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Home My WebLink About20123411.tiff PRELIMINARY DRAINAGE REPORT FOR WELLS RANCH FACILITY WELD COUNTY , COLORADO Prepared for: Noble Energy 2115 117`x' Avenue Greeley, Colorado 80634 and Wattenberg Holding, LLC 3030 Northwest Expressway, Suite 1100 Oklahoma City, Oklahoma 73112 Prepared by: TETRA TECH 1900 South Sunset, Suite 1 -F Longmont, Colorado 80501 Tetra Tech Job No. 133-35719- 12002 August 2012 TETRA TECH [..........) Nit TETRA TECH August 10, 2012 Clay Kimmi Weld County — Public Works 1111 H Street Greeley, CO 80631 Re: Preliminary Drainage Report for Wells Ranch Facility Tetra Tech Job No. 133-35719-12002 Dear Mr. Kimmi: On behalf of Noble Energy and Wattenberg Holding, LLC, we are submitting this Preliminary Drainage Report for the Wells Ranch Facility. The proposed development includes an oil polishing facility and oil storage. 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 8050I Tel 303.772.5282 Fax 303.772.7039 wwwtetratech.com P:\357191133-35719-12002\SupportDocs\Calcs\Preliminary Drainage\Submittal\Drainage Report Draft.doc TETRA TECH El ENGINEER'S CERTIFICATION I hereby certify that this report for the preliminary drainage design of the Wells 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. sole. lic + F • • . , F • im r . � 1 0•ern Ili 13O1S. P I ( / Z,,/c, �1 're, •••• ••• �' Ott` /ONA C-' Stephen E. Sciscione Registered Professional Engineer State of Colorado No. 46051 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 2 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 4 5.3 Off-site Drainage 5 5.4 Water Quality 5 6.0 CONCLUSIONS 5 7.0 REFERENCES 7 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 Drawings Historic Drainage Plan (C-200) Back Pocket Developed Drainage Plan (C-201 ) Back Pocket Offsite Drainage Plan (C-202) Back Pocket - i - 1.0 INTRODUCTION The purpose of this report is to identify and define preliminary design information for storm drainage facilities for the Wells Ranch 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 Wells Ranch Facility site is located just south of County Road 68 and County Road 67. The property is located in the northeast quarter of Section 21 and the northwest quarter of Section 22, Township 6 North, Range 63 West of the 6t1 P.M., Weld County, Colorado. It is made up of the following parcels: 1 . Lot A of Recorded Exemption 2676 (in Section 21 ) 2. Lot B of Recorded Exemption 2676 (in Section 21 ) 3. A portion of parcel 079922200014 (in Section 22- an SE application has been submitted to create this lot) A vicinity map has been provided in Appendix A. Noble Energy and Wattenberg Holdings, LLC are proposing a combined crude oil central processing facility on three adjacent parcels, together considered the Wells Ranch site. The access to the site will be one shared access off Weld County Road 68; the access will line up with Weld County Road 67. Noble Energy has wells surrounding the Wells Ranch site that will be conveying oil, water and gas to the east side of the Wells Ranch site via pipelines to be further separated. The oil will be sent to Wattenberg Holdings' oil storage facility on the west side of the Wells Ranch site. The water that is sent to the recycling facility will be cleaned in order to be piped off-site for use at the wells as frac water. Wattenberg Holdings will have a storage tank on the property that will accept the oil from Noble Energy's processing facility on the site. 3.0 DRAINAGE BASINS AND SUBBASINS 3. 1 Major Basis: Description The site is located outside any applicable Weld County or adjacent Master Drainage Plans. Additionally, the property does not lie within a FEMA 100-year floodplain, as shown in Appendix B. According to the Soil Survey of Weld County, Colorado, Southern Part [ 1 ], the site soils belong entirely to Hydraulic Soil Group (HSG) B. Vona loamy sand and Vona sandy loam are the predominant soil type on the site. Generally, slopes remain between 0 and 9 percent. A detailed soils report has been provided in Appendix C- 1 . Drainage generally flows southeast to northwest across the site. Weld County Road 68 right-of-way runs adjacent to the property to the north of the site. Runoff from the south and east flows onto the site, as no substantial ditches have been built to intercept offsite drainage. Other than several oil and gas wells, the location around the site is largely undeveloped, with sparse vegetation. - 1 - Preliminary Drainage Report Wells Ranch Facility August 2012 P:\357I9\133-35719-12002 SupportDocs\Gales\Preliminary Drainage\Submittal\I)rainage Report Draft.doc 3.2 Historic Drainage Patterns The site is divided by a natural ridgeline near the property boundary of Lots A and B of RE 2676, and hence, is divided into two sub-basins, Basin Air and Basin Box. Basin AMY consists of all of Lot A and a portion of Lot B, with drainage flowing from the southeast to the northwest to a natural low spot at the northern perimeter of the project, denoted as Point of Analysis (POA) A. Upon a site investigation, no culvert or outfalls were located at this location, and as a result, it is assumed that this area ponds water and overflows to the west of the site. Basin Be, drains to the southwest toward the parcel in Section 22, ultimately flowing offsite at POA B. Historic runoff coefficients are calculated for the site's 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, ('h. 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 . Table 1 : Historic 5-yr Runoff Summary Basin ID Acres RunoffCoefficient, 5-yr Peak Flow, 5-yr (cfs) Corresponding POA Ae, 44.80 0.09 4.97 A Be,, 23.75 0.09 3.22 B Detailed historic drainage calculations have been provided in Appendix C-3. 3.3 Off-Site Drainage Patterns Off-site Basins 0- 1 and O-2 flow onto the site from the south and southeast. These basins contribute a considerably large watershed of approximately 719 acres to the site. Basins 0- 1 and O-2 consist of HSG A and B soils, consisting predominantly of Valent sand, (0 to 9 percent) and Vona loamy sand, (0 to 9 percent). A diversion drainage ditch is proposed through the site to redirect the majority of the off-site flows to the west around the proposed development, however, some offsite flows are directed through the site and released via an emergency spillway. Detailed off-site drainage calculations have been provided in Appendix C-3 . 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 111-Colorado [5], and then converted to one-hour rainfall data using Urban Drainage and Flood Control District's (UDFCD) UD-RainZone v1. 01 a. The Rational Method was used in stormwater runoff calculations for basins less than 160 acres. Runoff coefficients (C), applied in the Rational Method, are weighted based on the historic and existing land use, and on the types of soils on the site. Since the project area is in a non-urban area, for basins larger than 160 acres (Basin 0- 1 ), the USACE HEC-HMS model has been used to determine stormwater runoff discharges. - 2 - Preliminary Drainage Report Wells Ranch Facility August 2012 P:\357I9\133-35719-12002 SupportDocs\Gales\Preliminary Drainage\Submittal\I)rainage Report Draft.doc 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 along County Road 68 and to provide maintenance or emergency access during a major storm event. An additional culvert under the access drive is proposed to convey drainage from the site, under the access drive, and to Detention Pond A- 1 . Additionally, the outlet pipe from each detention pond are sized for a maximum release rate of the 5-year historic flow with the use of an orifice plate. Detailed culvert calculations have been provided in Appendix D- 1 . Ditch Sizing: A ditch (Drainage Ditch 1 ) is proposed beginning at the southeast corner of the site running northwest toward the west side of the site. This ditch collects off-site flows from Basin O- land redirects the runoff around the developed portion of the site. Additionally, a ditch (Drainage Ditch 2) is proposed on the northeast side of the site that will convey on-site developed runoff from Basin A- 1 de,,, as well as off-site runoff from Basin O-2, into Detention Pond A- 1 . Finally, a ditch (Drainage Ditch 3) is proposed along the northwest portion of the project to convey discharges from Detention Pond A- 1 and A-2 to the west of the site. All ditches have been 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 are determined using the UDFCD's Detention Design - UD-Detention v2.2. The detention ponds are designed to detain the 100-year storm event with 1 -foot of freeboard for on-site flows. An emergency spillway (trapezoidal weir) is proposed to convey the 100-year flowrate at a 6-inch depth, with 1 -foot of freeboard for each detention pond. Due to site topography constraints, flows from Basin O-2 cannot be routed around the site, and are released through the emergency spillway of Detention Pond A- 1 . 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 de,., A-2de,., A-3de,., A-4de,., B- 1 de,., B-2de,., and B-3de,.. Only basins A- 1 dc,.. A-2de,., and Bald" include proposed development (Basin A-3 is secondary containment), and each have a corresponding detention pond that ultimately discharges to the west of the project. Due to operational concerns of having one detention facility for both entities, runoff from each lot is conveyed to separate detention ponds. Two Points of Analysis (POA) have been analyzed to ensure the combined release of the 100-year developed condition at each POA does not exceed the 5-year historic rate. Since POA A is in a sump condition, in the historic condition, runoff in the developed condition was analyzed at POA at the western perimeter of the site, following the historic topography of the site. Basins A-2de,., A-4dev, B-2de,.. and B-3dev contain no proposed development, and as a result, runoff from these basins will flow off the site and follow historic drainage patterns Off-site Basin O- 1 will be routed around the site via Drainage Ditch 1 . As previously stated, flows from off-site Basin O-2 are directed into Detention Pond A- 1 and will be released through the emergency spillway. The 100-year developed storm event is released at the 5-year historic rate for all detention ponds. - 3 - Preliminary Drainage Report Wells Ranch Facility August 2012 P:\35719\133-35719-12002 SupportDocs\Gales\Preliminary Drainage\Submittal\Drainage Report Draft.doc 5.2 On-.site I)rauna;e Basin A- 1 dex consists of the first phase of proposed development for Lot A, and includes oil and water tanks, pumps, flash compressors, control building associated structures, heater treaters, recycle pumps, VRU suction scrubber and compressors, slug catchers, and a gravel roadway network. The 100-year storm event for Basin A- 1 dev will flow to the proposed Drainage Ditch 2 at the northeast of the site and be conveyed into Detention Pond A-1 , where it will be released to POA A at the 5-year historic rate via Drainage Ditch 3. Basin A-2d, consists of the developed portion of Lot B including an MCC building, electrical pad, and gravel roadway. The 100-year storm event for Basin A-2d, will be detained in Detention Pond A-2 and discharged into Drainage Ditch 3 at the 5-year historic rate, where it is then conveyed to POA A. Basin A-3de,• consists of the secondary containment for the proposed 50,000 bbl tank. Basin A-4d, consists of Drainage Ditch 3 which conveys flows released from Detention Ponds A- 1 and A-2 to POA A. Basin B- 1(icy consists of the future phase of proposed development for Lot A, and includes additional oil and water tanks and flash compressors. The 100-year storm event for Basin B-ldeV will be detained in Detention Pond B and discharged into Drainage Ditch 1 , where it is then conveyed to POA B. Basin B-2d„ consists of no new development and will flow directly into Drainage Ditch 1 and released off the site at POA B. Basin B-3d, consists of no proposed development and will flow northwest, as it does historically, and released off of the site at POA B. Table 2 shows the unrouted and routed peak flows for each POA. Table 2 : Onsite 100-yr Runoff Summary Basin ID Acres Development Status Design Storm RunofCoeflicient Peak Flow, cis Peak Flow, cis Corresponding POA (Unrouted) (Routed) A-1dn 34.14 Developed 100-yr 0.39 66.52 3.55 A-2,k, 3.30 Developed 100-yr 8.97 0.33 A A-3d , 3.36 Secondary Containment Area A-4,k, 1.88 Undeveloped 5-yr 0.09 1.09 --- B-1da. 8.74 Developed 100-yr 0.38 24.11 0.88 B-?d , 5.24 Undeveloped 5-yr 0.09 0.73 --- B B-3d�• 11.89 Undeveloped 5-yr 0.09 1.61 -« Detailed developed drainage calculations have been provided in Appendix C-4. - 4 - Preliminary Drainage Report Wells Ranch Facility August 2012 P:1357I91133-35719-120021SupportDocs\Calcs\Preliminary Drainage\Submittal\Drainage Report Draft.doc 5.3 Off-site Drainage As previously mentioned, off-site drainage from Basin 0- 1 is routed around the site via Drainage Ditch 1 . Drainage Ditch 1 is conveyed to the west of the site and discharged west of the site. Detailed ditch calculations have been provided in Appendix D-2. Additionally, Basin O-2 flows onto the site and is then directed to Detention Pond A- 1 . Flows from Basin 0-2 are released from the detention pond through the emergency spillway. Table 3 shows a summary of the 100-year peak flows for these off-site basins. Table 3: Offsite 100-yr Runoff Summary Basin ID Acres Runoff Coefficient, 100-yr Peak Flow, 100-yr (cfs) O1 635.44 --- 116.80 O2 83.56 0.36 58.92 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 entire 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 each pond. Typically, Weld County allows the Water Quality (WQCV) to be included within the 100-year detention pond volume. A summary of the required storage for each Detention Pond, including WQCV, is listed in Table 4. Table 4: Detention Pond Storage Summary Detention Pond ID Runoff Storage (ac-f1) WQVC (ac-ft) Total (ac-ft) A- 1 4. 15 0. 15 4.30 A-2 0.40 0.01 0.41 B 1 .05 0.03 1 .08 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 Wells Ranch 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 - 5 - Preliminary Drainage Report Wells Ranch Facility August 2012 P:\357I9\133-35719-12002 SupportDocs\Gales\Preliminary Drainage\Submittal\I)rainage Report Draft.doc stability and capacity, culverts, and erosion control devices. Additionally, a complete set of construction drawings will also be submitted. - 6 - Preliminary Drainage Report Wells Ranch Facility August 2012 P:1357I9\133-35719-12002\SupportDocs\Calcs\Preliminary Drainage\Submittal\Drainage Report Dratt.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 HI- Colorado. U.S. Department of Commerce, 1973 . - 7 - Preliminary Drainage Report Wells Ranch Facility August 2012 P:1357 I 94133-35719-12002‘SupportDocsCalcsTreliminary Drainage\Submittal\Drainage Report Draft.doc 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 N N Q O -. O N CO to 2 o M w r m JO, _ la r " CO waft d co - _ O Q1 w Q. C3 O j c ii IIIIIIIin as t 1 2 • • LL L'1' O CO - / z Liu : : o i . , l `1b�M w ago Li v � OwJ Z OD Z _ O F O. Q Z 0 - w pD } • _ � � Ail • u.w 2 0 c•,1 N Z • 19 o D C.) U - Z CO P 0 -� r • ce r U J r cn O W W -J I, ... I . . 4, ... ,_ IIIMI I CO .. one O ri w Il • 1— E Ur O M O r to O O Of 1-- O a) -O n , , E u Q7 O U Ocn O , .._ L v w� c$ N C u_ r l 7 C E LL ' . N 74 r C 0O w/ p J I to ill ._. a r ti t •• FW M ' r on a di a _ � - z I'll iiiii r °lir Ili • . lial H . o f L . . .. L y 1 • miff: d . : 1 ilOkif ,. J 4,-.,) - mei f 1 e d rj ti,c ill_ 1` : ; _ O I 1. 1. jog r rrtisi „.., . ... k -- par_il‘ , _ —1:-T . .L,----Ic 1 ' mi skr alit 111 0 Pr 4 hiliteH . .-1r. —' .. 1• it ear -1 - IP' N: {- --t .- III _Li TO II �t Wes• 7 T y;� t Ti47.1r 6 T.- OXWdVV ddV32jdH3NV2:1S113M\SI91Z00ZI-6LL5£-££ I.l6LLS£1 d ZL0Z ' LZ AVW APPENDIX B - FEMA MAP - W� !U . AO .1 Sin r 51 0 Q c 'W'tAl W al O � a• =a � ao !!git u ! 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F--ti Z ` N c� 1t1I I \r 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 States Department of \ RCS Agriculture and other VVeId County , Federal agencies, State Natural agencies including the Colorado1 Resources Agricultural Experiment Conservation Stations, and local Service participants Southern Part Wells Ranch , West, 35719 -12002 Co Weld 259ft 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, Southern Part 12 72—Vona loamy sand, 0 to 3 percent slopes 12 74—Vona loamy sand, 5 to 9 percent slopes 13 76—Vona sandy loam, 1 to 3 percent slopes 14 References 16 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 in IX) c`: N 7 0 0.1/800 547850 547900 54 79 50 548000 548050 548100 lit 2 '' .1r i i i ( i 40 28 47" Lam) ,(] to a— Y co L 0 a co v •r O L; -- a is— co -i -r 0 Z6 O O J` co r o o in in 0 0 O.I IO co ai ✓ C V 7 O a a I O c, c, olim - —o CO Cr) 7 C Q I 1.7 O O tC) y') CC CO a— —o a) a) V V O V O O O - O cc W O— —o a) aD ✓ V Q `7 O a UC) t() r- N. O.i "Oo a7 co n -it 'I Lit 40 28' 33" 40 28' 33" 54 800 54 850 54 900 54 950 548000 548050 548100 o u Map Scale: 1:2,130 it printed on Asize (8.5" x 11") sheet. N Meters N o A N 0 20 40 80 120 0 ._ Feet 0 50 100 200 300 0 4- 0) o c m a ° c o _ c CO U �, ' E co CD E L ca o a in N 0 cn 2 a) o o CO a) c w ai 12U O C V @ o c >, O (a = a ca -0 a O O .c L -0 (a .. u) 0 a) L.T. C N a U O Co CO = .C o v w a Cr) U cn N O c to o N o m E �— CO C U CO ' w O U U 5 cn .0 O Z E a@ a) co c u.) o rn C a) o cn X CD 0 ID -0 ca a) a T U w O H EC) a) cn ca �a N cn 0.) o Z cn Q o0 ti g E o a c Q `° - a o a) 5@aCD 0 Y CL) .Q N E O r— Z 0 O N L 3 ♦y . ® E Z Q to N N Q (B co Q L (9 O co O L O Q LL N U (0 Y ... L0 O cn co D O (0 Q) O Q `n E 3 ca a) 2 4 a) o >; a 0 0 L -- a o m o c o C T > L O L 3 O C - C `— O E ?+ as Ll. O o o `� — cn p c 0 o z , a) Z to L F3 L O a) a N o cc a a) _ C CO O to 4) v.o a o c c CO L U '� 2 ca QO ca E c � � oa) � � � � o � Q � E Y o ITS E � ocaa > n Co � a) ^ a) ONo � co Y E CAE (a o o V) CO co '�'' 'CS la �� cu Y O VI Cl.) c N w e L L >. Y a) (a T Y N T Q) 0) > >, .) a) _ O p m CD O L d C Y • Q > T " co Q Y CO O f� CO a) C O O Q CO di N co E N c Y a) 4O — ca "a .O O Q ca o -0 C CD ithO °) E t o o .c o T a) " a c� v c a) ? o N co u) E -v a > W o a) o 'n o) ca CD L Co CO .N a3 .p CO N O o 0o L L o = co s o c 2 I— w E acn E E U) (� F— Y (n co 0 H 0 ._ o t O a a) CC a) U L n 0 U) a)N '6^ CO _y cn U C T E ao C co Co Q N U L a c I D C0 v d a) N U N Co CO a) a) O O �' °a U) E co O7 X a U) d LL >, t ( d u.) co w Q' O CO a) y L_ 0 c L ._ ' a) ` c .� .fn U > s O c ( W O 3 m a ° cc S D 2 a, = co O LL co N 73(' a ►`— Ili —J Qo - n. C c Co a > N E u) a) a) a) r cnC 43 a) c9 iv a O o - L5 a) -- w 3 w C3 co c 2 °o. °a w a. o co 0 O ° a d a 0 a >. O o 0 co ca co Co T a) a a) a Q ° 2 u°'. ° o u) a�i a) a) " z O cc 0 a) >' °) n ° 0 Q >. ., co — .+ T to > > CO ` a) U N V C j Y a) :p .O C N a) O C O bO co O CO` Co C > C_ U) a) O (9 (o a) C -2 O a O a) < co •o CO w U U 0 0 J J 2 2 2 a Q U) U) co U) Co co co co a, a. c To o 0 _ ® ,`;; ♦ © i oC © O > + • I�I o $ (ff c co v) a 0) 'o Q v) Custom Soil Resource Report Map Unit Legend Weld County, Colorado, Southern Part (C0618) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 72 Vona loamy sand, 0 to 3 percent 7.3 36.7% slopes 74 Vona loamy sand. 5 to 9 percent 2.8 14.1 % slopes 76 Vona sandy loam. 1 to 3 percent 9.8 49.2% slopes Totals for Area of Interest 20.0 100.0% 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 10 Custom Soil Resource Report on the map provides sufficient information for the development of resource plans. If 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 , Southern Part 72—Vona loamy sand , 0 to 3 percent slopes Map Unit Setting Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 130 to 160 days Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Description of Vona Setting Landform: Terraces, plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium and/or eolian deposits Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): High ( 1 .98 to 6.00 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 to very slightly saline (0.0 to 4.0 mmhos/cm) Available water capacity: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability (nonirrigated): 4e Ecological site: Sandy Plains (R067BY024CO) Typical profile 0 to 6 inches: Loamy sand 6 to 28 inches: Fine sandy loam 28 to 60 inches: Sandy loam Minor Components Remmit Percent of map unit: 10 percent Valent Percent of map unit: 5 percent 12 Custom Soil Resource Report 74—Vona loamy sand , 5 to 9 percent slopes Map Unit Setting Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 130 to 160 days Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Description of Vona Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Eolian deposits Properties and qualities Slope: 5 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): High ( 1 .98 to 6.00 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 to very slightly saline (0.0 to 4.0 mmhos/cm) Available water capacity: Moderate (about 6 .5 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability (nonirrigated): 6e Ecological site: Sandy Plains (R067BY024CO) Typical profile 0 to 6 inches: Loamy sand 6 to 28 inches: Fine sandy loam 28 to 60 inches: Sandy loam Minor Components Valent Percent of map unit: 10 percent Remmit Percent of map unit: 5 percent 13 Custom Soil Resource Report 76—Vona sandy loam , 1 to 3 percent slopes Map Unit Setting Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 130 to 160 days Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Description of Vona Setting Landform: Terraces, plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium and/or eolian deposits Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): High ( 1 .98 to 6.00 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 to very slightly saline (0.0 to 4.0 mmhos/cm) Available water capacity: Moderate (about 6 .8 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability (nonirrigated): 4e Ecological site: Sandy Plains (R067BY024CO) Typical profile 0 to 6 inches: Sandy loam 6 to 28 inches: Fine sandy loam 28 to 60 inches: Sandy loam Minor Components Remmit Percent of map unit: 9 percent Olney Percent of map unit: 3 percent 14 Custom Soil Resource Report Julesburg Percent of map unit: 3 percent 15 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/ 16 Custom Soil Resource Report United States Department of Agriculture, Soil Conservation Service. 1961 . Land capability classification. U .S. Department of Agriculture Handbook 210. 17 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 States Department of \ RCS Agriculture and other VVeId County , Federal agencies, State Natural agencies including the Colorado , Resources Agricultural Experiment Conservation Stations, and local Service participants Southern Part Wells Ranch , East, 35719-12002 ___ ,..: r Wald CO 390ft 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, Southern Part 12 72—Vona loamy sand, 0 to 3 percent slopes 12 74—Vona loamy sand, 5 to 9 percent slopes 13 76—Vona sandy loam, 1 to 3 percent slopes 14 References 16 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 M in ie N N oa •yy O O r r 548080 548160 548240 548320 548400 548480 40 28' 49" 40° 28'49" o O o O N cN N a -a- 0 0 CO ✓ v ✓ - -a- 0 v v o i o cc co ✓ v .7 O CD (a^ el �o co v _ v ✓ v O 0 CO cc co cc) O —o CO - aC C H. 5� v • 0 0 0 0 CO a: o —o CO (X) v v v v N N n - n O —o m cc v 4 0 v V P 0 o �c CD _ aj ✓ V ✓ ? O O o Y) O CC r ✓ 7 v O 40 28' 27" 40° 28' 26" 548080 548160 548240 548320 548400 548480 Map Scale: 1:3,260 if printed on Asize (8.5" x 11") sheet. cn N Meters o n 0 30 60 120 180 N Feet 0 100 200 400 600 O 4- o) d C Cn a o c o _ c co co �) E co 2 L co co m a W N `n �? W > co 3 c Uw O C ai V Q) -o co o C T O (o = a cu d O O .C L -o w co ,._ cV O a) o c. C N a U o co CO = .C a) v w a 0) U cn N O c of a) CV O co E �— co c c) co = w o U U ,_ U) .O O Z L— E x co a@ a) co c U) o o c.-__ a) a) 0 H ECG a) cn co �p N rn N a) p Z cOn Q o0 E o a c Q co - a .- o a) a) 0 O Q co OO Z p o N L 3 ` co "E 5@a ® E Z Q d> N N Q (B co Q L co O co O L O Q LL N U (0 w ... L o0 co o M D O (0 Q) O a) 7 L a o m o c o Ll. O o o — N O c O 3 a) Z to L F3 L O a) CL N O CO a _ c c0 O to 4) ru Q) a O C C (o L L U '� co o u) co CU 4e6 The > Vp co cts E p co a O N CO .16 16 co Y C. E a) E co a) aci v) co co _ a p COO O) O C N w C L L >. .. a) co >, C ) T O U) a) v) Q1 Q p O O L d C .-.. a > T U) "CD' p CO O a O c F- O, U) o D > co .co L a Q fcjE (n Q) C a) O Q (D di N co E N c ... a "O — co -o .O O Q co o -O c co ri)U 'OCn a)no ID E t a) `5 a) (o .C o ` 7 T CO •L`. " Cl (n 'c a) N co cn ` .D a' > U) o O a co CO t co CO -N a) 'p CO N O 4) oo t r o = coo s 0 c 2 I— wEnv) EE co O E„ _c (0 (1) 0 I— U ._ o t 0 a a) DC a) U %-- n O U) a)N '6 co _y E U C T a C co Co Q U) U L U) U) U) -aa c _ 0 U) D C d 4) Co co Co CO U o N O O �' °a U) E co O7 a cc U) d LL >, O ( d V co 0 Q' O CO a) a) L cur' L .c = U) ` c 0 Ec U > s O c ( (n O 3 m c.o ° IX S D 2 C) = co O LL m Lli 0. (' a F`- W J Q o 5 a C c Co - a U) E > u) N a) a) r 0 U (0 cop a p o c - L5 a) -- w 3 w 0 acc co o 2 °o. O a w a. o co 0 O ° a d a a ? o o Co ca co Co m a a) a Q ° co 2 u°'. ° o co a�i a) a) " z ° c 0 m > °) n ° 0 — >> .+ T Ul > > CO ` Q) U N V C j Y a) :p .O C V) N () c _O bO co o CO` co C > CU) N O co co d C P O a o a) Q co '6 CO CO U U 0 0 J J 2 2 2 a Q U) co co U) Co U) co co ;; a. c R o 0 _ ® >pe, ♦ >: © i oC © O > + • III o $ (ff c co 0 a. a) 'o co Q in Custom Soil Resource Report Map Unit Legend Weld County, Colorado, Southern Part (C0618) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 72 Vona loamy sand, 0 to 3 percent 33.9 73.2% slopes 74 Vona loamy sand. 5 to 9 percent 3.8 8.3% slopes 76 Vona sandy loam. 1 to 3 percent 8.6 18.5% slopes Totals for Area of Interest 46.3 100.0% 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 10 Custom Soil Resource Report on the map provides sufficient information for the development of resource plans. If 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 , Southern Part 72—Vona loamy sand , 0 to 3 percent slopes Map Unit Setting Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 130 to 160 days Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Description of Vona Setting Landform: Terraces, plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium and/or eolian deposits Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): High ( 1 .98 to 6.00 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 to very slightly saline (0.0 to 4.0 mmhos/cm) Available water capacity: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability (nonirrigated): 4e Ecological site: Sandy Plains (R067BY024CO) Typical profile 0 to 6 inches: Loamy sand 6 to 28 inches: Fine sandy loam 28 to 60 inches: Sandy loam Minor Components Remmit Percent of map unit: 10 percent Valent Percent of map unit: 5 percent 12 Custom Soil Resource Report 74—Vona loamy sand , 5 to 9 percent slopes Map Unit Setting Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 130 to 160 days Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Description of Vona Setting Landform: Plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Eolian deposits Properties and qualities Slope: 5 to 9 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): High ( 1 .98 to 6.00 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 to very slightly saline (0.0 to 4.0 mmhos/cm) Available water capacity: Moderate (about 6 .5 inches) Interpretive groups Land capability classification (irrigated): 6e Land capability (nonirrigated): 6e Ecological site: Sandy Plains (R067BY024CO) Typical profile 0 to 6 inches: Loamy sand 6 to 28 inches: Fine sandy loam 28 to 60 inches: Sandy loam Minor Components Valent Percent of map unit: 10 percent Remmit Percent of map unit: 5 percent 13 Custom Soil Resource Report 76—Vona sandy loam , 1 to 3 percent slopes Map Unit Setting Elevation: 4,600 to 5,200 feet Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 130 to 160 days Map Unit Composition Vona and similar soils: 85 percent Minor components: 15 percent Description of Vona Setting Landform: Terraces, plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium and/or eolian deposits Properties and qualities Slope: 1 to 3 percent Depth to restrictive feature: More than 80 inches Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): High ( 1 .98 to 6.00 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 to very slightly saline (0.0 to 4.0 mmhos/cm) Available water capacity: Moderate (about 6 .8 inches) Interpretive groups Land capability classification (irrigated): 3e Land capability (nonirrigated): 4e Ecological site: Sandy Plains (R067BY024CO) Typical profile 0 to 6 inches: Sandy loam 6 to 28 inches: Fine sandy loam 28 to 60 inches: Sandy loam Minor Components Remmit Percent of map unit: 9 percent Olney Percent of map unit: 3 percent 14 Custom Soil Resource Report Julesburg Percent of map unit: 3 percent 15 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/ 16 Custom Soil Resource Report United States Department of Agriculture, Soil Conservation Service. 1961 . Land capability classification. U .S. Department of Agriculture Handbook 210. 17 UCo bo in N N O O Cr V It 0080849 0000844 00Z6L99 0098L94 009LL44 0089L94 r• SI .ZZ 01 40,.Ll .ZZ ° 1 N O 34 i- U N (D (13 a i o It o o o co cc) N - N in Lr) if) in o o o 0 o o N N 2 n 74 -. t•' .r o - p o N N r r C U) 8 o s g 2 _O L" O J U �_ >. � O w > > U 8 • 8 co iti q a� co a I) L O LL o sy> U ti (U O C O C7 Itz (U :o z 8 8 U co co O O I 17) t 8 8 x 0 0 m'� N • d t p 0 C n w 0 0 0 o ^ $ o M co L- U co . .... 8 IlliIllt—r _ S �v 0 � Z Z U I. .11Pli, ,_ r 5Z .LZ 3401 ,' LZ .LZ V0L 0080844 0000844 00Z6L44 004:L44 009LL44 0089114 f I � F-• b) to co FC N N o o O O Q it cv # a o a ca. 3 in / 9 A 0 E CO 0 m # & \ w % / / ./ o k to \ / \ \ oCL m m 3 / a 2 E o g .g E-- .c V § 33 f c k .- GE _ e as m ? a G 0 — o $ / / § a) $ % / / k r0 / / \ / 2 / 3 / / in » in em 60 2 = < > / § / / / ^N. / k § 2 E 3 7 2 0 ON n / / / •Ce m / % f U r o / « / n L o g o « o / a a > C ° = R c a & ° LL Z \ .$ oc } N E o ' / f \ as E & 2 / / / U .7 ± f $ iv CL [ - ir D 7 \ 2 ® Q) / a 2 \ ° @ \ % > ® _ o 0 \ / k 2 o - 0 5 .§ § § CO aa) 2 E c ^ c v) - ® f \ � � \ 2 Off \> > ? CD o a / > § \ / � U » / < / 52 � / k = E 65 o \ c / 2 G a m .- t o\ ) = , B % c o f � � \ ± t e E E a a) \ ( \ / ' / / ° % ° » E e E c k / E E CD / 0 / / / / 0 / o .E o o 2 U) o / \ >. 7 o c CO o = o U CO / \ CO / 0 / 0 \ \ & .g = z 2 O o CO / -, \ 0 # ® -615O < % CO as f 2 ? ® C k W = \ a C i 0 \ ^ 2 a -o a) a o LLI < % ` 2 E § 5 CC 3 > m . = 7 X O co - 0 0 0 e ± 2 » CL { < co os « $ co 6 o 6 O k ] O \ e / } t was 474 a) . . i ) \ ri ■ \ ❑ ❑ ❑ ❑ ❑ ❑ ❑ \ 0 / e ei 1n \ \ I X a) < m E « e 2 $ \ U) c E .g / 411 C = / # o 2U \, Hydrologic Soil Group-Weld County, Colorado. Southern Part Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Southern Part (CO618) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 47 Olney fine sandy loam, 1 to B 0.7 0.0% 3 percent slopes 63 Terry fine sandy loam, 3 to C 15.4 0.4% 9 percent slopes 69 Valent sand, 0 to 3 percent A 269.5 6.8% slopes 70 Valent sand, 3 to 9 percent A 561 .9 14.3% slopes 72 Vona loamy sand, 0 to 3 B 1,719.5 43.7% percent slopes 74 Vona loamy sand. 5 to 9 B 1,359.1 34,5% percent slopes 76 Vona sandy loam. 1 to 3 B 9.6 0.2% percent slopes Totals for Area of Interest 3,935.7 100.0% L H ? \ Natural Resources Web Soil Survey 6/21 /2012 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group-Weld County, Colorado, Southern Part Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D , or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff.' None Specified Tie-break Rule: Higher t H ) \ Natural Resources Web Soil Survey 6/21 /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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I � t '1� i >iv ' ry��'- i J iJ:• 1+. Lr av ry v H �• �• —• m •' ' .'( , .,c;, , . ; �...�:r/ .r I.�1 • ;�• / a .. 1 ' -b p • �N t r ,• lt�IY""_'Ir� iLl�wt'^r!1'n•!7rf.•w•�wr*rMggn�ern i 1� �� _ . , _ .0! ._ - _ !,` h APPENDIX C - 3 HISTORIC AND OFF-SITE RUNOFF CALCULATIONS t00 Q _ v R N Co } . N • a 0— - r' LL 1. r el Cr C.• N •7 ,., -r •% a = la- > o 00 N •—• 0 I. i } i E O tV M .r3 b } h ono C Ca e. >. N h it, — — zi ooM N O v c Co M - f7 c t— en S. — h F •E M N st-: 4:: M N w co co a O• O, `a Q 1a $ CS O ... 0 O v: O - M 0 . O O0 - CO — } ` el ` C.N N ? t M M — O h u u g o o V OS Cg eCi >- CI ea a a la C es. H C (d r, oo oo - Y G O O P. et O D — t% 1, oo co — } ell O O - el C C N Y. o - _ j _ GG N N S V C u W K TS 3 M ii O CC p p of O 8 = = c Ill t O C y A2. _ c1 E w ., O CO C v •V zio r C 388 E. 0 0 — a E = gFS C., _ U d f � uF- e„.... M t 1 > G 8 I' a A O N t c e N L Q O C el O - &. T M 00 O 1 Y rl et in M _ M in _ 2 C. 8 Re. 1. S - el .th i u. o C )_ N1 c.,, Wn '7 r M N } n. N 00 — L } v, sg a. — 1c — — L 00 � } •n C v C L } Q. to C CO el o c O F1 $ .. •c C ;.. E r- ...-, C. i" .C M M•....0 • ▪ 8 O0 C 0 00 }__ 2 n y c o ✓ ? C a o N Z — } i y d N p } n u 8 = C A - ..., .. C L _ �_j C - :� D V . OG _ >1' O1% — 6. er ,..et }L a in O c _ �I C3 l- el C• N Y. r . L V C R IX ti ti H a ti 3 0 J ONO 0 A C D u g U i u t E1 8 g es ag XI _ c CZ G Utb al LI cG 0° ` g e - u U•• N n = e ce 0 - v �_ C ; > 0 CG V U6. �y O Q C el M � M •M 0' P I M•C h a ill x is O 4 r o 0 a W W 0 -1 O C O 0 p O O CV rl 05 _n - N V N C) `1 a CO i J 3 in co N N a a UJ th 0 0 H 4-4 O C C 0 al cu W w I N a a 1 x 2 N N O O e- ith } c O O 7 O _ CC O C C co o o a s CV to I I to O I m Cc e- t 2 N OVI fV its !in in W Vi W ill ;1 pWp gi::::- Lirii; ,.•.41-;:4 Arl '!../ Jo O ,5 ......: N N N % .G• /c y )9 / 4 / a O Rg11 gv , 2glt D W I. Y } _ Q • N Ai i q 4 W yy -- - - -- -------- - (T,,o rnO til Og sg ri � s � 88 s u O o t 1158 *5cc 5 •5cc 588 . .1c- [§ ,*1 )I11 '2941ilTd* t 'A N ff gflU gtCA 'g I o o I3. iPI 'llg ? 1 1. .geei 0 c B o o ILIIHI ii Y 1 T T I T T I 1 I I 1 1 p r o u o In o n O u, o In o O O O O O O o v I z �; : Q v rys o o — — N ca ch ch v v r o a m a CI Fao8wAsc � w8A- A * ^ 288 0 0 0 0 0 O O O O O I rt 000 , ,— OOO A , a, 6OO 3 - r i r z IP 1 _ . W_ IIr Ypc ® l c 11 ■ C 1 , i - O fc r q d •C 40 it .1 n ' v121 r l L.) r .r s ° " ■ a aE R 2 g t d 9 9 ■ • C 1- I C V q Y V ? V 7 1 vEt 4 r $J s�Qj� b to ,s�( p /y3(y! au ce Ce. R an 1/4-1 I 52 .43 _ .T O Q u N W u a u O m 4en § 113 grpeageigeseee in -4 I .4 ° 1 8 8 � I 8 8 n rd ,Q ? ,�?'T F Vo ` 1 I it l ... j u Basin_1 .basin Basin: Basin 1 Last Modified Date: 26 June 2012 Last Modified Time: 21 : 39:22 Version : 3. 5 Filepath Separator: \ Unit System: English Missing Flow To Zero: No Enable Flow Ratio: No Allow Blending: No Compute Local Flow At Junctions : No Enable Sediment Routing: No Enable Quality Routing: No End: Subbasin: OS-1 Canvas X: -2369.7478991596636 Canvas Y: 2126. 050420168067 Area : 1 .002 Canopy: None Surface: None LossRate : SCS Percent Impervious Area: 0 . 0 Curve Number: 69 Initial Abstraction: 0. 90 Transform: SCS Lag: 165 .3 Unitgraph Type: STANDARD Baseflow: None End: Basin Schematic Properties : Last View N: 5000 .0 Last View S: -5000. 0 Last View W: -5000. 0 Last View E: 5000 .0 Maximum View N: 5000 . 0 Maximum View S: -5000 . 0 Maximum View W: -5000 . 0 Maximum View E: 5000 . 0 Extent Method: Elements Buffer: 0 Draw Icons: Yes Draw Icon Labels : Yes Draw Map Objects: No Draw Gridlines: No Draw Flow Direction: No Fix Element Locations : No Fix Hydrologic Order: No End: Page 1 APPENDIX C -4 DEVELOPED RUNOFF CALCULATIONS i Q 1 ! = = _ ', n 'e: T 8 ..r C el Y 3X42 _ V -r .7' } -4 FO`s M 4 00 rN NV S S N N N n O Q▪ >- K p N r .=. >— A t4gig ^ A et ei O 0000 00 h _ L O O O N _ _ t O h n en C• M M C 1 } O 49 O en O; 00 •7 O M O co ? ✓ h N M ,O M a _ pp ye J- 2A MMOO N — N Q N — 1 J C O N h .O 'a N1 .- E Q N ^ — 'a M1 - n G . . 5 . 7 I 1 ,p vi N N • G O. . .O E . 1 1 t vi N CJ i el reig Q N � O, ^ 0 Ono t - 1 1 to . . c . 1 Q p e o 0 t. e4, e^ r K y a , i E . l o o ✓ Z 0 0 _ :-_ • O } Y. 40 ONO 0 0 g >"el ‘" n 8 M en V e1 el e1 er O O e u ... 004. 0000 a 00n NenNN O S } O. O� g b O• .O .O A m - a a e 0 0 C C ass pp G V .. .as 003800 "1 r 3 u >- O ..- OO L 0 t GC 0000 'o N 0 SI s s C. s_ h Q OO N 00 00 } 33 8388 CL Ceoo 0000 et X tems. — O h O O �OV N N N N 2 .b D2 0n0 & • 3 u Ma O°0 -. e N -- GO .' __. 4 C O Y oco U cQ ° a -- 9 q o 0 = 0 0 a ltoo 0000 0 mz C a o ;' 8 . 8 8 rid 0000 CA .7:- E = - C: Li ii I OM 00 n N Et f " ° i- '" S ` y M try -- 00 V, i U O 0 r _ ` y _ 0e J .jPII 8 M M 00 n NClat d M M OG N 2 1 h M M N M Q N M -. Q Q Q Q m m m h 4. APPENDIX D - HYDRAULIC COMPUTATIONS APPENDIX D- I CULVERT SIZING APPENDIX D-2 DITCH SIZING APPENDIX D-3 DETENTION POND AREA/VOLUME CAPACITY AND OUTLET SIZING APPENDIX D- 1 CULVERT SIZING Ion o C. C. a •••te QC S = C — r- C 'J. r Y, mN � } r� el - L. } O O N b p r� _ 7, - , C g Y� — v C r } r- e; G Y cCc . : G C tee: ~ £ pp _ v. r� C v en - 0�+ O h Z O C p} a O Y O i } in n a O 0 Y O N C O ad h N _ rl O V 5 , n a .4 lra 1 o o Z o � yam.. pOp IN CU • as y g ti r N eC 8 1 C C 7 J rr a` V N M Oi M V M_ n N L Worksheet for Access Culvert Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Diameter 1 .50 ft *-• t45 G- 16 Discharge 0-85 ft'/s Results Normal Depth 0.34 ft Flow Area 0.30 ft' Wetted Perimeter 1 .49 ft Hydraulic Radius 0.20 ft Top Width 1 .26 ft Critical Depth 0.34 ft Percent Full 22.8 Critical Slope 0.00497 ft/ft Velocity 2.80 ft/s Velocity Head 0.12 ft Specific Energy 0.46 ft Froude Number 1 .00 Maximum Discharge 7.99 ft'/s Discharge Full 7.43 ft'/s Slope Full 0.00007 ft/ft 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 22.84 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoBdibtec€MQrMaster V8i (SELECTseries 1) (08.11.01.03] 8/10/2012 9:53:23 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Access Culvert GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.34 ft Critical Depth 0.34 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00497 ft/ft Bentley Systems, Inc. Haestad Methods Soattidte$EMQ+rMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/10/2012 9:53:23 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Drainage Ditch 2 Culvert Project Description Friction Method Manning Formula Solve For Full Flow Diameter Input Data Roughness Coefficient 0.013 Channel Slope 0.01100 ft/ft i Normal Depth 237 ft .Z MA t 2. cR— C go ") Rc r' Diameter 2.37 ft Discharge 37.40 ft'/s Results Diameter 2.37 ft Normal Depth 2.37 ft Flow Area 4.42 ft2 Wetted Perimeter 7.45 ft Hydraulic Radius 0.59 ft Top Width 0.00 ft Critical Depth 2.07 ft Percent Full 100.0 % Critical Slope 0.00999 ft/ft Velocity 8.46 ft/s Velocity Head 1 .11 ft Specific Energy 3.49 ft Froude Number 0.00 Maximum Discharge 40.23 ft'/s Discharge Full 37.40 ft'/s Slope Full 0.01100 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Bentley Systems, Inc. Haestad Methods SoBdidle6>MwMaster V8i (SELECTseries 1) [08.11.01.03] 8/9/2012 1:09:41 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Drainage Ditch 2 Culvert GVF Output Data Normal Depth Over Rise 100.00 Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.37 ft Critical Depth 2.07 ft Channel Slope 0.01100 ft/ft Critical Slope 0.00999 ft/ft Bentley Systems, Inc. Haestad Methods Soattidte$EMQ+rMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/9/2012 1 :09:41 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 APPENDIX D-2 DITCH SIZING Wells Ranch Ditch-1 Runoff Calculations Contributing Basins I Basin Area (acres) Basin Flows Q (cfs) 2 Yr 5Yr 10 Yr 100 Yr Reach-1 O- 1 635.44 8.40 24.30 42.30 116.80 B- 1 8.74 0.88 3.26 7.38 24. 11 Reach 1 Subtotal 644. 18 9.28 27.56 49.68 140. 91 Reach-2 B-2 I 5.24 1 0. 15 0.73 1 .63 6.03 Total I 649.42 I 9.43 28.29 51 .31 146.93 Ditch-2 Runoff Calculations Contributing Basins _ Basin Area (acres) Basin Flows Q (cfs) 2 Yr 5 Yr 10 Yr 100 Yr I A-1 34. 14 2.57 9.44 20.72 66.52 O-2 83.56 1 .60 7.24 16.68 59.26 Total 117.70 4. 17 16.68 37.40 125.79 Ditch-3 Runoff Calculations Contributing Basins Basin Area (acres) Basin Flows Q (cfs) 2 Yr 5Yr 10 Yr 100 Yr , A- 1 Release 34. 14 --- --- --- 3.55 A-2 Release 3.30 --- --- --- 0.33 A-4 1 .88 0.23 1 .09 2.44 9.02 Total 37.44 0.00 0.00 2.44 12.90 P:\35719\ 133-35719-12002\SupportDocs\Calcs\Prcliminary Drainagc\Runoff Calculations, Wells Ranch-rev.xls Worksheet for Drainage Ditch - 1 : Reach 1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.01000 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Discharge 140.91 ft3/s Results Normal Depth 2.97 ft Flow Area 26.42 ft2 Wetted Perimeter 18.77 ft Hydraulic Radius 1 .41 ft Top Width 17.81 ft Critical Depth 2.68 ft Critical Slope 0.01738 ft/ft Velocity 5.33 ft/s Velocity Head 0.44 ft Specific Energy 3.41 ft Froude Number 0.77 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 2.97 ft Critical Depth 2.68 ft Channel Slope 0.01000 ft/ft Critical Slope 0.01738 ft/ft Bentley Systems, Inc. Haestad Methods Soatlidte$EMerMaster V8i (SELECTseries 1) [08.11 .01 .03] 7/6/2012 9:09:37 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Drainage Ditch - 1 : Reach 2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.01000 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Discharge 146.34 ft3/s Results Normal Depth 3.01 ft Flow Area 27.19 ft2 Wetted Perimeter 19.04 ft Hydraulic Radius 1 .43 ft Top Width 18.06 ft Critical Depth 2.72 ft Critical Slope 0.01729 ft/ft Velocity 5.38 ft/s Velocity Head 0.45 ft Specific Energy 3.46 ft Froude Number 0.77 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.01 ft Critical Depth 2.72 ft Channel Slope 0.01000 ft/ft Critical Slope 0.01729 ft/ft Bentley Systems, Inc. Haestad Methods Soatlidte$ftowMaster V8i (SELECTseries 1) [08.11 .01 .03] 7/6/2012 9:10:03 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Drainage Ditch - 2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Discharge 125.79 ft3/s Results Normal Depth 3.24 ft Flow Area 31 .47 ft2 Wetted Perimeter 20.48 ft Hydraulic Radius 1 .54 ft Top Width 19.43 ft Critical Depth 2.56 ft Critical Slope 0.01764 ft/ft Velocity 4.00 ft/s Velocity Head 0.25 ft Specific Energy 3.49 ft Froude Number 0.55 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 3.24 ft Critical Depth 2.56 ft Channel Slope 0.00500 ft/ft Critical Slope 0.01764 ft/ft Bentley Systems, Inc. Haestad Methods Soatlidte$ftowMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/9/2012 1 :08:55 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Drainage Ditch - 3 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.01000 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Discharge 12.90 ft3/s Results Normal Depth 1 .21 ft Flow Area 4.40 ft2 Wetted Perimeter 7.66 ft Hydraulic Radius 0.57 ft Top Width 7.26 ft Critical Depth 1 .03 ft Critical Slope 0.02390 ft/ft Velocity 2.93 ft/s Velocity Head 0.13 ft Specific Energy 1 .34 ft Froude Number 0.66 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1 .21 ft Critical Depth 1 .03 ft Channel Slope 0.01000 fuft Critical Slope 0.02390 ft/ft Bentley Systems, Inc. Haestad Methods Soatlidte$ftowMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/9/2012 1 :12:08 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 APPENDIX D - 3 DETENTION POND AREA/VOLUME CAPACITY AND OUTLET SIZING DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: Wells Ranch Basin ID. Detention Pond A-1 (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness I,= 6 30 percent Catchment Drainage Imperviousness I, = 6 30 percent Catchment Drartage Area A = 34.140 _ acres Catchment Drainage Area A = 34.140 acres Prudevelopment NRCS Sod Group T,pe = B A. B.C.or D Predevelopment NRCS Soil Group Type = B A. B. C.or D Return Penod for Detention Control T = 10 years (2, 5. 10, 25- 50.or 100 Return Period for Detention Control T• 100 year(2, 5. 10.25.50,or 100 Time of Concentration of Watershed Tc = 24 mates Time of Concentration of Watershed Tc= - 24 minutes Allo.vable lint Release Rate q = 0 10 -,cfsacre Allowable Until Release Rate q• 0 10 cfs acre One-hour Precipitation P, = 1 7 aches One-hour Precipitation Pt• 2.84 inches Design Rainfall IDF Formula I=CI' PJ(CeeT,)"C3 Design Rainfall IDF Formula I=Ce P1/(CreT,)^Cs Coefficient One C, = 28.50 Coefficient One CI is 28.50 Coefficient Two C; = 10 Coefficient Two Co?• 10 Coefficient Three C, = 0 789 Coefficient Three C)e 0.789 Determination of Average Outflow from the Basin (Calculatedb Determination of Average Outflow from the Basin (Calculated); Runoff Coefficient C = 0.20 Runoff Coefficient C = 0.39 Inf.ow Peak Runoff Op-in= 20.72 cfs .nflow Peak Runoff Op-in= 66.70 cfs Allowable Peak Outflow Rate Op-out= 3,55 cfs A'c.,able Peak Outflow Rate Op-out= 3.55 cfs Mod. FAA Minor Storage Volume= 36484 cubic feet Mod.FAA Major Storage Volume= 180.418 cubic feet Mod.FAA Minor Storage Volume= 0338 acre-R Mod.FAA Major Storage Volume = 4.142 acre-ft 20 <-Enter Rio .•-I ._ .•r.= ncrementai Increase Value Here(e.g.5 for 5-Minutes) _ Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Wow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes Indies r tv cubic feet -m' cfs cubic feet cubic feet minutes inches r hr cubic feet -rti de cubic feet cubic feet Clout) (output? (output) (cutout) (output) lotttput). (output) input) -hut ut)_ (outgd) (output) (o'tt*) (output (outlaw) 0 0.00 0 0.00 0.00 0 0 0 0.00 0 _o.00 0.00 0 0 20 3.36 _ 27,441 1.00 -_ 3.56 i 4281 i 23,180 - 20 6.63 J 88,354 1.00 3.66 4,261_4 84.093 40 2.24 36.877 0.80 2.84 8,817 29.880 40 3.70 118,091 0.80 _ 2.84 8,817 111273 60 1.72 42.188 0.70 2.49 8,947 33,240 60 2.83 135,835 0.70 249 8,947 126.888 80 141 46.133 0.86 2.31 11,078 35.055 80 2.32 148.537 0.65 2.31 11,078 137,459 100 1.20 49,222 0.82 _ 220 13.208 38.014 100 1.98 168,483 0.82 2.20 13,208 145.275 _ 120 1.06 51.772 0.00 2.13 15.338 38434 120 1.74 186.095 0.80 2.13 15,338 161.357 140 0,94 53.952 049 2.08 17,469 38.484 140 125 173,714 0.59 2.08 17,469 158.245 160 0.85 55,882 0.58 2.04 19,699 36,263 180 1.41 179,862 0.58 2.04 19,599 160,262 180 0.78 57,584 0.57 2.01 21.729 35.835 180 1.29 185,344 0.57 2.01 21,729 103,615 200 0.72 - 59,104 0.56 1.99 - 23.880 35,244 200 1.19 190,301 0.58 129 23,860 166,441 220 0,67 60,511 0,55 1.97 25.990 34.521 220 1.11 194.833 0.55 1.97 26,990 168,843 240 0.83 61,809 0.55 1.95 28.120 33.889 240 1.04 199,012 0.55 1.95 28,120 170,892 280 0.59 63015 0.55 1.94 30251 32264 280 0.98 202,894 0.55 1.94 30,251 172,644 280 0.56 64.142 0.54 1.93 32.381 31.761 280 0.92 206.523 0.54 1.93 32.381 174.142 300 0.63 85201 0.54 1.92 34.511 30.890 - 300 0.88 209.932 0.54 1.92 34,611 175421 320 - 0.50 66200 0.54 1.91 36,642 29,559_ 320 0.83 213,150 0.54 1.91 36,642 176,608 340 048 67,147 0.54 1.90 38.772 28,375 - 340 0.80 216,198 0.54 1.90 38,772 177426 - 380 048 68,047 0.53 1.89 40,902 27.145 360 0.76 219,096 0.53 1.89 40,902 178,193 380 0.44 68,905 0.53 1.89 43033 25,872 380 0.73 221,869 0.53 1.89 43,033 178,828 400 0.43 ^ 69.725 0.53 1.88 45.163 24.582 400 0,70 224.500 0,53 1.88 45.163 179.337 420 041 70.512 0.63 1.88 47293 23218 420 0.68 227.031 0.53 1.88 47293 179.738 440 0.40 71287 0.53 1,87 49.424 21.843 440 0.65 229.482 0.53 1.87 49.424 180.038 460 0.38 71,993 0.53 1.87 51,554 20.439 480 0.63 231,801 0.53 1.87 51,554 180247 480 0.37 72,693 0.53 188 53,684 19,009 480 0.61 234,056 0.53 1.88 53,684 180.371 500 0.36 73,369 0.62 1.88 55,815 17,556 600 0.59 236233 0.52 1.86 55,815 180418 520 0.35 74,023 0.52 1.88 57,945 16,078 620 0.57 238,337 0.52 1.86 57,945 180.392 540 0.34 74,656 0.62 1.85 60,075 14,581 540 0.56 240,375 0.52 1.85 60,075 180.300 560 0.33 75270 0.52 1.85 62206 13,084 580 0.54 242,351 0.52 1.85 62206 _ 180.145 680 0.32 75,885 0.52 1.85 64,336 11,529 680 053 244.269 0.52 1.85 84,338 179.933 600 0.31 78,444 0.52 1.115 88488 9,978 600 051 246,132 052 1-96 88488 179,888 620 0.30 77,007 0.62 1.84 68,597 8,410 620 0.50 247,946 0.52 1.84 68,597 179,348 640 0.30 77,655 0.62 1.84 70,727 6,828 640 0.49 249,709 0.52 1.84 70,727 178,982 660 0.29 78,089 0.52 1.84 72,857 5,231 660 048 251.428 0.52 1.84 72,857 178270 - 680 0.28 78,810 0.62 1.84 74,988 3,622 680 0.47 253.104 0.52 1.84 74,988 178,116 700 0.28 79,118 0.52 1.84 77,118 1,999 700 0.46 254.740 0,52 1.84 77.118 177,622 720 027 79,614 052 1,83 79248 386 - 720 0.45 256,338 0.52 1,83 79,248 177,090 740 0.26 80,099 0.62 1.83 81.379 -1280 740 0.44 267,900 022 1.83 81,379 176,621 760 0.26 80,673 0.52 1.83 83.509 -2.936 760 0.43 259.427 0.52 _ 1.83 83.509 175.918 780 0.25 81.037 0.52 1.83 85.640 4,602 780 0.42 260,921 052 1.83 85.640 175.282 _ 800 025 81,492 022 1.83 87.770 4,278 800 0.41 262,384 0.52 1.83 87.770 174.614_ 820 0.24 81,937 0.51 1.83 89,900 -7,963 820 040 263,818 0.51 1.83 89.900 173.917 840 0.24 82,373 0,51 1.83 92,031 4,857 840 0.40 265,222 0.51 1.83 92.031 173.192 860 0.24 82,801 0.51 1.82 94,161 -11.380 860 0.39 266.600 0.51 1.82 94,161 172.439 880 0.23 83221 021 1.82 86281 -13.070 880 0.38 287952 0.61 1.82 96281 171.661 900 0.23 83,633 0.51 1.82 98,422 -14189 900 0.37 269278 0.51 1.82 98,422 170,857 920 0.22 84.037 021 1.82 100.552 -16214 920 0.37 270.581 051 1.82 100,552 170.029 940 0.22 84,435 051 1.82 102.682 -18,247 940 0.36 271.661 0.51 1.82 102,682 169.179 960 0.22 84,825 0.51 1.82 104,813 -19,987 980 0.36 273,118 0.51 1.82 104,813 168.308_ 980 021 85,209 0.51 122 108,943 -21,733 980 0.35 274.355 0.51 1.82 106,943 167,412 1000 021 85.587 0.51 182 109.073 -23486 1000 0.34 275.571 0.61 1.82 109,073 1668497 1020 021 85,969 021 1,82 111,204 -25245 1020 0.34 276,767 0.51 1.82 111204 165,563 1040 0.20 88,324 0.51 1.82 113,334 -27010 1040 0.33 277,944 0.61 1.82 113,334 164,610 1060 020 86,684 051 1.82 115.464 -28,780 1060 0.33 279.103 0.51 1.82 115,464 163,6639 1080 020 87.039 0.61 1.81 117,596 40.556 1080 0.32 280244 0.51 1.81 117.595 162,660 1100 0.19 87.388 0.51 1.81 119,725 42,337 1100 0.32 281,368 0.51 1.81 119,725 161,644 1120 0.19 87,732 051 1.81 121,865 44,123 1120 0.32 282.476 0.51 1.81 121,855 160.621 1140 0.19 88,071 0.51 1.81 123,988 45,915 1140 0.31 283,688 051 1.81 123,988 159,582 1160 0.19 88405 0.51 1.81 126,116 47,711 1160 0.31 284,644 051 1.81 126,116 158,528 1180 0.18 88.735 0,51 151 128,246 49.512 1180 0.30 285.705 0.51 1.81 128.246 157.459 1200 0.18 89,060 0.51 1,81 130.377 31,317 1200 0.30 286.752 051 1.81 130.377 158,375 Mod.FM Minor Storage Volume(cubic R)= 36,484 Mod.FAA Major Storage Volume(cubic ft)= 180,418 Mod.FAA Minor Storage Volume(acre-ft)= 0.8375 Mod.FAA Major Storage Volume(acre-ft.)= 4.1418 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.3. Released March 2012 Basin A-1 UD-Detenbon_v2 3.yds, Modified FAA 81912012.10r40AM DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: Wells Ranch Basin ID: Detention Pond A-1 C Inflow and Outflow Volumes vs. Rainfall Duration 350.000 300,000 • 250.000 - - • • • • 200,000 • • I • • • • • • • • • • • • • •• • • • • • • • • • • • • • j • • • • • • • • • • •• • ` • • • • • • • • •� � :1; 150,000 • u- • f_J • 7 U_ m E 100,000 50.000 _ 1-. _ - 00OOOOOOOO . • Q - OOO OQ OOOOOOO OOOOO 0 OOO lost,' 0 200 400 6 8 & Oo O O O O O 1 0 1200 1400 OOOQQQ• QQQm -50.000 • • -100.000 Duration (Minutes) New t.s rll.o V . Saw S..r ors.Velma t' Wr U.—SWAP V. Iles•Wn.rwvw.•• -n•--Nips SWs ors.YiWa • Iles U.S S•.•S.Was UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.3. Released March 2012 Basin A-1 UD-Detenbon v2 3.xis. Modified FAA 892012. 10.40 AM Worksheet for Detention Pond A-1 Outfall Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Diameter 1 .50 ft AA r Discharge 3.55 ft3/s .+r�+ CoetroIl a ee k ac w j( Orifice p la tte. Results Normal Depth 0.73 ft Flow Area 0.85 ft2 Wetted Perimeter 2.32 ft Hydraulic Radius 0.37 ft Top Width 1 .50 ft Critical Depth 0.72 ft Percent Full 48.7 % Critical Slope 0.00528 ft/ft Velocity 4.16 ft/s Velocity Head 0.27 ft Specific Energy 1 .00 ft Fronde Number 0.97 Maximum Discharge 7.99 ft3/s Discharge Full 7.43 ft3/s Slope Full 0.00114 ft/ft Flow Type SubCritical GVF Input Data . . .a� 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 48.68 % Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods SoadidtecEhferMaster V8i (SELECTseries 1) [08.11.01.03] 8/9/2012 1 :10:48 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Detention Pond A-1 Outfall GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.73 ft Critical Depth 0.72 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00528 ft/ft Bentley Systems, Inc. Haestad Methods Soattidte$EMQ+rMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/9/2012 1 :10:48 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: Wells Ranch Basin ID: Detention Pond A-2 (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness I,= 6 10 percent Catchment Drainage Imperviousness i, = 6 10 percent Catchment Drainage Area A = 3.300 acres Catchment Drainage Area A = 3 300 acres Predevelopment NRCS Sod Group Type = B A. B.C.or D Predevelopment NRCS Sod Group T)De = B A. B. C.or D Rettmn Penod for Detention Control T = 10 years (2. 5. 10. 25- 50.or 100 Return Period for Detention Control T = 100 yean(2, 5. 10.25.50,or 103 Time of Concentration of Watershed Tc = 12 mates Time of Concentration of Watershed Tc = 12 minutes Allowable tint Release Rate q = 0 11 _ cfsiacre Allowable UM Release Rate q = 0 10 cfs acre One-hour Precipitation P, = 1 72 inches Orr-hour Precipitation P1= 2.84 inches Design Rainfall IDF Formula I=C i' Pi1(C,+T,)ACr Design Rainfall KW Formula I=C1'Pi/(Cy+TJACI Coefficient One C, = 28.50 Coefficient One CI is 28.50 Coefficient Two C; = 10 Coefficient Two Cr?• 10 Coefficient Three C, = 0 789 Coefficient Three C)=/ 0.789 Determination of Average Outflow from the Basin (Calculatedb Determination of Average Outflow from the Basin (Calculated); Runoff Coefficient C = 0.19 Runoff Coefficient C = 0.38 Inf.o,. Peak Runoff Op-in= 2.66 dl .nflow Peak Runoff Op-m= 8.79 de Alio:.able Peek Out to::Rate Op-out= 0.38 ds A-.'o:.eble Peak Outflow Rate Op-out= 0.33 de Mod. FAA Minor Storage Volume= 3,250 cubic feet Mod.FAA Major Storage Volume a 17,178 cubic feet Mod. FAA Minor Storage Volume= 0.075 acre-R Mod.FAA Major Storage Volume a 0.394 acre-ft 20 • . •entai Increase Value Here(e.g.5 for 5-Minted Rola Rainfall I nib:. Adjusenen Average Outflow Storage Rainfall Rainfall billow Adjustment Average Outflow Sx Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outlbw Volume minutes inches/hr cubic feet 'm' eft cubic feet cubic feet minutes inches r hr cubic feet 'm' eft cubic feet cubic feet (shwa) (output) s (output) (output) (ottp1ut) -(output). .it _.L_ snputi - (output) (OUIPtt) (output) (output) (w4pu0 (04 13101 0 0.00 0 0.00 0.00 0 0 0 0.00 0 0.00 0.00 0 0 20 3.35 2,620 0.81 0.31 i 388 i 2,164 20 5.63 8,321 0.81 0.27 319 8,003 40 2.24 3.388 0.65 025 594 2,774 40 3.70 11,122 0.65 0.22 517 10.605 00 1.72 3.874 0.60 0.23 821 3.053 80 2.83 12,793 0.60 020 715 12,078 ~ 80 141 4236 0.58 0.22 1.049 3.187 80 2.32 13.990 0.58 0.19 913 13,077 100 1.20 4,620 0.58 _ 0.21 1276 3.244 100 1.98 14.928 0.56 0.19 1,111 13.818 120 1.06 4.754 0.55 0.21 1.504 3250 120 1.74 15,700 0.55 0.18 1.309 14,391 140 0.94 4.954 0.54 0.21 1,731 3223 140 1.55 16,361 O64 0.18 1,607 14,854 160 0.85 6,130 0.54 0.20 1.969 3.171 160 1.41 16.940 0.54 0.18 1,705 15235 180 0.78 5.286 0.53 0.20 2,188 3,100 180 1.29 17,458 0.63 0.18 1,903 15,663 200 0.72 5,427 0.53 0.20 2.414 3,014 200 1.19 17,923 0.53 0.18 2,101 16,822 220 0.67 6,567 0.53 0.20 2,641 2,916 220 1.11 18,350 0.53 0.17 2,299 16,051 240 0.83 5.876 0.53 0.20 2,869 2.807 240 1.04 18,743 0.53 0.17 2.497 16247 280 0.59 5287 0.52 0.20 3,096 2,890 260 0.99 19,109 0.62 0.17 2,695 16,414 280 0.56 5.890 0.62 020 3,324 2.566 280 0.92 19.461 0.62 0.17 2.893 16.668 300 0.63 5.987 0.52 020 3,661 2.436 300 0.88 19,772 0.62 0.17 3,091 16,681 320 0.50 6,079 0.52 0.20 3,779 2,300 320 0.83 20,075 0.52 0.17 3,289 16,786 340 0.48 6.188 0.62 0.20 4,006 2.160 340 0.80 20,382 0.52 0.17 3487 16,875 380 0.48 6,249 0.52 0.20 4,234 2,015 w 360 0.76 20,635 0.52 0.17 3,885 16,960 380 0.44 6,327 0.52 0.20 4461 1,886 380 0.73 20.895 0.52 0.17 _ 3,883 17,012 400 0.43 8.403 0.52 0.20 4.689 1,714 400 0.70 21.144 0.52 0.17 4.081 17.063 420 0.41 8,476 0.51 0.20 4,916 1,559 420 0.68 21,382 0.61 0.17 4,279 17,104 440 0.40 6,544 0.51 0.19 5,144 1.400 440 0.85 21.611 0.61 017 4.477 17,134 480 0.38 8,611 0.51 0.19 5,371 1,240 480 0.63 21.832 0.51 0.17 4,875 17,157 480 0.37 6,675 0.51 0.19 5,599 1,078 480 0.61 22,044 0.51 0.17 4,873 17,171 600 0.38 8,737 0.51 0.19 5,826 911 500 0.59 22249 0.51 0.17 5,071 17,178 520 0.35 6,797 0.51 0.19 6.064 744 620 0.57 22.447 0.51 0.17 5,269 17.178 540 0.34 8.858 0.51 0.19 8.281 674 540 0.56 22,839 0.51 0.17 5.467 17.172 560 0.33 8,912 0.51 0.19 8.509 403 560 0.54 22.825 0.61 _ 0.17 5.665 17,160 580 _ 0.32 6.967 0.51 0.19 8.736 230 580 0.63 23.006 0.51 0.17 5,863 17.143 900 0 31 7,020 011 0.19 8,964 58 600 051 29,181 0 51 0.17 8,061 17,121 620 0.30 7,071 0.51 0.19 7,191 -120 620 0.50 23,352 0.51 0.17 8259 17,093 640 0.30 7,122 051 0.19 7,419 -297 840 049 23.518 0.51 0.17 8,457 17,081 660 0.29 _ 7,171 0.51 0.19 7,646 -476 660 Oa _ 23.680 0.51 0.17 8,855 17,025 880 028 7219 0.61 0.19 7,874 -855 680 047 23,838 0.51 0.17 6,853 18.986 700 0.28 7,285 051 0.19 8,101 438 700 048 23.992 - 051 0.17 7.051 16.941 720 027 7,311 0.51 0.19 8,329 -1,018 720 0.45 24.143 0.51 0.17 7.249 16,894 740 0.28 - 7.355 051 0.19 8,668 -1,201 740 0.44 24.290 0.61 0.17 7.447 18.843 760 0.26 7.399 0.51 0.19 8.784 -1.385 780 0.43 24.433 0.61 0.17 7.645 18.789 780 0.26 7,441 0.51 0.19 9.011 -1,670 780 0.42 24.574 - 031 0.17 7.843 _18.731 800 0.25 7,483 0.61 0.19 9239 -1.756 800 041 24,712 0.51 0.17 8.041 18.671 820 0.24 7,524 0.51 0.19 9.466 -1,942 820 0.40 24,847 0.51 0.17 8,239 16,608_ 840 0.24 7,664 051 0.19 9,694 -2,130 840 040 24,979 0.51 0.17 8437 18,542 860 0.24 7,603 0.51 0.19 9,921 -2,318 880 0.39 25.109 051 0.17 8.835 18,474 880 0.23 7,642 0.51 0.19 10.149 -2.507 880 0.38 25238 0.51 0.17 8.833 16.404 900 0.23 7,680 051 0.19 10.376 ,2.697 900 0.37 26.381 051 0.17 9.031 18.330 920 0.22 7,717 051 0.19 10,804 -2.887 920 0.37 25.484 0.51 0.17 9.229 16265 940 022 7.753 0.61 0.19 10,831 -3.078 940 0.36 25.604 0.51 0.17 9427 16.178 980 0.22 7,789 0.61 - 0.19 11,059 4270 960 0.38 26.723 0.51 0.17 9,825 18,098 980 021 7,825 0.61 0.19 11,288 4462 980 0.35 25,839 0.51 0.17 9,823 18,017 1000 0.21 7,859 051 0.19 11,514 -3,655 1000 0.34 25,964 0.51 0.17 10.021 15.933 1020 0.21 7,893 051 0.19 11,741 4,848 1020 0.34 26,087 051 0.17 10219 15,848 1040 0.20 7,927 031 0.19 11,989 4,042 1040 0.33 26.177 0.51 i 0.17 10417 15,781 1080 0.20 7.960 031 0.19 12,198 4,236 1060 0.33 26287 031 0.17 10.615 15.672 1060 0.20 7,993 0.51 0.19 12424 -4431 1080 0.32 26.394 0.51 0.17 10,813 15.581 1100 0.19 8.025 0.51 0.19 12,651 1,627 1100 0.32 26,500 051 Oil 11411 15489 1120 0.19 8.058 031 0.19 12,879 -4,823 1120 0.32 26.804 051 0.17 11,209 16,396 1140 0.19 8.087 0.51 - 0.19 13,106 -3,019 1140 0.31 26,707 0.51 0.17 11,407 16,300 1160 0.19 8,118 051 0.19 13,334 -5.216 i 1160 0.31 26.808 0.51 0.17 11,806 15,204 1180 0.18 8.148 0.51 0.19 13,561 -5,413 1180 0.30 26.908 051 0.17 11.803 15.108 1200 0.16 8.178 0.51 019 13,789 -5.611 1200 0.30 27,007 0.51 0.17 12.001 16.008 Mod. FM Minor Storage Volume(cubic!Oa 3.250 Mod.FM Major Storage Volume(cubic R.)a 17,178 Mod.FAA Minor Storage Volume(acre-ft.)= 0.0746 Mod. FAA Major Storage Volume (acre-R.)s 0.3944 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.3. Released March 2012 Basin A-2 UD-Detention v2 3.xis, Modified FAA 84912012.10,42 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: Wells Ranch Basin ID: Detention Pond A-2 r' Inflow and Outflow Volumes vs. Rainfall Duration 30,000 25,000 - - - 20,000 - p • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •••••• • 15.000 i l • 4- • ar 1#4041410101.11111— d LL U I 10 000 E 1S _ : c - - - - - - 5,000 - 0OOOOOOO n ;4,- - • ••�,. O C C 0 OOOOOoOOOOOQ © p O O 0 210 400 600 0 o o o , 8n 1000 1 .1 0 1 0 - C ,► Oo 000000000000 -5,000 '-- O "OOO O -10,000 Duration (Minutes) --Ws Nw.lobo Vase Ilium Mw Drees vase - Vase Sloe W . Very lea..ee... ow*Sims 0Sn..vein. • Yet l . *New vobs \ UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.3. Released March 2012 Basin A-2 UD-Detenbon_v2 3 xis, Modified FAA 8W2012. 10.42 AM Worksheet for Detention Pond A-2 Outfall Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 f /ft Diameter 1 .50 ft Discharge 0.33 ft3/s 4- Fier cod "Cie-40 wI orifi" Ptak Results Normal Depth 0.22 ft Flow Area 0.16 ft2 Wetted Perimeter 1 .17 ft Hydraulic Radius 0.13 ft Top Width 1 .05 ft Critical Depth 0.21 ft Percent Full 14.4 % Critical Slope 0.00534 ft/ft Velocity 2.11 ft/s Velocity Head 0.07 ft Specific Energy 0.28 ft Froude Number 0.97 Maximum Discharge 7.99 ft3/s Discharge Full 7.43 fN/s Slope Full 0.00001 fUft Flow Type SubCritical GVF Input Data - ..• - • . •fir .. 2. .� � 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 °AI Normal Depth Over Rise 14.36 % Downstream Velocity Infinity His Bentley Systems. Inc. Haestad Methods SoadidtecetowiVlaster V8i (SELECTseries 1) [08.11.01.03] 8/9/2012 1 :11:26 PM 27 Siernons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Detention Pond A-2 Outfall GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.22 ft Critical Depth 0.21 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00534 ft/ft Bentley Systems, Inc. Haestad Methods Soattidte$EMQ+rMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/9/2012 1 :11 :26 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: Wells Ranch Basin ID: Future Detention Pond B (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres. CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness I,• 5.50 percent Catchment Drainage Imperviousness i, = 5 50 percent Catchment Drainage Area A= 8.740 acres Catchment Drainage Area A = 8 740 acres Pradovetopment NRCS Sod Group Type= B A. B.C.or D Predewbpment NRCS Soil Group T,pe = B A. B. C.or D Return Penod for Detention Control T= 10 years(2.5, 10.25.50.or 100p Realm Period for Detention Control T = 100 year(2, 5. 10.25.50,or 100 Time of Concentration of Watershed Tc = 12 minutes Time of Concentration of Watershed Tc = 12 minutes Allowable tint Release Rate q = 0.10 cfs/acre Aloweble Unit Release Rate q = 0 ,0 cfsiacre One-hour Precipitation P. = 1.72 inches One-hour Precipitation Pt• 2.84 inches Design Rainfall IDF Formula I=CI' P11(C,t•T,)"Cr Design Rainfall KW Formula I=CI'P11(C,FT,)^C1 Coefficient One C, = 28.50 Coefficient One Ct is 28.50 Coefficient Two Cl= 10 Coefficient Two Co• 10 Coefficient Three C, = 0.789 _ Coefficient Three C)a 0.789 Determination of Average Outflow from the Basin (Calculatedb Determination of Average Outflow from the Basin (Calculated); Runoff Coefficient C = 0.19 Runoff Coefficient C = 0.38 Info,. Peak Runoff Op-in= 7.21 cfs .nflow Peak Runoff Op-m= 23.80 cfs Allowable Peak Outflow.Rate Op.out= 0.88 cfs q-.'o:.able Peak Outflow Rate Op-out= 0.88 cfs Mod. FAA Minor Storage Volume= 9,107 cubic feet Mod.FAA Major Storage Volume= 45.378 cubic feet Mod.FAA Minor Storage Volume= 0.209 acre-ft Mod.FAA Major Storage Volume = 1.042 acre-ft 20 <-Enter Rio . _•r.= ncremental Increase Value Here(e.g.5 for 5-minutes.) _ Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall blow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration intensity Volume Factor Outflow Volta* Volume minutes Indies i hi cubic feet 'm- cfs cubic feet cubic feet minutes inches r hr cubic foot 'Ili tats cubic feet cubit:feet (Mud (output) (output) (ouSatt) (output, IoulPut). {output) -_ t'nPnt1 - (output) (*Sul) (OulPut) (aAaut) (0.10411.1 Output)0 0.00 0 0.00 0.00 0 0 0 0.00 0 0.00 0,00 0 0 20 3.36 6.674 0.79 0.70 837 5.837 20 6.63 22.039 - 0.79 0.70 _ 837 21202 __ 40 2.24 8.920 0.65 0.57 1,368 7.553 40 3.70 29.457 0.85 0.57 1,386 28,090 60 122 10260 0.60 0.53 1.898 8.364 80 2.83 33.883 0.80 0.63 1.896 31,987 80 141 11220 0.57 0.51 2.426 8.794 80 2.32 37,051 0.67 0.51 2.426 34.625_ 100 1.20 11,971 0.56 _ 0.49 2.965 9,016 100 1.98 , _ 39.532 ,__ 0.58 0.49 2.956 _ 38.577 120 1.05 12.591 0.55 OAS 3,485 9.106 120 1.74 41.580 0.65 0.48 3,485 38.095 140 _ 0.94 13.121 0.54 _ 008 4,015 9.107 140 1.55 _ - 43,331 054 _ 0.48 4,015 39,317 160 0.85 13.586 0.54 047 4.644 9.041 160 1.41 44.885 0.54 0.47 4.644 40,320 180 0.78 14,000 0.53 0.47 5,074 8,928 180 1.29 48,232 0.53 0.47 5,074 41,158 200 0/2 14,374 0.53 0.47 5,604 8,771 200 1.19 47,489 0.63 0.47 5,604 41,865_ 220 0.87 14,717 0.53 046 6.133 8,583 220 1.11 48.599 0.63 OAS 8,133 42.468 240 0.83 15.032 0.52 OAS 6,663 8.369 240 1.04 49.642 0.52 046 6,663 42,979 260 0.59 15,326 0.52 0.48 7,193 8.133 280 0.98 50,610 0.52 0.46 7.193 43,417 280 0.58 15.600 0.52 0.46 7.722 ( 7.877 280 0.92 51.515 0.62 OAS 7,722 43,793 300 0.63 15,857 0.52 0.46 8262 7.605 300 0.88 52.366 0.62 - 0.48 8.252 _44,114 320 0.50 16,100 052 - 0.46 8,781 7,319 _ 320 0.83 53.168 0.52 0.46 8.781 44,387 340 0.48 16.330 052 046 9.311 7.019 i 340 0.80 63.929 052 0.46 9,311 44,617 380 0.48 16,649 0.52 0.48 9.841 8.709 360 0.76 54,651 052 0.46 9,841 44,811 380 0.44 16,758 0.52 0.45 10.370 8,388 380 0.73 55,341 _ 0.52 OAS 10,370 44,970 400 0.43 16.968 0.51 0.45 10.900 6.057 400 0/0 65.999 051 046 10,900 45.099 420 0.41 17.149 0.51 0.45 11.430 5,719 420 0.68 56.631 0.51 045 11,430 45.201 440 0.40 17,332 051 0.45 11.959 5.973 440 0.65 57237 0.61 OAS 11,969 45.278 480 0.38 17.509 0.51 0.45 12,489 5.020 480 0.63 57,821 0.51 0.45 12,489 45,332_ 480 0.37 17,679 051 0.45 13,019 4,661 480 0.61 58.383 051 0.45 13,019 45,364 _ 500 0.38 17,844 051 OAS 13.548 4295 S00 059 58.926 051 045 13,548 - 45,378 520 0.35 18,003 0.51 0.45 14,078 3,925 620 057 59.451 051 0.45 14.078 45,373) 540 0.34 18,157 051 0.45 14,608 3,549 540 0.58 59.959 0.51 OAS 14.608 45.362 560 0.33 18,306 051 0.45 15,137 3,169 _ 580 0.54 80.452 0.51 OAS 16.137 45.315 680 0.32 18,451 051 0.45 15.667 2.784 680 0.53 60.931 051 04S 15.667_ 45264 600 0.31 18,592 0.51 0A6 16,197 2,395 600 0 51 61,395 051 045 18.197 45,199 620 0.30 18,728 0.51 045 16,726 2002 620 0.50 61.847 0.61 045 16.726 45,121 640 0.30 18,862 051 0.45 17256 1,606 640 0.49 62287 051 OAS 17.256 45,032 660 0.29 18,992 0.51 0.45 17,785 1206 860 008 62,716 0.51 OAS 17,785 _ 44,931 680 0.28 19,118 0.61 0.45 18,315 803 680 0.47 63,134 0.51 0.45 18,315 44,819 700 0.28 19,242 051 0.45 18,846 397 700 0.46 83543 051 0.45 18,845 44,98_ 720 0.27 19,362 0.51 0.45 19,374 -12 720 0.45 83,941 051 0.45 19,374 44;587 740 0.28 19,480 0.51 0.45 19,904 424 740 044 64,331 0.51 OAS 19,904 44.427 760 026 19598 051 0.45 20.434 -838 760 0.43 64212 051 OAS 20434 44278 780_ 025 19,709 0.51 0.45 20,963 -1255 780_ - 042 65.084 051_ 046 - 20.963 44,121 - 800 025 19,819 051 0.45 21,493 -1,874 800 0.41 65,449 051 0.45 21,493 43.956 820 024 19,927 051 OAS 22,023 -2095 820 0.40 65.807 051 0.45 22.023 43.784 840 0.24 20.034 0.51 046 22562 -2.519 840 040 66,167 0.51 OAS 22552 43,605 860 0.24 20.138 051 OAS 23,082 -2,944 860 0.39 66,501 051 OAS 23.082 43,419 880 0.23 20240 051 OAS 23,612 -3.372 880 0.38 66.838 051 0,45 23.612 43226 900 023 20.340 051 0.45 24,141' -3,801 900 037 67,189 0.51 046 24.141 43.028 920 0.22 - 20.438 051 0.45 24,671 -4233 920 0.37 67.494 051 045 24671 42.823 940 0.22 20.535 051 045 25200 -4.866 940 0.36 87,813 051 045 25200 42,613 960 0.22 20,830 0.51 045 25,730 -5,100 960 0.36 68,127 051 OAS 25,730 42,397 980 021 20,723 051 OAS 26,280 -5536 980 0.35 68,435 0.51 i OAS 28280 42.175 1000 021 20,815 051 OAS 28,789 4,974 1000 0.34 68.738 051 OAS 26,789 41.949 1020 021 20,908 0.51 045 27,319 6414 1020 0.34 69,037 051 045 27,319 41,718 1040 020 20.994 0.51 OAS 27,849 6,864 1040 0.33 89,331 051 0.45 27.849 41,482 1060 020 21.082 041 OAS 28.378 -7296 1060 - 0.33 9,620 051 OAS 28.378 41241 1080 020 21,168 051 OAS 28,908 -7.740 1080 0.32 69.904 051 045 28,908 40.996 1100 0.19 21,253 051 0.45 29,438 8,185 1100 0.32 70,185 051 OAS 29.438 40,747 1120 0.19 21,337 051 OAS 29,987 4,630 1120 0.32 70,461 051 OAS 29,967 40494 1140 0.19 21.419 051 OAS 30,497 4.078 1140 - 0.31 70,733 051 045 30,497 40238 1160 0.19 21.501 051 OAS 31,027 4.528 1160 0.31 - 71.002 051 OAS 31,027 39,975 1180 0.18 21.581 0.50 OAS 31556 4.976 1180 0.30 71,266 0.50 0.45 31,566 39,710 1200 0.18 21.660 0.50 006 32.086 •10.426 1200 0.30 71.528 0.50 0.45 32,086 39,442 Mod.FAA Minor Storage Volume(cubic ft.)= 9.107 Mod.FAA Maier Storage volume(cubic it.)= 45,378 Mod.FAA Minor Storage Volume(acre-rt.)= 0.2091 Mod.FAA Major Storage Volume(acre-ft.)= 1.0417 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.3. Released March 2012 Funs* eesn B UD-Detention v23 ids, Modified FAA 8112012,10142 AM DETENTION VOLUME BY THE MODIFIED FAA METHOD (See USDCM Volume 2 Storage Chapter for description of method) Project: Wells Ranch Basin ID: Future Detention Pond B r Inflow and Outflow Volumes vs. Rainfall Duration 80,000 • 70,000 `t...4 60.000 �-- 50.000 •woe 4, 0s • elloo . weteee40.000 a ss+t • a 3 30,000 - - U 0 E >O 20,000 10.000 OOOOOOOOOpOi ,. OOOOO _ Op00Ocloon OOGgO 0 - - OOOOO 1 t0 400 600 000000000 1000 1200 1400 00000 -10.000 -. Oos_ -20,000 Duration (Minutes) —rr Na.. lobo v.•r. -r..Mrs orr.V . Node•ro,.W . VMS -e-.N MOM.rw Na Sin Gee VS, • re..w..•r.ee V••••• UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.3. Released March 2012 Futtre eesn B UD-Detentron v23 xis, Modified FAA 892012. 10.42 AM Worksheet for Future Detention Pond B Outfall Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Diameter 1 .50 ft /� � ^ Discharge 0.88 ft3/s 4— C.OA ll4 csk44-e ',es( Dr, A te_ plc c- Results Normal Depth 0.35 ft Flow Area 0.31 ft2 Wetted Perimeter 1 .51 ft Hydraulic Radius 0.21 ft Top Width 1 .27 ft Critical Depth 0.35 ft Percent Full 23.3 Critical Slope 0.00496 ft/ft Velocity 2.82 ft/s Velocity Head 0.12 ft Specific Energy 0.47 ft Froude Number 1 .00 Maximum Discharge 7.99 fN/s Discharge Full 7.43 ft'/s Slope Full 0.00007 ft/ft 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 23.26 Downstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods So&tidte9E rMaster V8i (SELECTseries 1) [08.11.01.031 8/10/2012 9:58:57 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Future Detention Pond B Outfall GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.35 ft Critical Depth 0.35 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00496 ft/ft Bentley Systems, Inc. Haestad Methods Soattidte$EMQ+rMaster V8i (SELECTseries 1) [08.11 .01 .03] 8/10/2012 9:58:57 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Briggsdale Facility WQCV Calculations Detention Pond ID Contributing Area Imperviousness, I W (1( \ - Design Volume** (acres) (%) (ac-ft) A-I 34.14 6.30 0.045 0.15 A-2 3.30 6. 11 0.043 0.01 B 8.74 5.48 0.039 0.03 *WQCV = a (0.9113 - 1.1912 + 0781), where a =1 for ** Design Volume = WQCV/12 (Area) (1.2) Wag•WI IAMCO ' . 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