data Upstream Velocity Infinity ft/s Namal Depth 0.48 ft Critical Depth 0.48 il Channel Slope 0.00500 fUft Critical Slope 0.00491 ftlft Bentley Systems, Inc. HaestaC Methotls So89itl1eQN/wMaster V8i (SELECTseries 1) [08.11 .01.03� 7H3/2012 4:26:05 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA N-203-755-ifi66 Page 2 of 2 Worksheet for Detention Pond C Outlet Pipe Project Description Friction Method Manning Formula Solve For Normal Depih Input Data Roughness Ccefficient 0.013 Channel Slope 0.00500 fUft Diameter 7 .50 ft Discharge 7 .49 ft'/s Results Normal Depth 0.46 it Flow Area 0.45 ft' Wetted Perimeter 1 .75 ft Hydraulic Radius 026 R Top Width 1 .38 ft Critical Depth 0.46 ft Percent Full 30.4 % Cri�cal Slope 0.00490 wn Velocity 328 fUs Velocity Head 0. 17 ft Specific Energy 0.62 R Froude Number 1 .01 Mawmum Discharge 7.99 ft'/s Discharge Full 7.43 R'/s Slope Full 0.00020 fUft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 30.38 °fo Dovmstream Velocity Infinity ft!s Bentley Systems, Inc. HaestaC Methotls So89itl1eQN/wMaster V8i (SELECTseries 1) [08.11 .01.03� 6/28/2012 9:70:51 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA N-203-755-ifi66 Page 1 of 2 Worksheet for Detention Pond C Outlet Pipe GVF Output Data Upstream Velocity Infinity ft/s Namal Depth 0.46 ft Critical Depth 0.46 il Channel Slope 0.00500 fUft Critical Slope 0.00490 ftlft Bentley Systems, Inc. HaestaC Methotls So89itl1eQN/wMaster V8i (SELECTseries 1) [08.11 .01.03� 6/28/2012 9:70:51 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA N-203-755-ifi66 Page 2 of 2 APPENDIX D-2 DITCH SIZING : ; _ � _ _ - � : , , _ : � , , _ _ , _ , ., , ° _ , - > , � l � /. 2 . � :i, ' _ � � � - r � � .., .� c z ≥ ^ ., - � _ � _ � - _ 2 , - � - E { .- i � L a fl ' t � p fl � "-� v = _ .� _ i �, _ L � - F � �� C � � � � + / A � _ �I = Y i 1 •V V = a � v. - a ' = ii �. . � 1 V t i 1 u ,.> > � Y P a _ _ _ � . � �, c ' - __ z" = � 9 z � m _ . � - Ot i - - . 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Worksheet for Site Ditch Project Description Friction Method Manning Formula Solve For Normal Depih Input Data Roughness Ccefficient 0.035 Channel Slope 0.00600 ry!ry Left Side Slope 3.00 fUft (H:V) Right Side Slope 3.00 fVft (H:V) Discharge 12.49 fN/s Resuits Normal Depth 1 .32 ft Flow Area 5.20 ft' Wetted Perimeter 8.32 ft Hydraulic Radius 0.62 ft Top Width 7.90 ft Critical Depth 1 .02 tt CriOcal Slope 0.02401 fUft Velocity 2.40 fUs Velocity Head 0.09 ft Specific Energy 1 .41 R Froude Number 0.52 Flow Type Subcritical GVF Input Data Dovmstream Depih 0.00 ft Length 0.00 fI Number Of Steps 0 GVF Output Data Upstream Depth 0.00 fl Profile Description Profile Headloss 0.00 ry Dovmstream Velociry Infiniry ffis Upstream Velocity Infinity Ws Nwmal Depth 1 .32 ft Cntical Depth 1 .02 ft Channel Slope 0.00600 ff/ft Crifical Slope 0.02401 iVft Bentley Systems, Inc. HaestaC Methotls So89itl1eQN/wMaster V8i (SELECTseries 1) [08.11 .01.03� 7/90i201217 :39:42 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA N-203-755-ifi66 Page 1 of t Worksheet for CO HWY 14 Ditch - 100-year Project Description Friction Method Manning Formula Solve For Normal Depih Input Data Roughness Ccefficient 0.035 Channel Slope 0.00435 ry!ry Left Side Slope 4.00 fUft (H:V) Right Side Slope 4.00 fVft (H:V) Bottom W idth 2.00 (( Discharge 57.74 R'/s Resuits Normal Depth 1 .98 ft Flow Area 19.68 ft' WettedPerimeter 18.34 ft Hydraulic Radius 1 .07 ft Top Width 17.86 ft Critical Deplh 1 .44 ft Critical Slope 0.01968 fUft Velociry 2.93 R!s Velocity Head 0. 13 R Specific Energy 2.12 ft Froude Number 0.49 Flow Type Subcritical GVF Input Data Dovmstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Dovmstream Velocity Infinity ft/s Upstream Velociry Infinity ft/s Normal Depth 7 .98 ft Critical Depth 1 .44 ft Channel Slope 0.00435 iVft Bentley Systems, Inc. HaestaC Methotls So89itl1eQN/wMaster V8i (SELECTseries 1) [08.11 .01.03� 6/28/2012 tU:79:02 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA N-203-755-ifi66 Page 1 of 2 Worksheet for CO HWY 14 Ditch - 100-year GVF Output Data Critical Slope 0.01968 fllft Bentley Systems, Inc. HaestaC Methotls So89itl1eQN/wMaster V8i (SELECTseries 1) [08.11 .01.03� 6/28/2012 tU:79:02 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA N-203-755-ifi66 Page 2 of 2 APPENDIX D-3 DETENTION POND AREA/VOLUME CAPACITY AND OUTLET SIZING �ETENTION VOLUME BY TXE MODIFIEO FAA METHOD (See USDCM Voluma] Stouge CM1epbr�or Eeacription ol metM1otl) Project: Briggsdale Faciliry Beain D: Detention Pand A �Fw cetcM1rtenro leva I�en 180 ecree only. For b�qer ulcM1menla, uae �ytlmg�epM1 rauling �mlM1otl� �NOTE�. fo� [al[hmenls la�go� I�an 90 aaes. 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' _ coo 0 0 500 1�� 1�00 B � oCpo � oo2 0 I 0 3 0 Io � o � � � � � o , -50.000 Duration �Minutes) —4i.rVn.i4.n�•.Jv��. —WuynyLLim.nl.�w Y..� F..n�..��.yan�. +W+Yn�Ae�Vn�r� �WI.+Vi�.Vnl.n'..V� • W��V �mY.��.V;p� UDFCO DETENTION BASIN VOW ME ESTIldATING Vr'ORKBOOK Ver5ion $3. Relea5etl Marc� ?p13 Ban A W-0�I�Tv�_r$]oK5�M.AMRwG FM L]p(!01]. fl93�M DETENTION VOLUME BY TXE MODIFIEO FAA METHOD (Sea USDCM Voluma] Stouge Chepter Ia Macrip0on ol me�M1otl) Project: Briggsdale Faci�iry Beain D: Detention Pond B (For cetc�rtenro leva I�en 180 ecree anly. For brger celcM1menb, use �ytlrog�epM1 rauling �mlM1otl� (NOTE: lo� [al[hmenla la�yc� IM1an 90 ao es. 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Bl]<] � O.Si Oa0 tt3if .. iJ<dd 4Cv 02� � JS]8B 031 0�0 P918 1]S]0 900 ON B5210 O51 O<p :1816 ]JJ00 920 OR I 3555] � 051 Oa0 3i39t tJ3B6 930 03i 958�] O.St Oa0 3339t ]JJB6 91p 023 >5]35 , 051 010 I3]fifi II959 GO 036 BfiJ39 051 QG� 33>66 ]J ]fi] 950 031 J589� OSf Od0 333<I �3650 960 036 B6,9a OS� Oa0 3J3a� 13.3D 900 _ 031 3fi05] O51 _ Ol0 3]i1fi _ R3P 980 _ O35 8]Oll _ O51 _ 0<0 _ l]Ilfi 13295 i000 011 363U 0.51 Oa0 bJ01 �30E3 �000 OL 9]�al O.St Oi0 ]a,�9� IJ:50 �OIO 031 363]0 O51 Qd0 $1686 1 �]bl IDID 03d BJB&1 �.51 0<0 2J686 1JJB8 tJ�O 020 3B$35 05t 0�0 ]5Ja1 n38a �0.t0 03] 9B]80 O.St _ Oa0 ]SJat �3q9 i06G 030 . 36fiq . 051 OJO 3561fi 1�➢fil 1060 OP 98890 0.51 0<� . 3561fi 1J0ii t02G 020 18.821 OSt Oa0 38091 tOtlb �060 003 99093 �St 0<0 ]809� ]3M3 11C0 019 3BW5 � O51 Oi0 36.56fi IOiOB I100 033 BBi91 �51 Oi0 36%P ]2925 tiP OJB ]]J30 O51 Ot0 3] Oa] �00]9 t �]0 0 ]3 9988] 0.51 010 0)062 ].' Ba� tw0 O.t9 ]]36d 051 030 E] 5�] 9]Jl t1J� OJt �40288 0.51 Oi0 3]59 ]+. ]53 I1fi0 O18 R105 O51 01� 3)89] 9<I] 1160 0]I I0O6�G O51 0<0 2t992 � ]265] 1180 Of8 J]5i5 O51 030 3Bd61 90]8 t180 030 1�10N 0.51 Oi0 3&d6] 12558 1200 0.18 3]602 O51 030 2B9a� 8)id IID� OJO 101395 OSt Oi0 289i2 � 13i5J MOO. FMMinorSrongeVolume�cu>icrt�v ]0.�51 YCO. FMM�KKSro�lplVOlUml�fUCICM1�v )3�W6 MOG. iMMInM51al1glValumf�Cee[it�� OAEO] MoO. lMMl�o� 9b��qlVaWTl �¢!l8�= LNII uDFCD DETENTiON BASIN VOLUME ESTIMATING WORKBOOK Versim 2 3, Rekesetl Msrc� 20t2 a..�.a wn.un,o�_.a�m. rneeaa ru. �no¢au,a:is au DETENTION VOLUME BV THE MODIFIED FAA METHOD (See USDCM Volume Z Smuge C�apmr fw Jeacription ol met�otl) Project: Briggsdale Facility Beain ro: Detention PonE B r Inflow and Outflow Volumes vs. Rainfall Duration uo.000 ioo.000 — eo.000 -- --- ----�— I I � � � � . . . . . . . . � . . . . • . . . . �i . • . .. � . . � } . . . . . . �. � 1 m • . • • . LL � II V • . j 6�,�� ' � � . . . ' . ' U • � � E • � ' c > d0,000 � � I 20.000 ��.. ,.:�.r. � . . ._.... � _ ; . . _ . � . , . ' � : � , . � � � n � , . . .. op000l 4' O I 0 200 400 600 B�0 7000 1200 1400 Duration �Minutes) —4i.rVn.i4.n�•.Jv��. —WuynyLLim.nl.�w Y..� F..n�..��.yan�. +W+Yn�Ae�Vn�r� �WI.+Vi�.Vnl.n'..V� • W��V �mY.��.V;p� UDFCO DETENTION BASIN VOW ME ESTIldATING Vr'ORKBOOK Ver5ion $3. Relea5etl Marc� ?p13 9uin B W-O�I�Nr_r$]�h, AbEfxE FM )/]�R013.]:19 GM DETENTION VOLUME BY TXE MODIFIED FAA METHOD (See USOCM Volume Z Stonge Chepter Ior Mecription o� m��M1od) Project: Briggsdale Faci�iry Beain D: Detention Pond C (fw catc��mnh leea t�en 180 ecree only. For brger ulcM1menb, use �ytlrognph routlnq �mt�otl) (NOTE: Io� catcArren�s la�yo� Ilian 90 aues. LUHP I�yd�og�apM1 and mvling a�e �e[onYrended� Dalermineliono( MWOFDabntionVolumeUfingModifledFqqMethotl OeterminetionofMAJOROetentienVolumeUaingModifiedF�lPMethod Deaian Inbrmelion Ilnoutl: Deeian Informe�ion IlnouO: Ctl�MneMCmroJelmpartwmrcra I� = IJ90 peraM Ce¢M1neN�mv�elmoervpvsrerz I�. ll90 paoere C�IchmMCm'iyaPne 4 = 13M0 mrtr CeaM�'sMJnimp� Pru 4 - 13U0 �ves PrvE�v�bpmertl:FC55oJGo�q i�9e = B d. 9. C. orO �rPtle'nlppm�MNRC55a�IGroW T�y = 8 P. 6. C. oeD ReNmGenMlorG.emm�Camo� - = 10 �eys �i5. 10 :'.� SOo� 100� RewmP�rotl/pphr��onCoMml i = 100 y��+E510. :i50.or100� TmBCICer2enVatqno! Y:YenIgE ic = 18 mNea i�meo�CaM�wMio�WNnNtl ic - IB m�mMa Nloxtl40nIRWn� R4 p = �JI [If.xn PPc.e�pI� LMR�M�uF4 Qa 011 [Inml� O�InuGr�cipiuWn G� = 112 �'.I+a d+.hwGncpnEan G� = J00 �rcMf DeslqnRainq%I�fFo�mula 1=C(tJ�C�H.�'q OesqnWln1a01DfPwmuY 1=C(/y7C�T��•C� CwRc4r10n C� = t8.50 CoeNic�MOn L� = 3850 CwHiceniw C�= tp Ccefl¢NrtT..o C.a 1� CwlferrviMw C�= OI88 CwN�naMiMe C�= 0]BB t a Hlo Iro h cal M utllo f I to RumMCoelKhM C � ON FwHCwM��w�n C � 043 IMbwGeNRwX Opin� IIL [M1 INbapeekRvnX Opn^ 116� tla auo..MbGaaMOUEb�.Rero Opaul=_ 1A9 �la RbwepiePaN(hMo�.qau Opoin= tA9 �la MaQFMMInor9�ongeVONme. �Ba3a aEkhel MadFMMe�or4longeVobme� 62660 a0lclnt MaQiMM�ro�8lm�peVo4me= OA3] a<re-0 MOQFMMepSlouqeVolume = 1898 �aeL 1� .. 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