Drainage Report. PDC Energy Metcalf Soil Treatment Facility. OA Project No

Transcription

1 Drainage Report PDC Energy Metcalf Soil Treatment Facility OA Project No Horizon Drive, Suite 102 Grand Junction, CO TEL FAX

2

3 DRAINAGE REPORT PDC METCALF CENTRALIZED SOIL TREATMENT FACILITY GARFIELD COUNTY, COLORADO PREPARED FOR: PDC ENERGY, INC 1775 SHERMAN ST, STE 3000 DENVER, CO PH: (303) CONTACT: ED WINTERS PREPARED BY: OLSSON ASSOCIATES ½ ROAD GRAND JUNCTION, CO PH: (970) CONTACT: WYATT E. POPP, PE APRIL 15, 2013 OLSSON ASSOCIATES PROJECT NO

4

5

6

7 DRAINAGE REPORT TABLE OF CONTENTS I. INTRODUCTION... 1 A. Background... 1 B. Project Location... 1 C. Property Description... 2 D. Previous Investigations... 2 II. DRAINAGE SYSTEM DESCRIPTION... 2 A. Existing Drainage Conditions... 2 B. Master Drainage Plan... 2 C. Offsite Tributary Area... 2 D. Proposed Drainage System Description... 2 E. Drainage Facility Maintenance... 3 III. DRAINAGE ANALYSIS AND DESIGN CRITERIA... 3 A. Regulations... 3 B. Development Criteria... 3 C. Hydrologic Criteria... 4 D. Hydraulic Criteria... 4 IV. POST-CONSTRUCTION STORMWATER MANAGEMENT... 4 A. Stormwater Quality Control Measures... 4 B. Calculations... 4 V. CONCLUSIONS... 4 A. Compliance... 4 B. Design Effectiveness... 4 C. Areas in Flood Hazard Zone... 4 VI. REFERENCES... 4 APPENDIX A: MAPS AND EXHIBITS... 1 APPENDIX B: HYDROLOGIC CALCULATIONS... 2 APPENDIX C: HYDRAULIC CALCULATIONS... 3 PDC Metcalf Centralized Soil Treatment Facility Garfield County, CO

8

9 1 I. INTRODUCTION A. Background This Drainage Report has been prepared for PDC Energy s (PDC) Centralized Soil Treatment Facility (the SITE) by Olsson Associates. This report evaluates the SITE s historic drainage patterns, analyzes the change in stormwater quantity/quality associated with proposed development, and provides design to alleviate the impacts of increased stormwater runoff due to the proposed development. This report and plans are designed to bring the SITE into compliance with the COGCC rule stating, Surface water diversion structures, including, but not limited to berms and ditches, shall be constructed to accommodate a one hundred (100) year, twenty-four (24) hour event. The facility shall be designed and constructed with a run-on control system to prevent flow onto the facility during peak discharge and a run-off control system to contain the water volume from a twenty-five (25) year, twenty-four (24) hour storm. The design of proposed structures and associated recommendations presented herein are intended to satisfy SITE-specific storm water regulations of the COGCC. B. Project Location The SITE is located in Section 24, Township 7 South, Range 96 West of the Sixth Principal Meridian, County of Garfield, State of Colorado. Refer to Figure 1 for project location. The SITE is located between Parachute and De Beque, southwest of the Parachute exit, on the south side of I-70, along CR 300 (Stone Quarry Rd). PROJECT LOCATION Figure 1: Vicinity Map PDC Metcalf Centralized Soil Treatment Facility Garfield County, CO

10 2 C. Property Description The west boundary of the SITE is the 30-foot buffer zone of an existing underground pipeline. The east boundary is formed by the toe of the steep slope on the east side of the site. Other project boundaries are formed by site constraints. D. Previous Investigations To our knowledge, no previous drainage studies have been approved for the SITE. II. DRAINAGE SYSTEM DESCRIPTION A. Existing Drainage Conditions The SITE drains to the Colorado River on the north side of the SITE via swales. Refer to the Location Map in Appendix A for the SITE location relative to major tributary drainage ways. The existing SITE consists of natural swales and mountainous terrain. The SITE generally slopes from east to the west with slopes varying from 2% up to 50%. The existing ground cover is primarily bare ground. The soils in the drainage area belong to the Hydrologic Soils Group B, soil that is moderately drained and has a moderate runoff potential. The Hydrologic Soils Map is in the Appendix B. The SITE consists of a total area of approximately 6.4 acres. Stormwater appears to sheetflow across the SITE to existing swales exiting the SITE un-detained. B. Master Drainage Plan To our knowledge, no master drainage studies have analyzed the SITE. C. Offsite Tributary Area For the purposes of this study, all adjacent land was assumed to remain undeveloped in the foreseeable future. In existing conditions, the area east of the SITE contributes to the flow across the site. This area is approximately acres of undisturbed land (to be known as Basin OS1). D. Proposed Drainage System Description The proposed drainage system was designed to divert existing off-site flows around the SITE in a diversion swale and to capture and contain all rainfall within the SITE. All flow from the off-site area will be conveyed in a diversion channel along the east edge of the SITE. This swale will be sized to convey the 100-year runoff from Basin OS1. New channels will be graded into the proposed SITE to convey flow to a retention pond at the north corner of the SITE. The channel along the access road at the south end of the PDC Metcalf Centralized Soil Treatment Facility Garfield County, CO

11 SITE will be directed under the fire access roadway through a corrugated metal pipe culvert. Refer to Sheets A-1 through A-3 in Appendix A for basin delineations and proposed drainage system layout. Basin OS1 is east of the SITE. Stormwater generated on this basin will sheet-flow from east to west and into a diversion swale that will carry the runoff around the SITE and discharge to open ground north of the SITE. Basin P1 is the southern portion of the SITE. Stormwater generated on this basin will sheet-flow from east to west into a swale along the west side of the access road. Basin P2 includes the portion of the SITE which sheet flows into the swale along the fire access road on the west side of the SITE. Basin P3 sheet flows to the north where it is collected in a swale which flows along the access roadway and delineates the retention pond maintenance area. Basin P4 includes the area which flows directly into the retention pond. For calculations, the pond is also included in basin P4. The Retention Pond at Design Point 4 is located at the north corner of the SITE. The pond was sized to hold the runoff from the 25-year, 24-hour storm event, and has a volume of 1.16 acre-feet at elevation The pond bottom is at elevation The embankment height is 9 feet to maximize available volume without becoming a jurisdictional retention pond. E. Drainage Facility Maintenance The owner shall be responsible for maintaining all on-site drainage facilities. The pond bottom should be scraped and re-graded at least every 1-3 years to remove sediment buildup. In addition, the pond should be pumped and examined after any significant rainfall event to ensure proper functionality. During construction, run-off from the SITE should be treated prior to leaving the SITE using methods described in Volume 3 of the Urban Strom Drainage Criteria Manual, including use of straw bales and/or other methods to provide temporary water quality. III. DRAINAGE ANALYSIS AND DESIGN CRITERIA A. Regulations This report has been prepared in accordance with common engineering practices and the Mesa County/City of Grand Junction Stormwater Management Manual. B. Development Criteria There are no known constraints placed on the SITE due to floodplain studies, master studies or adjacent property drainage studies. The SITE will not receive any tributary flows 3 PDC Metcalf Centralized Soil Treatment Facility Garfield County, CO

12 4 from upstream land or adjacent development after development. C. Hydrologic Criteria Hydrologic calculations have been prepared in accordance with common engineering practices. Refer to Appendix B for all hydrologic calculations. D. Hydraulic Criteria Hydraulic calculations have been prepared in accordance with common engineering practices and the Mesa County/City of Grand Junction Stormwater Management Manual. Refer to Appendix C for all hydraulic calculations. IV. POST-CONSTRUCTION STORMWATER MANAGEMENT A. Stormwater Quality Control Measures The proposed riprap lined drainage swales will provide a means for stormwater to be routed around and through the SITE during all post-construction storm events. In this manner, stormwater quality control measures will not be needed because developed run-off rates are equivalent to existing condition run-off rates with little change in impervious area. B. Calculations Refer to Appendix B for developed condition hydrologic calculations. V. CONCLUSIONS A. Compliance This report has been prepared in accordance with common engineering practices and the Mesa County/City of Grand Junction Stormwater Management Manual. B. Design Effectiveness Proper implementation of the proposed measures outlined in this report will alleviate the direct impacts of stormwater run-off on adjacent, downstream lands. C. Areas in Flood Hazard Zone The SITE is not within a FEMA-designated flood hazard zone and is designated as Zone D. VI. REFERENCES 1) Mesa County/City of Grand Junction Stormwater Management Manual, December ) Urban Storm Drainage Criteria Manual, Urban Drainage and Flood Control District, November PDC Metcalf Centralized Soil Treatment Facility Garfield County, CO

13 PDC Metcalf Centralized Soil Treatment Facility Garfield County, CO APPENDIX A: MAPS AND EXHIBITS

14

15 TEL FAX S 95W 7S 96W PROJECT SITE drawn by: checked by: approved by: QA/QC by: project no.: drawing no.: date: 2013 REV. NO DATE 24 GARFIELD COUNTY, COLORADO 14 PDC ENERGY METCALF CENTRALIZED SOIL TREATMENT FACILITY REVISIONS 17 REVISIONS DESCRIPTION OLSSON ASSOCIATES ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITY LOCATIONS (HORIZONTAL OR VERTICAL). THE EXISTING UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS HOWEVER THE RESPONSIBILITY OF THE CONTRACTOR TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. LOCATION MAP Table Mountain Drive, Suite 200 Golden, CO R 8 7 MO WP WP WP SHEET 3 of 7

16 LEGEND R P1 X Y Z TEL FAX P Table Mountain Drive, Suite 200 Golden, CO P P OLSSON ASSOCIATES ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITY LOCATIONS (HORIZONTAL OR VERTICAL). THE EXISTING UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS HOWEVER THE RESPONSIBILITY OF THE CONTRACTOR TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. REV. NO. DATE REVISIONS DESCRIPTION REVISIONS 1 P DRAINAGE PLAN SITE PLAN PDC ENERGY METCALF CENTRALIZED SOIL TREATMENT FACILITY GARFIELD COUNTY, COLORADO 2013 drawn by: checked by: approved by: QA/QC by: project no.: drawing no.: date: MO WP WP WP SHEET A-1 of 7

17 TEL FAX Table Mountain Drive, Suite 200 Golden, CO R OLSSON ASSOCIATES ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITY LOCATIONS (HORIZONTAL OR VERTICAL). THE EXISTING UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS HOWEVER THE RESPONSIBILITY OF THE CONTRACTOR TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. OS1 drawn by: checked by: approved by: QA/QC by: project no.: drawing no.: date: 2013 GARFIELD COUNTY, COLORADO P1 X Y Z PDC ENERGY METCALF CENTRALIZED SOIL TREATMENT FACILITY LEGEND EXISTING DRAINAGE BASIN PLAN OFF-SITE DRAINAGE REV. NO. DATE REVISIONS REVISIONS DESCRIPTION MO WP WP WP SHEET A-2 of 7

18 LEGEND R F-1 C-1 TEL FAX D Table Mountain Drive, Suite 200 Golden, CO F-2 F-3 OLSSON ASSOCIATES ASSUMES NO RESPONSIBILITY FOR EXISTING UTILITY LOCATIONS (HORIZONTAL OR VERTICAL). THE EXISTING UTILITIES SHOWN ON THIS DRAWING HAVE BEEN PLOTTED FROM THE BEST AVAILABLE INFORMATION. IT IS HOWEVER THE RESPONSIBILITY OF THE CONTRACTOR TO FIELD VERIFY THE LOCATION OF ALL UTILITIES PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES. REV. NO. DATE REVISIONS DESCRIPTION REVISIONS C-1 F-1 DRAINAGE PLAN TRAPEZOIDAL CHANNEL AND CULVERT PLAN PDC ENERGY METCALF CENTRALIZED SOIL TREATMENT FACILITY GARFIELD COUNTY, COLORADO 2013 drawn by: checked by: approved by: QA/QC by: project no.: drawing no.: date: MO WP WP WP SHEET A-3 of 7

19 APPENDIX B: HYDROLOGIC CALCULATIONS PDC Metcalf Centralized Soil Treatment Facility Garfield County, CO

20

21 Hydrologic Soil Group Rifle Area, Colorado, Parts of Garfield and Mesa Counties (PDC Metcalf Land Farm) 39 25' 35'' 39 25' 21'' ' 42'' 108 3' 41'' Map Scale: 1:2,130 if printed on A size (8.5" x 11") sheet Meters Feet ' 28'' 108 3' 27'' ' 35'' 39 25' 20'' Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/22/2013 Page 1 of 4

22 Hydrologic Soil Group Rifle Area, Colorado, Parts of Garfield and Mesa Counties (PDC Metcalf Land Farm) MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Units Soil Ratings A A/D B B/D C C/D D Not rated or not available Political Features Cities Water Features Streams and Canals Transportation Rails Interstate Highways US Routes MAP INFORMATION Map Scale: 1:2,130 if printed on A size (8.5" 11") sheet. The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for accurate map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: UTM Zone 12N NAD83 This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Rifle Area, Colorado, Parts of Garfield and Mesa Counties Survey Area Data: Version 6, Mar 25, 2008 Date(s) aerial images were photographed: 8/8/2005 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Major Roads Local Roads Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/22/2013 Page 2 of 4

23 Hydrologic Soil Group Rifle Area, Colorado, Parts of Garfield and Mesa Counties PDC Metcalf Land Farm Hydrologic Soil Group Hydrologic Soil Group Summary by Map Unit Rifle Area, Colorado, Parts of Garfield and Mesa Counties (CO683) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 4 Arvada loam, 6 to 20 percent slopes D % 46 Nihill channery loam, 1 to 6 percent slopes B % 58 Potts-Ildefonso complex, 12 to 25 percent slopes B % 65 Torrifluvents, nearly level D % 72 Wann sandy loam, 1 to 3 percent slopes B % Totals for Area of Interest % 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. Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/22/2013 Page 3 of 4

24 Hydrologic Soil Group Rifle Area, Colorado, Parts of Garfield and Mesa Counties PDC Metcalf Land Farm Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/22/2013 Page 4 of 4

25 DESCRIPTION ULTIMATE OR INITIAL DESIGNER CITY OR COUNTY PDC Metcalf Land Farm Draft Drainage Study MEO Garfield County 1 HOUR DESIGN POINT RAINFALL VALUES-NOAA ATLAS FOR COLORADO 2 YR YR YR YR YR YR HOUR DESIGN POINT RAINFALL VALUES-NOAA ATLAS FOR COLORADO 2 YR YR YR YR YR YR 2.60 PDC Landfarm 3/4/2013 4:21 PM

26 Return Period Duration 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr 6-hr hr hr PDC Metcalf Soil Treatment Facility

27 COMPOSITE 'C' FACTORS (DEVELOPED) LOCATION: Garfield County Draft Drainage Study BY: MEO Soil Type: B DATE: 3/4/2013 BASIN UNDEVELOPED DEVELOPED COMPOSITE C FACTOR % IMPERVIOUS DESIGNATION UNDEV DEV TOTAL 2YR 5 YR 10 YR 25 YR 100 YR 2YR 5 YR 10 YR 25 YR 100 YR 2YR 5 YR 10 YR 25 YR 100 YR Imperviousness = 2 10 P P P P OS COMPOSITE I, % TOTAL A, ac Olsson Associates 3/4/2013 PDC Metcalf Soil Treatment Facility _Hydrology and Pond Vol Calcs.xlsx

28 STANDARD FORM SF-2 TIME OF CONCENTRATION (DEVELOPED) REMARKS LOCATION: Garfield County Draft Drainage Study BY: MEO DATE: 3/4/2013 FORMULAS: SUB-BASIN DATA INIT./OVERLAND TIME (Ti) TRAVEL TIME (Tt) TOTAL Tc Check (Urbanized Basins) FINAL Tc * Ti = 1.8 (1.1-C5)L^0.5/(S^1/3) DESIGNATION C 5 AREA (AC) LENGTH (FT) SLOPE % Ti (Min.)* LAND SURFACE LENGTH (FT) SLOPE % VEL. (FPS)** Tt(Min.) Ti+Tt(Min.) LGTH. (FT) Tc = (L/180) + 10 (minutes) ** V=Cv*(S/100)^0.5 P BARE P BARE P BARE P BARE OS BARE Approx slope based on USGS Quad map Olsson Associates 3/4/2013 PDC Metcalf Soil Treatment Facility _Hydrology and Pond Vol Calcs.xlsx

29 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE, STANDARD FOR SF-3) DESIGN STORM: 25-YEAR DEVELOPED Calc. by: MEO Chk'd by: WEP PDC Metcalf Land Farm Draft Drainage Study Garfield County Date: 3/4/2013 DIRECT RUNOFF TOTAL RUNOFF DITCH TRAVEL TIME REMARKS DESIGN POINT BASIN AREA (AC) COEFF. (C) Tc (Min.) C*A I (in./ hr.) Q (cfs) Sum Area Tc (min) I (in./hr.) 1 P Tt from DP1 to DP2 2 P Design point 2, P1+P2 3 P P Design point 4, P1+P2+P3+P4 Sum C*A Total Q (cfs) SLOPE % FLOW (CFS) LENGTH (FT) VEL. (FPS) TRAVEL TIME Tt OS Olsson Associates 3/4/2013 PDC Metcalf Soil Treatment Facility _Hydrology and Pond Vol Calcs.xlsx

30 STORM DRAINAGE SYSTEM DESIGN (RATIONAL METHOD PROCEDURE, STANDARD FOR SF-3) DESIGN STORM: 100-YEAR DEVELOPED Calc. by: MEO Chk'd by: WEP PDC Metcalf Land Farm Draft Drainage Study Garfield County Date: 3/4/2013 DIRECT RUNOFF TOTAL RUNOFF DITCH TRAVEL TIME REMARKS DESIGN POINT BASIN AREA (AC) COEFF. (C) Tc (Min.) C*A I (in./ hr.) Q (cfs) Sum Area Tc (min) I (in./hr.) 1 P Tt from DP1 to DP2 2 P Design point 2, P1+P2 3 P P Design point 4, P1+P2+P3+P4 Sum C*A Total Q (cfs) SLOPE % FLOW (CFS) LENGTH (FT) VEL. (FPS) TRAVEL TIME Tt OS Olsson Associates 3/4/2013 PDC Metcalf Soil Treatment Facility _Hydrology and Pond Vol Calcs.xlsx

31 Volume for Retention Pond Prismoidal Method Required Volume V=IA ELEV. AREA VOLUME ACCUM.VOL. ACCUM.VOL. ACCUM.VOL. ACCUM. VOL. (FT) (FT 2 ) (FT 3 ) (FT 3 ) (AC.-FT.) (GAL) (BBL) , ,273 2,984 2, , ,877 3,571 6, ,036 1, ,515 4,192 10, ,396 1, ,183 4,845 15, ,642 2, ,877 5,526 21, ,985 3,762 Basin I A V ,596 6,233 27, ,615 4,872 (in) (AC) (AC-FT) ,340 6,965 34, ,717 6,112 P ,109 7,721 42, ,481 7,488 P ,903 8,503 50, ,091 9,002 P P Total Olsson Associates 3/4/2013 PDC Metcalf Soil Treatment Facility _Hydrology and Pond Vol Calcs.xlsx

32

33 APPENDIX C: HYDRAULIC CALCULATIONS PDC Metcalf Centralized Soil Treatment Facility Garfield County, CO

34

35 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: PDC CENTRALIZED SOIL TREATMENT FACILITY Diversion Swale (Maximum Discharge at Minimum Slope) Design Information (Input) Channel Invert Slope So = ft/ft Manning's n n = Bottom Width B = 0.00 ft Left Side Slope Z1 = 3.00 ft/ft Right Side Slope Z2 = 3.00 ft/ft Freeboard Height F = 0.00 ft Design Water Depth Y = 3.33 ft Normal Flow Condtion (Calculated) Discharge Q = cfs Froude Number Fr = 0.56 Flow Velocity V = 4.09 fps Flow Area A = sq ft Top Width T = ft Wetted Perimeter P = ft Hydraulic Radius R = 1.58 ft Hydraulic Depth D = 1.67 ft Specific Energy Es = 3.59 ft Centroid of Flow Area Yo = 1.10 ft Specific Force Fs = 3.37 kip _UD-Channels_v1.04_Diversion Swale.xls, Basics 3/4/2013, 3:27 PM

36 Critical Flow Analysis - Trapezoidal Channel Project: Channel ID: PDC CENTRALIZED SOIL TREATMENT FACILITY Diversion Swale (100yr Water Depth at Minimum Slope) Design Information (Input) Bottom Width B = 0.00 ft Left Side Slope Z1 = 3.00 ft/ft Right Side Slope Z2 = 3.00 ft/ft Design Discharge Q = cfs Critical Flow Condition (Calculated) Critical Flow Depth Y = 1.26 ft Critical Flow Area A = 4.73 sq ft Critical Top Width T = 7.53 ft Critical Hydraulic Depth D = 0.63 ft Critical Flow Velocity V = 4.51 fps Froude Number Fr = 1.00 Critical Wetted Perimeter P = 7.94 ft Critical Hydraulic Radius R = 0.60 ft Critical (min) Specific Energy Esc = 1.57 ft Centroid on the Critical Flow Area Yoc = 0.21 ft Critical (min) Specific Force Fsc = 0.25 kip _UD-Channels_v1.04_Diversion Swale.xls, Basics 3/4/2013, 3:27 PM

37 Normal Flow Analysis - Trapezoidal Channel Project: Channel ID: PDC CENTRALIZED SOIL TREATMENT FACILITY Site Swale (Maximum Discharge at Minimum Slope) Design Information (Input) Channel Invert Slope So = ft/ft Manning's n n = Bottom Width B = 0.00 ft Left Side Slope Z1 = 3.00 ft/ft Right Side Slope Z2 = 3.00 ft/ft Freeboard Height F = 0.00 ft Design Water Depth Y = 1.67 ft Normal Flow Condtion (Calculated) Discharge Q = cfs Froude Number Fr = 0.50 Flow Velocity V = 2.57 fps Flow Area A = 8.34 sq ft Top Width T = ft Wetted Perimeter P = ft Hydraulic Radius R = 0.79 ft Hydraulic Depth D = 0.83 ft Specific Energy Es = 1.77 ft Centroid of Flow Area Yo = 0.55 ft Specific Force Fs = 0.39 kip _UD-Channels_v1.04_Site Swales.xls, Basics 3/4/2013, 3:28 PM

38 Critical Flow Analysis - Trapezoidal Channel Project: Channel ID: PDC CENTRALIZED SOIL TREATMENT FACILITY Site Swale (100yr Water Depth at Minimum Slope) Design Information (Input) Bottom Width B = 0.00 ft Left Side Slope Z1 = 3.00 ft/ft Right Side Slope Z2 = 3.00 ft/ft Design Discharge Q = 5.34 cfs Critical Flow Condition (Calculated) Critical Flow Depth Y = 0.72 ft Critical Flow Area A = 1.56 sq ft Critical Top Width T = 4.32 ft Critical Hydraulic Depth D = 0.36 ft Critical Flow Velocity V = 3.43 fps Froude Number Fr = 1.01 Critical Wetted Perimeter P = 4.55 ft Critical Hydraulic Radius R = 0.34 ft Critical (min) Specific Energy Esc = 0.90 ft Centroid on the Critical Flow Area Yoc = 0.12 ft Critical (min) Specific Force Fsc = 0.05 kip _UD-Channels_v1.04_Site Swales.xls, Basics 3/4/2013, 3:28 PM

39 CIRCULAR CONDUIT FLOW (Normal & Critical Depth Computation) Project: PDC Metcalf Land Farm Pipe ID: Road Crossings Design Information (Input) Pipe Invert Slope So = ft/ft Pipe Manning's n-value n = Pipe Diameter D = inches Design discharge Q = 0.84 cfs Full-flow Capacity (Calculated) Full-flow area Af = 0.79 sq ft Full-flow wetted perimeter Pf = 3.14 ft Half Central Angle Theta = 3.14 radians Full-flow capacity Qf = 2.05 cfs Calculation of Normal Flow Condition Half Central Angle (0<Theta<3.14) Theta = 1.46 radians Flow area An = 0.34 sq ft Top width Tn = 0.99 ft Wetted perimeter Pn = 1.46 ft Flow depth Yn = 0.45 ft Flow velocity Vn = 2.48 fps Discharge Qn = 0.84 cfs Percent Full Flow Flow = 41.0% of full flow Normal Depth Froude Number Fr n = 0.75 subcritical Calculation of Critical Flow Condition Half Central Angle (0<Theta-c<3.14) Theta-c = 1.34 radians Critical flow area Ac = 0.28 sq ft Critical top width Tc = 0.97 ft Critical flow depth Yc = 0.38 ft Critical flow velocity Vc = 3.03 fps Critical Depth Froude Number Fr c = _UD-Culvert_v2.04_Road Crossings.xls, Pipe 3/4/2013, 3:09 PM

40 Channel Report Hydraflow Express Extension for AutoCAD Civil 3D 2013 by Autodesk, Inc. Tuesday, Feb <Name> Triangular Side Slopes (z:1) = 3.00, 3.00 Total Depth (ft) = 3.34 Invert Elev (ft) = Slope (%) = 0.50 N-Value = Calculations Compute by: Known Depth Known Depth (ft) = 3.33 Highlighted Depth (ft) = 3.33 Q (cfs) = Area (sqft) = Velocity (ft/s) = 4.75 Wetted Perim (ft) = Crit Depth, Yc (ft) = 2.81 Top Width (ft) = EGL (ft) = 3.68 Elev (ft) Section Depth (ft) Reach (ft)