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HomeMy WebLinkAboutWBAPP-~1 High Mesa RV Park Garfield County, Colorado ENGINEER’S REPORT Revised July 01, 2009 Prepared for: Bob Graham Ridge Partners, LLC 1860 Lousetown Road Reno, NV 89521 Engineer: Nathan Bell, P.E. Bell Consulting LLC P.O. Box 8 Rifle, CO 81650 970/625- 9313 APPENDIX A Drainage Report High Mesa RV Park Garfield County, Colorado DRAINAGE REPORTS Including: — ADDENDUMS #1 & #2— June 30, 2009 Prepared for: Bob Graham Ridge Partners, LLC 1860 Lousetown Road Reno, NV 89521 Engineer: Christopher Furman, P.E. Bell Consulting LLC P.O. Box 8 Rifle, CO 81650 970/625- 9313 High Mesa RV Park Garfield County, Colorado DRAINAGE REPORT July 15, 2008 Prepared for: Bob Graham Ridge Partners, LLC 1860 Lousetown Road Reno, NV 89521 Engineer: Christopher Furman, P.E. Bell Consulting LLC P.O. Box 8 Rifle, CO 81650 970/625- 9313 High Mesa RV Park, Drainage Report - 1 - June 20, 2008 Contents  introduction  DESCRIPTION  BASINS  METHODOLOGY  Off site impacts  Historic on site flows  Developed on site flows  conclusions  APPENDIX A  NRCS Soils Information  APPENDIX B  PRECIPITATION DATA  APPENDIX C  Pre-developed Off Site and On Site Hydrology Calculations  APPENDIX D  Post-developed Hydrology Calculations  APPENDIX E  Structure Capacity Calculations  High Mesa RV Park, Drainage Report - 2 - June 20, 2008 June 9, 2008 Bob Graham Ridge Partners, LLC 1860 Lousetown Road Reno, NV 89521 RE: Drainage Report – High Mesa RV Park, Near Battlement Mesa, CO Mr. Graham, Bell Consulting LLC. has prepared the following Drainage Report for the High Mesa RV Park located within Garfield County, near the Communities of Battlement Mesa and Parachute, Colorado. The purpose of the study is to ascertain the offsite drainage impacts to this site and how development of the property will impact storm runoff from the site. The development of the property will include storm drainage infrastructure to carry off site flows through the site as well as mitigate and carry on site runoff within the site. INTRODUCTION The High Mesa RV Park is located west of the Community of Battlement Mesa below the geologic feature for which it is named. The property is bounded on the north by a natural drainage and County Road 300 (aka. Stone Quarry Road), on the south by BLM lands (on which natural gas drilling/production is in progress), and on the east and west by undeveloped private land. The developed portion of the RV Park is approximately 16 acres, not including land to be used for water and wastewater treatment plants, within larger parcels of land. Regulations require the developer of a parcel to provide mitigation for rain storm events so that the increase in impervious, or less pervious, area due to the development does not harm any downstream property. This is accomplished by providing detention or some type of mitigation to decrease the rate of runoff down to historic flow rates. The intent of this report is to provide calculations of the storm events and a description of the methods utilized to mitigate the increased rate of runoff. DESCRIPTION The RV Park is located on the north facing slope below High Mesa. The grades of the existing surface generally range from about 12% to 20%. The site vegetation is predominantly sage brush and similar plants with Piñon -Juniper forested areas with grassy understory and good coverage. Two electric utility easements traverse the site. One runs north-south through about the middle of the Park, the other runs east-west at the northern edge of the Park. Access to the site is via an improved gravel road constructed and used by natural gas development adjacent to the site. On site roads will consist of one-way gravel roads with side ditches to facilitate drainage. A 20-foot wide loop road traverses the site beginning and ending at the previously mentioned improved gravel road. Roughly dividing the loop road is a 20-foot wide gravel secondary road. RV sites sized approximately 20-feet by 50-feet will High Mesa RV Park, Drainage Report - 3 - June 20, 2008 angle from the one-way access roads in a manner to facilitate backing in of RV’s, as the electric easements and topography allow. The RV sites are to be gravel surfaced. Domestic water will be supplied by a water treatment plant on the property and constructed exclusively for the RV Park. Domestic sewage will likewise be treated by a wastewater treatment plant located on the property in the drainage to the north. BASINS The designation of basin boundaries is shown on the map provided. The pre-developed area was divided into five basins utilizing USGS topographic quadrangle maps to delineate the basin boundaries and flow patterns. Four of the five pre-developed basins were created for ease in the analysis and comparison between pre-developed and post-developed flows and could have been combined into two basins. The onsite area was divided into ten basins for evaluation of post development flow conditions. METHODOLOGY The peak runoff flows for the analysis were determined with the HydroCAD computer program using the methodology given in the Soil Conservation Service’s “Technical Release No. 20, Urban Hydrology.” Design criteria established by Garfield County require that peak runoff flows be analyzed assuming a 100-year frequency storm event. The 100-year, 24-hour precipitation event was estimated to be 2.63 inches. The 2-year, 24-hour precipitation event was estimated at 1.16-inches. These data were collected from the online National Weather Service NOAA Atlas 2 interactive program for the 2-year and 100-year data for the subject site, see appendix. The NRCS/SCS soils mapping lists the soils in the area primarily in the Hydrologic Group B with areas of Group D soils within the development and the off-site basins. The type of ground cover as well as density also affects the runoff volume from a site. The off-site areas consist primarily of a mix if sagebrush and related vegetation with Piñon -Juniper forest of good coverage. The proposed development is a RV campground. The curve numbers used have been selected from the standard curve number table, included in the HydroCAD program. The actual values used are included in the appendices in the HydroCAD output. Calculations provided herein and the design of the infrastructure is based upon the 100-year storm event. The design of the proposed storm drainage piping has the capacity for 100-year event flows. The site was analyzed for the pre-developed, or historic, and post-developed conditions to determine the potential impacts to the area with respect to increased rates of runoff flows. OFF SITE IMPACTS The five pre-developed basins contribute run-off to the subject property. Three of the basins are off-site and contribute flows from the south. The majority of the subject area gently slopes to the north northwest with no signs of recent flooding. Flows from the pre-developed off-site basins will be mostly intercepted by the improved gravel road and directed via road side ditch to an existing 48-inch Corrugated Metal Pipe High Mesa RV Park, Drainage Report - 4 - June 20, 2008 (CMP) culvert under the road then within natural existing gullies through the western most part of the subject parcel to the drainage which roughly runs along County Road 300. The flows ultimately contribute to the Colorado River which is about two-thirds of a mile to the northwest. Following is a table indicating peak flows from the pre-developed and offsite basins. Pre-developed Runoff BASIN AREA (acres) CN Peak Runoff (cfs) 100 year Off-site 1 82.07 65 12.33 Off-site 2 31.32 70 17.46 Off-site 3 4.94 77 5.82 4 27.73 56 0.77 5 11.75 54 0.16 The offsite flows will be directed as follows: Basin 1 flows will be diverted by the existing improved gravel road via the road side ditch to an existing 48-inch CMP culvert. The culvert discharges to an existing gully which will remain. A proposed road will be constructed downstream, also with a 48-inch culvert being placed. The flows will then continue in the natural gully, eventually flowing to the Colorado River. Basin 2 flows will have negligible impact to the site and will continue to flow via natural gully to the east of the RV Park contributing to the gully north of the project upstream of the proposed wastewater treatment facility. Basin 3 will also be diverted by the existing improved gravel road via the road side ditch to an existing 18-inch CMP culvert. The culvert discharges to an existing gully which currently runs through the proposed RV Park site. This gully will be impacted by the development and will be reconstructed as swales. Where the proposed swales cross proposed roads, culverts will be constructed. Basins 4 and 5 are considered on-site basins and are addressed in the next section of this report. HISTORIC ON SITE FLOWS For calculation purposes, the site has been split into two basins. Basin 4 currently covers most of the proposed RV Park site. This area will be developed and post-development drainage will be diverted to proposed swales, culverts and detention ponds. Basin 5 also contains part of the area proposed for the RV Park. Approximately one-fourth of the basin will be developed with the remaining portion lying downstream of the development and will be undeveloped. Post-developed flows from basin 5 will be diverted to proposed swales, culverts and a detention pond. The existing condition on-site flows are provided in the table below. High Mesa RV Park, Drainage Report - 5 - June 20, 2008 Historic On-site Runoff BASIN AREA (acres) CN Peak Runoff (cfs) 100 year 4 27.73 56 0.77 5 11.75 54 0.16 DEVELOPED ON SITE FLOWS Development of the site will include site and road improvements as well as storm drainage infrastructure capable of carrying the developed flows from all areas of the development. Any proposed new development will increase the amount of impervious area and consequently cause an increase in peak runoff conditions from the site ultimately to the Colorado River. The proposed development will add two new roads to the site as well as RV sites and several buildings to service the RV Park. Onsite runoff is proposed to enter three detention ponds. One pond to the west of the Park will detain flows from post-developed basins I and J as well as pre-developed off-site basin 1 and a portion of pre-developed basin 5. The middle, or North, pond will detain flows from post-developed basins E, F, G, and H, as well as pre-developed off-site basin 3 and a portion of pre-developed basin 4. The east pond will detain flows from post-developed basins A, B, C, and D. The detention areas have been sized to accommodate the 100-year storm events while decreasing the peak runoff rate so as to not exceed pre-developed rates. The detention ponds are proposed small non-jurisdictional dams in existing natural gullies. Low level outlets with orifices of 15”, 18” and 4” are proposed for the west, north and east ponds respectively. High Level emergency spillway outlets are proposed for the event of a plugged condition. The following table provides flow rates for the 100-year storm event after development. High Mesa RV Park, Drainage Report - 6 - June 20, 2008 BASIN AREA (acres) CN Peak Runoff (cfs) 100 year A 3.17 69 2.86 B 2.14 81 4.62 C 0.98 85 2.60 D 0.59 82 1.38 E 1.73 73 2.30 F 1.72 79 3.42 G 2.24 69 2.10 H 0.92 83 2.28 I 1.30 78 2.39 J 0.76 85 2.08 Total: 15.55 26.0 Cumulative flows to the onsite detention ponds are shown in the following table. Detention Pond Summary POND CONTRIBUTING BASINS PRE- DEVELOPED RUNOFF (cfs) POST- DEVELOPED RUNOFF IN (cfs) POST- DEVELOPED RUNOFF OUT (cfs) West 1, 5, I, J 12.40 (1,5 Pre) 12.79 10.61 North 3, 4, E, F, G, H 5.99 (3,4 Pre) 10.99 9.79 East A, B, C, D 11.14 0.70 North- west control point All 13.97 (NW Pre) 13.80 (NW control Point) As can be seen in the Detention Pond Summary Table, the post-developed flow rates at the northwest control point are lower than the pre-developed flow rates. This is the desired result; the project is not increasing run-off post development. We would note that, within the table, post-developed out flows do not add up to the peak flow at the northwest control point, this is due to attenuation in the swales and ponds. The peak run-off rate times are significantly different for the various ponds resulting in peak flow rates reaching the outlet point for the High Mesa RV Park, Drainage Report - 7 - June 20, 2008 RV Park at different times. The computer output from HydroCAD is included in the appendix. CONCLUSIONS The storm drainage analysis provides calculations indicating that the drainage approach proposed for the High Mesa RV Park is feasible, sound and meets the County’s design guidelines. Off site flows from pre-developed basin 2 are being diverted to the east of the project and therefore will not affect the detention area for the onsite flows. The detention ponds are detaining all post-developed flows so that flow rates leaving the project site are at the same level as pre-developed flow rates at the same location. If you have any questions, please do not hesitate to call 970-625-9313. Sincerely, Chris Furman, P.E. Encl: Figures, Appendices L:\BC-jobfiles\103-RV Park\Hydrology - Drainage\Drainage Report-103.docx Drainage Report APPENDIX A NRCS Soils Information MAP LEGEND MAP INFORMATION 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 Municipalities Cities Urban Areas Water Features Oceans Streams and Canals Transportation Rails Roads Interstate Highways US Routes State Highways Local Roads Other Roads Original soil survey map sheets were prepared at publication scale. Viewing scale and printing scale, however, may vary from the original. Please rely on the bar scale on each map sheet for proper map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: UTM Zone 12N 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: 9/21/1993 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. Hydrologic Soil Group–Rifle Area, Colorado, Parts of Garfield and Mesa Counties Natural Resources Conservation Service Web Soil Survey 2.0 National Cooperative Soil Survey 5/29/2008 Page 2 of 5 Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Rifle Area, Colorado, Parts of Garfield and Mesa Counties Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 4 Arvada loam, 6 to 20 percent slopes D 172.5 4.2% 12 Bucklon-Inchau loams, 25 to 50 percent slopes D 159.6 3.9% 33 Ildefonso stony loam, 6 to 25 percent slopes B 258.3 6.3% 34 Ildefonso stony loam, 25 to 45 percent slopes B 849.1 20.7% 46 Nihill channery loam, 1 to 6 percent slopes B 35.9 0.9% 55 Potts loam, 3 to 6 percent slopes B 223.2 5.4% 56 Potts loam, 6 to 12 percent slopes B 552.3 13.5% 58 Potts-Ildefonso complex, 12 to 25 percent slopes B 728.3 17.8% 59 Potts-Ildefonso complex, 25 to 45 percent slopes B 6.9 0.2% 65 Torrifluvents, nearly level D 180.1 4.4% 66 Torriorthents- Camborthids-Rock outcrop complex, steep D 245.8 6.0% 67 Torriorthents-Rock outcrop complex, steep D 536.0 13.1% 72 Wann sandy loam, 1 to 3 percent slopes B 75.5 1.8% 73 Water 79.3 1.9% Totals for Area of Interest (AOI)4,102.8 100.0% Hydrologic Soil Group–Rifle Area, Colorado, Parts of Garfield and Mesa Counties Natural Resources Conservation Service Web Soil Survey 2.0 National Cooperative Soil Survey 5/29/2008 Page 3 of 5 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 Hydrologic Soil Group–Rifle Area, Colorado, Parts of Garfield and Mesa Counties Natural Resources Conservation Service Web Soil Survey 2.0 National Cooperative Soil Survey 5/29/2008 Page 4 of 5 Aggregation is the process by which a set of component attribute values is reduced to a single value that represents the map unit as a whole. A map unit is typically composed of one or more "components". A component is either some type of soil or some nonsoil entity, e.g., rock outcrop. For the attribute being aggregated, the first step of the aggregation process is to derive one attribute value for each of a map unit's components. From this set of component attributes, the next step of the aggregation process derives a single value that represents the map unit as a whole. Once a single value for each map unit is derived, a thematic map for soil map units can be rendered. Aggregation must be done because, on any soil map, map units are delineated but components are not. For each of a map unit's components, a corresponding percent composition is recorded. A percent composition of 60 indicates that the corresponding component typically makes up approximately 60% of the map unit. Percent composition is a critical factor in some, but not all, aggregation methods. The aggregation method "Dominant Condition" first groups like attribute values for the components in a map unit. For each group, percent composition is set to the sum of the percent composition of all components participating in that group. These groups now represent "conditions" rather than components. The attribute value associated with the group with the highest cumulative percent composition is returned. If more than one group shares the highest cumulative percent composition, the corresponding "tie-break" rule determines which value should be returned. The "tie-break" rule indicates whether the lower or higher group value should be returned in the case of a percent composition tie. The result returned by this aggregation method represents the dominant condition throughout the map unit only when no tie has occurred. Component Percent Cutoff: None Specified Components whose percent composition is below the cutoff value will not be considered. If no cutoff value is specified, all components in the database will be considered. The data for some contrasting soils of minor extent may not be in the database, and therefore are not considered. Tie-break Rule: Lower The tie-break rule indicates which value should be selected from a set of multiple candidate values, or which value should be selected in the event of a percent composition tie. Hydrologic Soil Group–Rifle Area, Colorado, Parts of Garfield and Mesa Counties Natural Resources Conservation Service Web Soil Survey 2.0 National Cooperative Soil Survey 5/29/2008 Page 5 of 5 Drainage Report APPENDIX B PRECIPITATION DATA Precipitation Frequency Data Output NOAA Atlas 2 Colorado 39.420381 N 108.053412 W Site-specific Estimates Hydrometeorological Design Studies Center - NOAA/National Weather Service 1325 East-West Highway - Silver Spring, MD 20910 - (301) 713-1669 Thu May 29 16:57:49 2008 Map Precipitation (inches) Precipitation Intensity (in/hr) 2-year 6-hour 0.88 0.15 2-year 24-hour 1.16 0.05 100- year 6- hour 1.96 0.33 100- year 24-hour 2.63 0.11 Page 1 of 1Colorado Precipitation Frequency Data -- OUTPUT PAGE 5/29/2008http://hdsc.nws.noaa.gov/cgi-bin/hdsc/na2.perl?qlat=39.420381&qlon=-108.053412&sub... Drainage Report APPENDIX C Pre-developed Off Site and On Site Hydrology Calculations 1 Pre-developed 2 Pre-developed 3 Pre-developed 4 Pre-developed 5 Pre-developed 1,5 Pre Gully 3,4 Pre Gulley 10R Gully 11R Northwest control point 6PreCB Existing Culvert 7PreCB Existing Culvert Drainage Diagram for 103 Pre-developedPrepared by {enter your company name here}, Printed 7/15/2008 HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Subcat Reach Pond Link 103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 2HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 63.428 51 Sagebrush range, Fair, HSG B (1,2,3,4,5) 32.714 58 Pinyon/juniper range, Fair, HSG B (1,2,3,4,5) 1.079 70 Sagebrush range, Fair, HSG D (2,3,4) 60.601 80 Pinyon/juniper range, Fair, HSG D (1,2,3,4) 157.822 TOTAL AREA 103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 3HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Goup Subcatchment Numbers 0.000 HSG A 96.142 HSG B 1, 2, 3, 4, 5 0.000 HSG C 61.680 HSG D 1, 2, 3, 4 0.000 Other 157.822 TOTAL AREA Type II 24-hr 100-yr Rainfall=2.63"103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 4HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Time span=5.00-36.00 hrs, dt=0.01 hrs, 3101 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=82.075 ac 0.00% Impervious Runoff Depth=0.35"Subcatchment 1: Pre-developed Flow Length=6,673' Tc=40.9 min CN=65 Runoff=12.33 cfs 2.378 af Runoff Area=31.323 ac 0.00% Impervious Runoff Depth=0.52"Subcatchment 2: Pre-developed Flow Length=4,077' Tc=15.2 min CN=70 Runoff=17.46 cfs 1.354 af Runoff Area=4.944 ac 0.00% Impervious Runoff Depth=0.82"Subcatchment 3: Pre-developed Flow Length=1,154' Tc=11.2 min CN=77 Runoff=5.82 cfs 0.339 af Runoff Area=27.733 ac 0.00% Impervious Runoff Depth=0.13"Subcatchment 4: Pre-developed Flow Length=1,430' Tc=10.9 min CN=56 Runoff=0.77 cfs 0.290 af Runoff Area=11.747 ac 0.00% Impervious Runoff Depth=0.09"Subcatchment 5: Pre-developed Flow Length=1,403' Tc=8.8 min CN=54 Runoff=0.16 cfs 0.089 af Avg. Depth=0.76' Max Vel=10.79 fps Inflow=12.49 cfs 2.467 afReach 1,5 Pre: Gully n=0.022 L=1,500.0' S=0.1080 '/' Capacity=164.85 cfs Outflow=12.40 cfs 2.467 af Avg. Depth=0.56' Max Vel=9.67 fps Inflow=6.23 cfs 0.630 afReach 3,4 Pre: Gulley n=0.022 L=1,300.0' S=0.1308 '/' Capacity=181.40 cfs Outflow=5.99 cfs 0.630 af Inflow=17.46 cfs 1.354 afReach 10R: Gully Outflow=17.46 cfs 1.354 af Avg. Depth=0.37' Max Vel=5.43 fps Inflow=14.00 cfs 3.096 afReach 11R: Northwest control point n=0.022 L=450.0' S=0.0333 '/' Capacity=3,568.18 cfs Outflow=13.97 cfs 3.096 af Peak Elev=5,341.69' Inflow=12.33 cfs 2.378 afPond 6Pre: Existing Culvert 48.0" x 60.0' Culvert Outflow=12.33 cfs 2.378 af Peak Elev=5,366.50' Inflow=5.82 cfs 0.339 afPond 7Pre: Existing Culvert 18.0" x 60.0' Culvert Outflow=5.82 cfs 0.339 af Total Runoff Area = 157.822 ac Runoff Volume = 4.451 af Average Runoff Depth = 0.34" 100.00% Pervious = 157.822 ac 0.00% Impervious = 0.000 ac Type II 24-hr 100-yr Rainfall=2.63"103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 5HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 1: Pre-developed Runoff = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 7.142 58 Pinyon/juniper range, Fair, HSG B 36.491 80 Pinyon/juniper range, Fair, HSG D 38.442 51 Sagebrush range, Fair, HSG B 82.075 65 Weighted Average 82.075 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 25 0.0800 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 30.0 2,637 0.0857 1.46 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.1 4,011 0.2199 16.23 32.47 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 Earth, clean & winding 40.9 6,673 Total Subcatchment 1: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=82.075 ac Runoff Volume=2.378 af Runoff Depth=0.35" Flow Length=6,673' Tc=40.9 min CN=65 12.33 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 6HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 2: Pre-developed Runoff = 17.46 cfs @ 12.10 hrs, Volume= 1.354 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 6.476 58 Pinyon/juniper range, Fair, HSG B 19.005 80 Pinyon/juniper range, Fair, HSG D 5.170 51 Sagebrush range, Fair, HSG B 0.672 70 Sagebrush range, Fair, HSG D 31.323 70 Weighted Average 31.323 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 25 0.0800 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 5.0 568 0.1427 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.4 3,484 0.2402 16.97 33.93 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 15.2 4,077 Total Subcatchment 2: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=31.323 ac Runoff Volume=1.354 af Runoff Depth=0.52" Flow Length=4,077' Tc=15.2 min CN=70 17.46 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 7HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 3: Pre-developed Runoff = 5.82 cfs @ 12.04 hrs, Volume= 0.339 af, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.382 58 Pinyon/juniper range, Fair, HSG B 4.139 80 Pinyon/juniper range, Fair, HSG D 0.236 51 Sagebrush range, Fair, HSG B 0.187 70 Sagebrush range, Fair, HSG D 4.944 77 Weighted Average 4.944 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.4 25 0.2400 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 6.2 835 0.2023 2.25 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 294 0.0510 7.82 15.64 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 11.2 1,154 Total Subcatchment 3: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=4.944 ac Runoff Volume=0.339 af Runoff Depth=0.82" Flow Length=1,154' Tc=11.2 min CN=77 5.82 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 8HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 4: Pre-developed Runoff = 0.77 cfs @ 12.14 hrs, Volume= 0.290 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 13.635 58 Pinyon/juniper range, Fair, HSG B 0.966 80 Pinyon/juniper range, Fair, HSG D 12.912 51 Sagebrush range, Fair, HSG B 0.220 70 Sagebrush range, Fair, HSG D 27.733 56 Weighted Average 27.733 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 25 0.1600 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 4.7 555 0.1550 1.97 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.1 850 0.1317 12.56 25.13 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 10.9 1,430 Total Subcatchment 4: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=27.733 ac Runoff Volume=0.290 af Runoff Depth=0.13" Flow Length=1,430' Tc=10.9 min CN=56 0.77 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 9HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 5: Pre-developed Runoff = 0.16 cfs @ 12.47 hrs, Volume= 0.089 af, Depth= 0.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 5.079 58 Pinyon/juniper range, Fair, HSG B 6.668 51 Sagebrush range, Fair, HSG B 11.747 54 Weighted Average 11.747 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 25 0.0800 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 0.1 23 0.5109 3.57 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.9 1,355 0.1129 11.63 23.26 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 8.8 1,403 Total Subcatchment 5: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=11.747 ac Runoff Volume=0.089 af Runoff Depth=0.09" Flow Length=1,403' Tc=8.8 min CN=54 0.16 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 10HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 1,5 Pre: Gully Inflow Area = 93.822 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-yr event Inflow = 12.49 cfs @ 12.50 hrs, Volume= 2.467 af Outflow = 12.40 cfs @ 12.53 hrs, Volume= 2.467 af, Atten= 1%, Lag= 1.7 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 10.79 fps, Min. Travel Time= 2.3 min Avg. Velocity = 5.85 fps, Avg. Travel Time= 4.3 min Peak Storage= 1,724 cf @ 12.53 hrs, Average Depth at Peak Storage= 0.76' Bank-Full Depth= 2.00', Capacity at Bank-Full= 164.85 cfs 0.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 1,500.0' Slope= 0.1080 '/' Inlet Invert= 5,302.00', Outlet Invert= 5,140.00' Reach 1,5 Pre: Gully InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=93.822 ac Avg. Depth=0.76' Max Vel=10.79 fps n=0.022 L=1,500.0' S=0.1080 '/' Capacity=164.85 cfs 12.49 cfs12.40 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 11HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 3,4 Pre: Gulley Inflow Area = 32.677 ac, 0.00% Impervious, Inflow Depth = 0.23" for 100-yr event Inflow = 6.23 cfs @ 12.05 hrs, Volume= 0.630 af Outflow = 5.99 cfs @ 12.08 hrs, Volume= 0.630 af, Atten= 4%, Lag= 1.6 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 9.67 fps, Min. Travel Time= 2.2 min Avg. Velocity = 4.68 fps, Avg. Travel Time= 4.6 min Peak Storage= 806 cf @ 12.08 hrs, Average Depth at Peak Storage= 0.56' Bank-Full Depth= 2.00', Capacity at Bank-Full= 181.40 cfs 0.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 1,300.0' Slope= 0.1308 '/' Inlet Invert= 5,361.00', Outlet Invert= 5,191.00' Reach 3,4 Pre: Gulley InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=32.677 ac Avg. Depth=0.56' Max Vel=9.67 fps n=0.022 L=1,300.0' S=0.1308 '/' Capacity=181.40 cfs 6.23 cfs 5.99 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 12HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 10R: Gully [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 31.323 ac, 0.00% Impervious, Inflow Depth = 0.52" for 100-yr event Inflow = 17.46 cfs @ 12.10 hrs, Volume= 1.354 af Outflow = 17.46 cfs @ 12.10 hrs, Volume= 1.354 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Reach 10R: Gully InflowOutflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Flo w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=31.323 ac 17.46 cfs17.46 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 13HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 11R: Northwest control point [62] Warning: Exceeded Reach 1,5 Pre OUTLET depth by 15.07' @ 11.91 hrs Inflow Area = 126.499 ac, 0.00% Impervious, Inflow Depth = 0.29" for 100-yr event Inflow = 14.00 cfs @ 12.51 hrs, Volume= 3.096 af Outflow = 13.97 cfs @ 12.53 hrs, Volume= 3.096 af, Atten= 0%, Lag= 1.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 5.43 fps, Min. Travel Time= 1.4 min Avg. Velocity = 2.76 fps, Avg. Travel Time= 2.7 min Peak Storage= 1,157 cf @ 12.53 hrs, Average Depth at Peak Storage= 0.37' Bank-Full Depth= 5.00', Capacity at Bank-Full= 3,568.18 cfs 5.00' x 5.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 5.0 '/' Top Width= 55.00' Length= 450.0' Slope= 0.0333 '/' Inlet Invert= 5,155.00', Outlet Invert= 5,140.00' ‡ Reach 11R: Northwest control point Inflow Outflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=126.499 ac Avg. Depth=0.37' Max Vel=5.43 fps n=0.022 L=450.0' S=0.0333 '/' Capacity=3,568.18 cfs 14.00 cfs13.97 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 14HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 6Pre: Existing Culvert Inflow Area = 82.075 ac, 0.00% Impervious, Inflow Depth = 0.35" for 100-yr event Inflow = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af Outflow = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af, Atten= 0%, Lag= 0.0 min Primary = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,341.69' @ 12.50 hrs Flood Elev= 5,646.33' Device Routing Invert Outlet Devices #1 Primary 5,340.30'48.0" x 60.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,332.80' S= 0.1250 '/' Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=12.33 cfs @ 12.50 hrs HW=5,341.69' TW=5,302.76' (Dynamic Tailwater) 1=Culvert (Inlet Controls 12.33 cfs @ 3.17 fps) Pond 6Pre: Existing Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=82.075 ac Peak Elev=5,341.69' 48.0" x 60.0' Culvert 12.33 cfs12.33 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre-developed Printed 7/15/2008Prepared by {enter your company name here} Page 15HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 7Pre: Existing Culvert Inflow Area = 4.944 ac, 0.00% Impervious, Inflow Depth = 0.82" for 100-yr event Inflow = 5.82 cfs @ 12.04 hrs, Volume= 0.339 af Outflow = 5.82 cfs @ 12.04 hrs, Volume= 0.339 af, Atten= 0%, Lag= 0.0 min Primary = 5.82 cfs @ 12.04 hrs, Volume= 0.339 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,366.50' @ 12.04 hrs Flood Elev= 5,368.00' Device Routing Invert Outlet Devices #1 Primary 5,365.00'18.0" x 60.0' long insert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,361.00' S= 0.0667 '/' Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=5.82 cfs @ 12.04 hrs HW=5,366.50' TW=5,361.54' (Dynamic Tailwater) 1=insert (Inlet Controls 5.82 cfs @ 3.29 fps) Pond 7Pre: Existing Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=4.944 ac Peak Elev=5,366.50' 18.0" x 60.0' Culvert 5.82 cfs5.82 cfs Drainage Report APPENDIX D Post-developed Hydrology Calculations 1 Pre-developed 2 Pre-developed 3 Pre-developed 4 Pre-developed 5 Pre-developed A Post-developed B Post-developed C Post-developed D Post-developed E Post-developed F Post-developed G Post-developed H Post-developed I Post-developed J Post-developed 2R Ditch 4R Gully 6R Ditch 7R Gully 8Pre Gulley 8R Ditch 9R (new Reach) 10R Gully 11R Gully NW Post Northwest control point 1PCB Culvert 3PCB Culvert 4P North Pond 5PCB Culvert 6PreCB Existing Culvert 7PCB Culvert 7PreCB Existing Culvert 9PCB Culvert 10PCB Culvert 13P East Pond 14P West Pond Drainage Diagram for 103 Pre and Post-developedPrepared by {enter your company name here}, Printed 7/15/2008 HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Subcat Reach Pond Link 103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 2HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 66.014 51 Sagebrush range, Fair, HSG B (1,2,3,4,5,A,E,G) 32.714 58 Pinyon/juniper range, Fair, HSG B (1,2,3,4,5) 2.358 69 50-75% Grass cover, Fair, HSG B (A,B,D,E,F,H,I) 2.041 70 Sagebrush range, Fair, HSG D (2,3,4,A,E) 60.601 80 Pinyon/juniper range, Fair, HSG D (1,2,3,4) 0.068 84 50-75% Grass cover, Fair, HSG D (A,E) 9.571 85 Gravel roads, HSG B (A,B,C,D,E,F,G,H,I,J) 173.367 TOTAL AREA 103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 3HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Goup Subcatchment Numbers 0.000 HSG A 110.657 HSG B 1, 2, 3, 4, 5, A, B, C, D, E, F, G, H, I, J 0.000 HSG C 62.710 HSG D 1, 2, 3, 4, A, E 0.000 Other 173.367 TOTAL AREA Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 4HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Time span=5.00-36.00 hrs, dt=0.01 hrs, 3101 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=82.075 ac 0.00% Impervious Runoff Depth=0.35"Subcatchment 1: Pre-developed Flow Length=6,673' Tc=40.9 min CN=65 Runoff=12.33 cfs 2.378 af Runoff Area=31.323 ac 0.00% Impervious Runoff Depth=0.52"Subcatchment 2: Pre-developed Flow Length=4,077' Tc=15.2 min CN=70 Runoff=17.46 cfs 1.354 af Runoff Area=4.944 ac 0.00% Impervious Runoff Depth=0.82"Subcatchment 3: Pre-developed Flow Length=1,154' Tc=11.2 min CN=77 Runoff=5.82 cfs 0.339 af Runoff Area=27.733 ac 0.00% Impervious Runoff Depth=0.13"Subcatchment 4: Pre-developed Flow Length=1,430' Tc=10.9 min CN=56 Runoff=0.77 cfs 0.290 af Runoff Area=11.747 ac 0.00% Impervious Runoff Depth=0.09"Subcatchment 5: Pre-developed Flow Length=1,403' Tc=8.8 min CN=54 Runoff=0.16 cfs 0.089 af Runoff Area=3.166 ac 0.00% Impervious Runoff Depth=0.48"Subcatchment A: Post-developed Flow Length=1,172' Tc=2.5 min CN=69 Runoff=2.86 cfs 0.127 af Runoff Area=2.135 ac 0.00% Impervious Runoff Depth=1.04"Subcatchment B: Post-developed Flow Length=542' Tc=2.0 min CN=81 Runoff=4.62 cfs 0.184 af Runoff Area=0.981 ac 0.00% Impervious Runoff Depth=1.28"Subcatchment C: Post-developed Flow Length=409' Tc=2.0 min CN=85 Runoff=2.60 cfs 0.105 af Runoff Area=0.593 ac 0.00% Impervious Runoff Depth=1.09"Subcatchment D: Post-developed Flow Length=222' Tc=1.4 min CN=82 Runoff=1.38 cfs 0.054 af Runoff Area=1.730 ac 0.00% Impervious Runoff Depth=0.64"Subcatchment E: Post-developed Flow Length=487' Tc=1.4 min CN=73 Runoff=2.30 cfs 0.092 af Runoff Area=1.725 ac 0.00% Impervious Runoff Depth=0.93"Subcatchment F: Post-developed Flow Length=345' Tc=1.3 min CN=79 Runoff=3.42 cfs 0.133 af Runoff Area=2.237 ac 0.00% Impervious Runoff Depth=0.48"Subcatchment G: Post-developed Flow Length=532' Tc=1.5 min CN=69 Runoff=2.10 cfs 0.090 af Runoff Area=0.919 ac 0.00% Impervious Runoff Depth=1.15"Subcatchment H: Post-developed Flow Length=425' Tc=1.0 min CN=83 Runoff=2.28 cfs 0.088 af Runoff Area=1.301 ac 0.00% Impervious Runoff Depth=0.87"Subcatchment I: Post-developed Flow Length=379' Tc=1.7 min CN=78 Runoff=2.39 cfs 0.095 af Runoff Area=0.758 ac 0.00% Impervious Runoff Depth=1.28"Subcatchment J: Post-developed Flow Length=402' Tc=1.0 min CN=85 Runoff=2.08 cfs 0.081 af Avg. Depth=0.63' Max Vel=5.73 fps Inflow=4.62 cfs 0.184 afReach 2R: Ditch n=0.025 L=100.0' S=0.0500 '/' Capacity=98.71 cfs Outflow=4.60 cfs 0.184 af Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 5HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Avg. Depth=0.65' Max Vel=11.61 fps Inflow=9.99 cfs 0.416 afReach 4R: Gully n=0.022 L=516.0' S=0.1531 '/' Capacity=196.28 cfs Outflow=9.83 cfs 0.416 af Avg. Depth=0.55' Max Vel=8.99 fps Inflow=5.42 cfs 0.722 afReach 6R: Ditch n=0.025 L=175.0' S=0.1486 '/' Capacity=170.15 cfs Outflow=5.42 cfs 0.722 af Avg. Depth=0.44' Max Vel=6.65 fps Inflow=17.46 cfs 1.354 afReach 7R: Gully n=0.022 L=900.0' S=0.0367 '/' Capacity=629.68 cfs Outflow=17.00 cfs 1.354 af Avg. Depth=0.86' Max Vel=3.44 fps Inflow=6.23 cfs 0.630 afReach 8Pre: Gulley n=0.022 L=1,300.0' S=0.0092 '/' Capacity=48.19 cfs Outflow=5.10 cfs 0.630 af Avg. Depth=0.65' Max Vel=8.04 fps Inflow=6.96 cfs 0.855 afReach 8R: Ditch n=0.025 L=380.0' S=0.0946 '/' Capacity=135.76 cfs Outflow=6.85 cfs 0.855 af Inflow=12.49 cfs 2.467 afReach 9R: (new Reach) Outflow=12.49 cfs 2.467 af Avg. Depth=0.72' Max Vel=12.34 fps Inflow=12.79 cfs 2.643 afReach 10R: Gully n=0.022 L=225.0' S=0.1511 '/' Capacity=195.00 cfs Outflow=12.79 cfs 2.643 af Avg. Depth=0.44' Max Vel=3.45 fps Inflow=1.38 cfs 0.054 afReach 11R: Gully n=0.022 L=220.0' S=0.0227 '/' Capacity=75.62 cfs Outflow=1.34 cfs 0.054 af Avg. Depth=0.46' Max Vel=7.66 fps Inflow=14.55 cfs 4.145 afReach NW Post: Northwest control point n=0.022 L=1,200.0' S=0.0508 '/' Capacity=1,101.08 cfs Outflow=13.80 cfs 4.145 af Peak Elev=5,313.73' Inflow=4.62 cfs 0.184 afPond 1P: Culvert 18.0" x 27.1' Culvert Outflow=4.62 cfs 0.184 af Peak Elev=5,307.40' Inflow=7.20 cfs 0.289 afPond 3P: Culvert 18.0" x 37.4' Culvert Outflow=7.20 cfs 0.289 af Peak Elev=5,222.07' Storage=759 cf Inflow=10.99 cfs 1.033 afPond 4P: North Pond Outflow=9.79 cfs 1.033 af Peak Elev=5,349.32' Inflow=5.42 cfs 0.722 afPond 5P: Culvert 18.0" x 20.0' Culvert Outflow=5.42 cfs 0.722 af Peak Elev=5,341.69' Inflow=12.33 cfs 2.378 afPond 6Pre: Existing Culvert 48.0" x 60.0' Culvert Outflow=12.33 cfs 2.378 af Peak Elev=5,321.41' Inflow=6.96 cfs 0.855 afPond 7P: Culvert 18.0" x 20.0' Culvert Outflow=6.96 cfs 0.855 af Peak Elev=5,366.50' Inflow=5.82 cfs 0.339 afPond 7Pre: Existing Culvert 18.0" x 60.0' Culvert Outflow=5.82 cfs 0.339 af Peak Elev=5,281.51' Inflow=8.91 cfs 0.945 afPond 9P: Culvert 18.0" x 20.0' Culvert Outflow=8.91 cfs 0.945 af Peak Elev=5,318.96' Inflow=12.66 cfs 2.562 afPond 10P: Culvert 18.0" x 70.0' Culvert Outflow=12.66 cfs 2.562 af Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 6HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Peak Elev=5,214.50' Storage=7,997 cf Inflow=11.14 cfs 0.470 afPond 13P: East Pond Outflow=0.70 cfs 0.470 af Peak Elev=5,266.79' Storage=4,481 cf Inflow=12.79 cfs 2.643 afPond 14P: West Pond Outflow=10.61 cfs 2.642 af Total Runoff Area = 173.367 ac Runoff Volume = 5.500 af Average Runoff Depth = 0.38" 100.00% Pervious = 173.367 ac 0.00% Impervious = 0.000 ac Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 7HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 1: Pre-developed Runoff = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 7.142 58 Pinyon/juniper range, Fair, HSG B 36.491 80 Pinyon/juniper range, Fair, HSG D 38.442 51 Sagebrush range, Fair, HSG B 82.075 65 Weighted Average 82.075 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 25 0.0800 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 30.0 2,637 0.0857 1.46 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.1 4,011 0.2199 16.23 32.47 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 Earth, clean & winding 40.9 6,673 Total Subcatchment 1: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=82.075 ac Runoff Volume=2.378 af Runoff Depth=0.35" Flow Length=6,673' Tc=40.9 min CN=65 12.33 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 8HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 2: Pre-developed Runoff = 17.46 cfs @ 12.10 hrs, Volume= 1.354 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 6.476 58 Pinyon/juniper range, Fair, HSG B 19.005 80 Pinyon/juniper range, Fair, HSG D 5.170 51 Sagebrush range, Fair, HSG B 0.672 70 Sagebrush range, Fair, HSG D 31.323 70 Weighted Average 31.323 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 25 0.0800 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 5.0 568 0.1427 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.4 3,484 0.2402 16.97 33.93 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 15.2 4,077 Total Subcatchment 2: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=31.323 ac Runoff Volume=1.354 af Runoff Depth=0.52" Flow Length=4,077' Tc=15.2 min CN=70 17.46 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 9HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 3: Pre-developed Runoff = 5.82 cfs @ 12.04 hrs, Volume= 0.339 af, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.382 58 Pinyon/juniper range, Fair, HSG B 4.139 80 Pinyon/juniper range, Fair, HSG D 0.236 51 Sagebrush range, Fair, HSG B 0.187 70 Sagebrush range, Fair, HSG D 4.944 77 Weighted Average 4.944 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.4 25 0.2400 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 6.2 835 0.2023 2.25 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 294 0.0510 7.82 15.64 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 11.2 1,154 Total Subcatchment 3: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=4.944 ac Runoff Volume=0.339 af Runoff Depth=0.82" Flow Length=1,154' Tc=11.2 min CN=77 5.82 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 10HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 4: Pre-developed Runoff = 0.77 cfs @ 12.14 hrs, Volume= 0.290 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 13.635 58 Pinyon/juniper range, Fair, HSG B 0.966 80 Pinyon/juniper range, Fair, HSG D 12.912 51 Sagebrush range, Fair, HSG B 0.220 70 Sagebrush range, Fair, HSG D 27.733 56 Weighted Average 27.733 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 25 0.1600 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 4.7 555 0.1550 1.97 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.1 850 0.1317 12.56 25.13 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 10.9 1,430 Total Subcatchment 4: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=27.733 ac Runoff Volume=0.290 af Runoff Depth=0.13" Flow Length=1,430' Tc=10.9 min CN=56 0.77 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 11HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 5: Pre-developed Runoff = 0.16 cfs @ 12.47 hrs, Volume= 0.089 af, Depth= 0.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 5.079 58 Pinyon/juniper range, Fair, HSG B 6.668 51 Sagebrush range, Fair, HSG B 11.747 54 Weighted Average 11.747 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 25 0.0800 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 0.1 23 0.5109 3.57 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.9 1,355 0.1129 11.63 23.26 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 8.8 1,403 Total Subcatchment 5: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=11.747 ac Runoff Volume=0.089 af Runoff Depth=0.09" Flow Length=1,403' Tc=8.8 min CN=54 0.16 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 12HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment A: Post-developed Runoff = 2.86 cfs @ 11.94 hrs, Volume= 0.127 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 1.299 85 Gravel roads, HSG B 0.213 69 50-75% Grass cover, Fair, HSG B 0.030 84 50-75% Grass cover, Fair, HSG D 1.214 51 Sagebrush range, Fair, HSG B 0.410 70 Sagebrush range, Fair, HSG D 3.166 69 Weighted Average 3.166 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.1544 1.42 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.5 218 0.1941 7.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.7 929 0.0528 9.04 18.08 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.022 Earth, clean & straight 2.5 1,172 Total Subcatchment A: Post-developed Runoff Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=3.166 ac Runoff Volume=0.127 af Runoff Depth=0.48" Flow Length=1,172' Tc=2.5 min CN=69 2.86 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 13HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment B: Post-developed Runoff = 4.62 cfs @ 11.93 hrs, Volume= 0.184 af, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 1.550 85 Gravel roads, HSG B 0.585 69 50-75% Grass cover, Fair, HSG B 2.135 81 Weighted Average 2.135 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 25 0.0288 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.4 180 0.1867 6.96 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.0 337 0.0291 5.91 11.81 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 Earth, clean & winding 2.0 542 Total Subcatchment B: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=2.135 ac Runoff Volume=0.184 af Runoff Depth=1.04" Flow Length=542' Tc=2.0 min CN=81 4.62 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 14HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment C: Post-developed Runoff = 2.60 cfs @ 11.93 hrs, Volume= 0.105 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.981 85 Gravel roads, HSG B 0.981 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 25 0.0196 0.62 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.1 54 0.2497 8.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 330 0.0182 4.67 9.34 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 2.0 409 Total Subcatchment C: Post-developed Runoff Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=0.981 ac Runoff Volume=0.105 af Runoff Depth=1.28" Flow Length=409' Tc=2.0 min CN=85 2.60 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 15HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment D: Post-developed Runoff = 1.38 cfs @ 11.92 hrs, Volume= 0.054 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.497 85 Gravel roads, HSG B 0.096 69 50-75% Grass cover, Fair, HSG B 0.593 82 Weighted Average 0.593 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 25 0.0312 0.75 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.2 85 0.1269 5.74 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 112 0.0074 2.98 5.96 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.4 222 Total Subcatchment D: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=0.593 ac Runoff Volume=0.054 af Runoff Depth=1.09" Flow Length=222' Tc=1.4 min CN=82 1.38 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 16HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment E: Post-developed Runoff = 2.30 cfs @ 11.92 hrs, Volume= 0.092 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.727 85 Gravel roads, HSG B 0.089 69 50-75% Grass cover, Fair, HSG B 0.038 84 50-75% Grass cover, Fair, HSG D 0.324 51 Sagebrush range, Fair, HSG B 0.552 70 Sagebrush range, Fair, HSG D 1.730 73 Weighted Average 1.730 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.1524 1.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.5 210 0.1956 7.12 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 252 0.0374 6.69 13.39 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.4 487 Total Subcatchment E: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=1.730 ac Runoff Volume=0.092 af Runoff Depth=0.64" Flow Length=487' Tc=1.4 min CN=73 2.30 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 17HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment F: Post-developed Runoff = 3.42 cfs @ 11.92 hrs, Volume= 0.133 af, Depth= 0.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 1.060 85 Gravel roads, HSG B 0.665 69 50-75% Grass cover, Fair, HSG B 1.725 79 Weighted Average 1.725 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 25 0.0212 0.64 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.2 122 0.2585 8.19 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 198 0.0358 6.55 13.10 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.3 345 Total Subcatchment F: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=1.725 ac Runoff Volume=0.133 af Runoff Depth=0.93" Flow Length=345' Tc=1.3 min CN=79 3.42 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 18HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment G: Post-developed Runoff = 2.10 cfs @ 11.93 hrs, Volume= 0.090 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 1.189 85 Gravel roads, HSG B 1.048 51 Sagebrush range, Fair, HSG B 2.237 69 Weighted Average 2.237 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 25 0.0216 0.65 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.1 47 0.3076 8.93 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 460 0.0710 9.22 18.45 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.5 532 Total Subcatchment G: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=2.237 ac Runoff Volume=0.090 af Runoff Depth=0.48" Flow Length=532' Tc=1.5 min CN=69 2.10 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 19HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment H: Post-developed [49] Hint: Tc<2dt may require smaller dt Runoff = 2.28 cfs @ 11.91 hrs, Volume= 0.088 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.777 85 Gravel roads, HSG B 0.142 69 50-75% Grass cover, Fair, HSG B 0.919 83 Weighted Average 0.919 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.1244 1.30 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.1 25 0.2092 7.36 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 375 0.1028 11.10 22.20 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.0 425 Total Subcatchment H: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=0.919 ac Runoff Volume=0.088 af Runoff Depth=1.15" Flow Length=425' Tc=1.0 min CN=83 2.28 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 20HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment I: Post-developed Runoff = 2.39 cfs @ 11.92 hrs, Volume= 0.095 af, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.733 85 Gravel roads, HSG B 0.568 69 50-75% Grass cover, Fair, HSG B 1.301 78 Weighted Average 1.301 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 25 0.0200 0.63 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.2 110 0.2681 8.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 244 0.0194 4.82 9.64 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.7 379 Total Subcatchment I: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=1.301 ac Runoff Volume=0.095 af Runoff Depth=0.87" Flow Length=379' Tc=1.7 min CN=78 2.39 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 21HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment J: Post-developed [49] Hint: Tc<2dt may require smaller dt Runoff = 2.08 cfs @ 11.91 hrs, Volume= 0.081 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.758 85 Gravel roads, HSG B 0.758 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.2092 1.61 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.1 25 0.1140 5.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 352 0.0790 9.73 19.46 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.0 402 Total Subcatchment J: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=0.758 ac Runoff Volume=0.081 af Runoff Depth=1.28" Flow Length=402' Tc=1.0 min CN=85 2.08 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 22HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 2R: Ditch Inflow Area = 2.135 ac, 0.00% Impervious, Inflow Depth = 1.04" for 100-yr event Inflow = 4.62 cfs @ 11.93 hrs, Volume= 0.184 af Outflow = 4.60 cfs @ 11.93 hrs, Volume= 0.184 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 5.73 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.13 fps, Avg. Travel Time= 0.8 min Peak Storage= 80 cf @ 11.93 hrs, Average Depth at Peak Storage= 0.63' Bank-Full Depth= 2.00', Capacity at Bank-Full= 98.71 cfs 0.00' x 2.00' deep channel, n= 0.025 Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 100.0' Slope= 0.0500 '/' Inlet Invert= 5,312.00', Outlet Invert= 5,307.00' Reach 2R: Ditch InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=2.135 ac Avg. Depth=0.63' Max Vel=5.73 fps n=0.025 L=100.0' S=0.0500 '/' Capacity=98.71 cfs 4.62 cfs4.60 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 23HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 4R: Gully Inflow Area = 6.282 ac, 0.00% Impervious, Inflow Depth = 0.80" for 100-yr event Inflow = 9.99 cfs @ 11.93 hrs, Volume= 0.416 af Outflow = 9.83 cfs @ 11.94 hrs, Volume= 0.416 af, Atten= 2%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 11.61 fps, Min. Travel Time= 0.7 min Avg. Velocity = 4.15 fps, Avg. Travel Time= 2.1 min Peak Storage= 437 cf @ 11.94 hrs, Average Depth at Peak Storage= 0.65' Bank-Full Depth= 2.00', Capacity at Bank-Full= 196.28 cfs 0.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 516.0' Slope= 0.1531 '/' Inlet Invert= 5,295.00', Outlet Invert= 5,216.00' Reach 4R: Gully InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.282 ac Avg. Depth=0.65' Max Vel=11.61 fps n=0.022 L=516.0' S=0.1531 '/' Capacity=196.28 cfs 9.99 cfs 9.83 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 24HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 6R: Ditch Inflow Area = 34.407 ac, 0.00% Impervious, Inflow Depth = 0.25" for 100-yr event Inflow = 5.42 cfs @ 12.11 hrs, Volume= 0.722 af Outflow = 5.42 cfs @ 12.12 hrs, Volume= 0.722 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 8.99 fps, Min. Travel Time= 0.3 min Avg. Velocity = 4.11 fps, Avg. Travel Time= 0.7 min Peak Storage= 106 cf @ 12.12 hrs, Average Depth at Peak Storage= 0.55' Bank-Full Depth= 2.00', Capacity at Bank-Full= 170.15 cfs 0.00' x 2.00' deep channel, n= 0.025 Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 175.0' Slope= 0.1486 '/' Inlet Invert= 5,347.00', Outlet Invert= 5,321.00' Reach 6R: Ditch InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=34.407 ac Avg. Depth=0.55' Max Vel=8.99 fps n=0.025 L=175.0' S=0.1486 '/' Capacity=170.15 cfs 5.42 cfs5.42 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 25HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 7R: Gully Inflow Area = 31.323 ac, 0.00% Impervious, Inflow Depth = 0.52" for 100-yr event Inflow = 17.46 cfs @ 12.10 hrs, Volume= 1.354 af Outflow = 17.00 cfs @ 12.12 hrs, Volume= 1.354 af, Atten= 3%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 6.65 fps, Min. Travel Time= 2.3 min Avg. Velocity = 2.22 fps, Avg. Travel Time= 6.8 min Peak Storage= 2,302 cf @ 12.12 hrs, Average Depth at Peak Storage= 0.44' Bank-Full Depth= 3.00', Capacity at Bank-Full= 629.68 cfs 5.00' x 3.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 17.00' Length= 900.0' Slope= 0.0367 '/' Inlet Invert= 5,235.00', Outlet Invert= 5,202.00' Reach 7R: Gully InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=31.323 ac Avg. Depth=0.44' Max Vel=6.65 fps n=0.022 L=900.0' S=0.0367 '/' Capacity=629.68 cfs 17.46 cfs 17.00 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 26HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 8Pre: Gulley Inflow Area = 32.677 ac, 0.00% Impervious, Inflow Depth = 0.23" for 100-yr event Inflow = 6.23 cfs @ 12.05 hrs, Volume= 0.630 af Outflow = 5.10 cfs @ 12.11 hrs, Volume= 0.630 af, Atten= 18%, Lag= 3.8 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.44 fps, Min. Travel Time= 6.3 min Avg. Velocity = 1.43 fps, Avg. Travel Time= 15.2 min Peak Storage= 1,930 cf @ 12.11 hrs, Average Depth at Peak Storage= 0.86' Bank-Full Depth= 2.00', Capacity at Bank-Full= 48.19 cfs 0.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 1,300.0' Slope= 0.0092 '/' Inlet Invert= 5,361.00', Outlet Invert= 5,349.00' Reach 8Pre: Gulley InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=32.677 ac Avg. Depth=0.86' Max Vel=3.44 fps n=0.022 L=1,300.0' S=0.0092 '/' Capacity=48.19 cfs 6.23 cfs 5.10 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 27HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 8R: Ditch Inflow Area = 36.132 ac, 0.00% Impervious, Inflow Depth = 0.28" for 100-yr event Inflow = 6.96 cfs @ 11.93 hrs, Volume= 0.855 af Outflow = 6.85 cfs @ 11.94 hrs, Volume= 0.855 af, Atten= 2%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 8.04 fps, Min. Travel Time= 0.8 min Avg. Velocity = 3.47 fps, Avg. Travel Time= 1.8 min Peak Storage= 324 cf @ 11.94 hrs, Average Depth at Peak Storage= 0.65' Bank-Full Depth= 2.00', Capacity at Bank-Full= 135.76 cfs 0.00' x 2.00' deep channel, n= 0.025 Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 380.0' Slope= 0.0946 '/' Inlet Invert= 5,318.00', Outlet Invert= 5,282.06' Reach 8R: Ditch InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=36.132 ac Avg. Depth=0.65' Max Vel=8.04 fps n=0.025 L=380.0' S=0.0946 '/' Capacity=135.76 cfs 6.96 cfs6.85 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 28HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 9R: (new Reach) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 93.822 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-yr event Inflow = 12.49 cfs @ 12.50 hrs, Volume= 2.467 af Outflow = 12.49 cfs @ 12.50 hrs, Volume= 2.467 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Reach 9R: (new Reach) InflowOutflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Flo w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=93.822 ac 12.49 cfs12.49 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 29HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 10R: Gully Inflow Area = 95.881 ac, 0.00% Impervious, Inflow Depth = 0.33" for 100-yr event Inflow = 12.79 cfs @ 12.50 hrs, Volume= 2.643 af Outflow = 12.79 cfs @ 12.50 hrs, Volume= 2.643 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 12.34 fps, Min. Travel Time= 0.3 min Avg. Velocity = 6.35 fps, Avg. Travel Time= 0.6 min Peak Storage= 233 cf @ 12.50 hrs, Average Depth at Peak Storage= 0.72' Bank-Full Depth= 2.00', Capacity at Bank-Full= 195.00 cfs 0.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 225.0' Slope= 0.1511 '/' Inlet Invert= 5,303.00', Outlet Invert= 5,269.00' Reach 10R: Gully InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=95.881 ac Avg. Depth=0.72' Max Vel=12.34 fps n=0.022 L=225.0' S=0.1511 '/' Capacity=195.00 cfs 12.79 cfs12.79 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 30HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 11R: Gully Inflow Area = 0.593 ac, 0.00% Impervious, Inflow Depth = 1.09" for 100-yr event Inflow = 1.38 cfs @ 11.92 hrs, Volume= 0.054 af Outflow = 1.34 cfs @ 11.93 hrs, Volume= 0.054 af, Atten= 3%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.45 fps, Min. Travel Time= 1.1 min Avg. Velocity = 1.26 fps, Avg. Travel Time= 2.9 min Peak Storage= 85 cf @ 11.93 hrs, Average Depth at Peak Storage= 0.44' Bank-Full Depth= 2.00', Capacity at Bank-Full= 75.62 cfs 0.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 220.0' Slope= 0.0227 '/' Inlet Invert= 5,300.00', Outlet Invert= 5,295.00' Reach 11R: Gully InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Inflow Area=0.593 ac Avg. Depth=0.44' Max Vel=3.45 fps n=0.022 L=220.0' S=0.0227 '/' Capacity=75.62 cfs 1.38 cfs 1.34 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 31HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach NW Post: Northwest control point Inflow Area = 142.044 ac, 0.00% Impervious, Inflow Depth = 0.35" for 100-yr event Inflow = 14.55 cfs @ 11.95 hrs, Volume= 4.145 af Outflow = 13.80 cfs @ 11.98 hrs, Volume= 4.145 af, Atten= 5%, Lag= 1.7 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 7.66 fps, Min. Travel Time= 2.6 min Avg. Velocity = 3.75 fps, Avg. Travel Time= 5.3 min Peak Storage= 2,161 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.46' Bank-Full Depth= 4.00', Capacity at Bank-Full= 1,101.08 cfs 3.00' x 4.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 19.00' Length= 1,200.0' Slope= 0.0508 '/' Inlet Invert= 5,201.00', Outlet Invert= 5,140.00' Reach NW Post: Northwest control point InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=142.044 ac Avg. Depth=0.46' Max Vel=7.66 fps n=0.022 L=1,200.0' S=0.0508 '/' Capacity=1,101.08 cfs 14.55 cfs 13.80 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 32HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 1P: Culvert Inflow Area = 2.135 ac, 0.00% Impervious, Inflow Depth = 1.04" for 100-yr event Inflow = 4.62 cfs @ 11.93 hrs, Volume= 0.184 af Outflow = 4.62 cfs @ 11.93 hrs, Volume= 0.184 af, Atten= 0%, Lag= 0.0 min Primary = 4.62 cfs @ 11.93 hrs, Volume= 0.184 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,313.73' @ 11.93 hrs Flood Elev= 5,315.50' Device Routing Invert Outlet Devices #1 Primary 5,312.50'18.0" x 27.1' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,312.10' S= 0.0148 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=4.60 cfs @ 11.93 hrs HW=5,313.73' TW=5,312.63' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.60 cfs @ 2.98 fps) Pond 1P: Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=2.135 ac Peak Elev=5,313.73' 18.0" x 27.1' Culvert 4.62 cfs4.62 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 33HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 3P: Culvert [61] Hint: Exceeded Reach 2R outlet invert by 0.40' @ 11.93 hrs Inflow Area = 3.116 ac, 0.00% Impervious, Inflow Depth = 1.11" for 100-yr event Inflow = 7.20 cfs @ 11.93 hrs, Volume= 0.289 af Outflow = 7.20 cfs @ 11.93 hrs, Volume= 0.289 af, Atten= 0%, Lag= 0.0 min Primary = 7.20 cfs @ 11.93 hrs, Volume= 0.289 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,307.40' @ 11.93 hrs Flood Elev= 5,308.50' Device Routing Invert Outlet Devices #1 Primary 5,305.50'18.0" x 37.4' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,304.75' S= 0.0201 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=7.19 cfs @ 11.93 hrs HW=5,307.40' TW=5,295.64' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.19 cfs @ 4.07 fps) Pond 3P: Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=3.116 ac Peak Elev=5,307.40' 18.0" x 37.4' Culvert 7.20 cfs7.20 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 34HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 4P: North Pond Inflow Area = 39.288 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-yr event Inflow = 10.99 cfs @ 11.93 hrs, Volume= 1.033 af Outflow = 9.79 cfs @ 11.96 hrs, Volume= 1.033 af, Atten= 11%, Lag= 1.9 min Primary = 9.79 cfs @ 11.96 hrs, Volume= 1.033 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,222.07' @ 11.96 hrs Surf.Area= 713 sf Storage= 759 cf Plug-Flow detention time= 1.1 min calculated for 1.033 af (100% of inflow) Center-of-Mass det. time= 1.1 min ( 911.2 - 910.2 ) Volume Invert Avail.Storage Storage Description #1 5,220.00' 1,596 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5,220.00 80 0 0 5,221.00 326 203 203 5,222.00 683 505 708 5,223.00 1,094 889 1,596 Device Routing Invert Outlet Devices #1 Primary 5,220.00'18.0" x 95.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 5,209.00' S= 0.1158 '/' Cc= 0.900 n= 0.012 #2 Primary 5,223.00'4.0' long (Profile 9) Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 Primary OutFlow Max=9.79 cfs @ 11.96 hrs HW=5,222.07' TW=5,201.45' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.79 cfs @ 5.54 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 35HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Pond 4P: North Pond Inflow Primary Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=39.288 ac Peak Elev=5,222.07' Storage=759 cf 10.99 cfs 9.79 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 36HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 5P: Culvert [61] Hint: Exceeded Reach 8Pre outlet invert by 0.32' @ 12.11 hrs Inflow Area = 34.407 ac, 0.00% Impervious, Inflow Depth = 0.25" for 100-yr event Inflow = 5.42 cfs @ 12.11 hrs, Volume= 0.722 af Outflow = 5.42 cfs @ 12.11 hrs, Volume= 0.722 af, Atten= 0%, Lag= 0.0 min Primary = 5.42 cfs @ 12.11 hrs, Volume= 0.722 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,349.32' @ 12.11 hrs Flood Elev= 5,350.43' Device Routing Invert Outlet Devices #1 Primary 5,347.93'18.0" x 20.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,347.53' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=5.42 cfs @ 12.11 hrs HW=5,349.32' TW=5,347.55' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.42 cfs @ 3.17 fps) Pond 5P: Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=34.407 ac Peak Elev=5,349.32' 18.0" x 20.0' Culvert 5.42 cfs5.42 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 37HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 6Pre: Existing Culvert Inflow Area = 82.075 ac, 0.00% Impervious, Inflow Depth = 0.35" for 100-yr event Inflow = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af Outflow = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af, Atten= 0%, Lag= 0.0 min Primary = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,341.69' @ 12.50 hrs Flood Elev= 5,646.33' Device Routing Invert Outlet Devices #1 Primary 5,340.30'48.0" x 60.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,332.80' S= 0.1250 '/' Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=12.33 cfs @ 12.50 hrs HW=5,341.69' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 12.33 cfs @ 3.17 fps) Pond 6Pre: Existing Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=82.075 ac Peak Elev=5,341.69' 48.0" x 60.0' Culvert 12.33 cfs12.33 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 38HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 7P: Culvert [61] Hint: Exceeded Reach 6R outlet invert by 0.41' @ 11.93 hrs Inflow Area = 36.132 ac, 0.00% Impervious, Inflow Depth = 0.28" for 100-yr event Inflow = 6.96 cfs @ 11.93 hrs, Volume= 0.855 af Outflow = 6.96 cfs @ 11.93 hrs, Volume= 0.855 af, Atten= 0%, Lag= 0.0 min Primary = 6.96 cfs @ 11.93 hrs, Volume= 0.855 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,321.41' @ 11.93 hrs Flood Elev= 5,322.65' Device Routing Invert Outlet Devices #1 Primary 5,320.00'18.0" x 20.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 5,319.60' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=6.94 cfs @ 11.93 hrs HW=5,321.40' TW=5,318.65' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.94 cfs @ 4.04 fps) Pond 7P: Culvert InflowPrimary Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=36.132 ac Peak Elev=5,321.41' 18.0" x 20.0' Culvert 6.96 cfs6.96 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 39HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 7Pre: Existing Culvert Inflow Area = 4.944 ac, 0.00% Impervious, Inflow Depth = 0.82" for 100-yr event Inflow = 5.82 cfs @ 12.04 hrs, Volume= 0.339 af Outflow = 5.82 cfs @ 12.04 hrs, Volume= 0.339 af, Atten= 0%, Lag= 0.0 min Primary = 5.82 cfs @ 12.04 hrs, Volume= 0.339 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,366.50' @ 12.04 hrs Flood Elev= 5,368.00' Device Routing Invert Outlet Devices #1 Primary 5,365.00'18.0" x 60.0' long insert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,361.00' S= 0.0667 '/' Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=5.82 cfs @ 12.04 hrs HW=5,366.50' TW=5,361.79' (Dynamic Tailwater) 1=insert (Inlet Controls 5.82 cfs @ 3.29 fps) Pond 7Pre: Existing Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=4.944 ac Peak Elev=5,366.50' 18.0" x 60.0' Culvert 5.82 cfs5.82 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 40HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 9P: Culvert Inflow Area = 38.369 ac, 0.00% Impervious, Inflow Depth = 0.30" for 100-yr event Inflow = 8.91 cfs @ 11.94 hrs, Volume= 0.945 af Outflow = 8.91 cfs @ 11.94 hrs, Volume= 0.945 af, Atten= 0%, Lag= 0.0 min Primary = 8.91 cfs @ 11.94 hrs, Volume= 0.945 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,281.51' @ 11.94 hrs Flood Elev= 5,282.10' Device Routing Invert Outlet Devices #1 Primary 5,279.00'18.0" x 20.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,278.60' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=8.88 cfs @ 11.94 hrs HW=5,281.50' TW=5,221.96' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.88 cfs @ 5.03 fps) Pond 9P: Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=38.369 ac Peak Elev=5,281.51' 18.0" x 20.0' Culvert 8.91 cfs8.91 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 41HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 10P: Culvert Inflow Area = 95.123 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-yr event Inflow = 12.66 cfs @ 12.50 hrs, Volume= 2.562 af Outflow = 12.66 cfs @ 12.50 hrs, Volume= 2.562 af, Atten= 0%, Lag= 0.0 min Primary = 12.66 cfs @ 12.50 hrs, Volume= 2.562 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,318.96' @ 12.50 hrs Flood Elev= 5,327.17' Device Routing Invert Outlet Devices #1 Primary 5,316.00'18.0" x 70.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 5,314.60' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=12.66 cfs @ 12.50 hrs HW=5,318.96' TW=5,303.72' (Dynamic Tailwater) 1=Culvert (Inlet Controls 12.66 cfs @ 7.16 fps) Pond 10P: Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=95.123 ac Peak Elev=5,318.96' 18.0" x 70.0' Culvert 12.66 cfs12.66 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 42HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 13P: East Pond Inflow Area = 6.875 ac, 0.00% Impervious, Inflow Depth = 0.82" for 100-yr event Inflow = 11.14 cfs @ 11.94 hrs, Volume= 0.470 af Outflow = 0.70 cfs @ 12.81 hrs, Volume= 0.470 af, Atten= 94%, Lag= 52.1 min Primary = 0.70 cfs @ 12.81 hrs, Volume= 0.470 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,214.50' @ 12.81 hrs Surf.Area= 2,864 sf Storage= 7,997 cf Plug-Flow detention time= 105.7 min calculated for 0.470 af (100% of inflow) Center-of-Mass det. time= 105.7 min ( 959.6 - 853.9 ) Volume Invert Avail.Storage Storage Description #1 5,208.00' 9,522 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5,208.00 70 0 0 5,209.00 333 202 202 5,210.00 633 483 685 5,211.00 986 810 1,494 5,212.00 1,427 1,207 2,701 5,213.00 1,965 1,696 4,397 5,214.00 2,552 2,259 6,655 5,215.00 3,182 2,867 9,522 Device Routing Invert Outlet Devices #1 Primary 5,208.00'4.0" x 72.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,204.00' S= 0.0556 '/' Cc= 0.900 n= 0.012 #2 Primary 5,215.00'4.0' long (Profile 9) Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 Primary OutFlow Max=0.70 cfs @ 12.81 hrs HW=5,214.50' TW=5,201.45' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.70 cfs @ 8.00 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 43HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Pond 13P: East Pond Inflow Primary Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.875 ac Peak Elev=5,214.50' Storage=7,997 cf 11.14 cfs 0.70 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 44HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 14P: West Pond Inflow Area = 95.881 ac, 0.00% Impervious, Inflow Depth = 0.33" for 100-yr event Inflow = 12.79 cfs @ 12.50 hrs, Volume= 2.643 af Outflow = 10.61 cfs @ 12.71 hrs, Volume= 2.642 af, Atten= 17%, Lag= 12.7 min Primary = 10.61 cfs @ 12.71 hrs, Volume= 2.642 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,266.79' @ 12.71 hrs Surf.Area= 1,897 sf Storage= 4,481 cf Plug-Flow detention time= 2.4 min calculated for 2.642 af (100% of inflow) Center-of-Mass det. time= 2.2 min ( 947.4 - 945.2 ) Volume Invert Avail.Storage Storage Description #1 5,260.00' 5,382 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5,260.00 0 0 0 5,261.00 49 25 25 5,262.00 188 119 143 5,263.00 406 297 440 5,264.00 694 550 990 5,265.00 1,054 874 1,864 5,266.00 1,489 1,272 3,136 5,267.00 2,003 1,746 4,882 5,267.50 0 501 5,382 Device Routing Invert Outlet Devices #1 Primary 5,261.00'15.0" x 85.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,251.00' S= 0.1176 '/' Cc= 0.900 n= 0.012 #2 Primary 5,267.00'4.0' long (Profile 9) Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 Primary OutFlow Max=10.61 cfs @ 12.71 hrs HW=5,266.79' TW=5,201.45' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.61 cfs @ 8.64 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 45HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Pond 14P: West Pond Inflow Primary Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=95.881 ac Peak Elev=5,266.79' Storage=4,481 cf 12.79 cfs 10.61 cfs Drainage Report APPENDIX E Structure Capacity Calculations FlowMaster v5.1507/15/08 Page 1 of 1 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-166603:31:09 PM Worksheet for Trapezoidal Channel Dam Spillway Project Description Project File l:\bd0jtp~b\1xxykc~e\h1vr30~i\103.fm2 Worksheet Dam weir Flow Element Trapezoidal Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.030 Channel Slope 2.0000 % Depth 1.00 ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Bottom Width 4.00 ft Results Discharge 33.39 cfs Flow Area 6.00 ft² Wetted Perimeter 8.47 ft Top Width 8.00 ft Critical Depth 1.07 ft Critical Slope 0.015318 ft/ft Velocity 5.57 ft/s Velocity Head 0.48 ft Specific Energy 1.48 ft Froude Number 1.13 Flow is supercritical. 07/15/08 FlowMaster v5.15 Page 1 of 1 03:31:49 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Dam Spillway channel Worksheet for Trapezoidal Channel Project Description Project File l:\bd0jtp~b\1xxykc~e\h1vr30~i\103.fm2 Worksheet Dam spillways Flow Element Trapezoidal Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.030 Channel Slope 3.000000 H : V Depth 1.00 ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Bottom Width 4.00 ft Results Discharge 136.32 cfs Flow Area 6.00 ft² Wetted Perimeter 8.47 ft Top Width 8.00 ft Critical Depth 2.29 ft Critical Slope 0.012747 ft/ft Velocity 22.72 ft/s Velocity Head 8.02 ft Specific Energy 9.02 ft Froude Number 4.63 Flow is supercritical. Page 1 of 1 FlowMaster v5.15 03:33:53 PM 07/15/08 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Swale Worksheet for Triangular Channel Project Description Project File l:\bd0jtp~b\1xxykc~e\h1vr30~i\103.fm2 Worksheet triangular channel Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.035 Channel Slope 5.2800 % Depth 1.00 ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Results Discharge 11.41 cfs Flow Area 2.00 ft² Wetted Perimeter 4.47 ft Top Width 4.00 ft Critical Depth 1.15 ft Critical Slope 0.024899 ft/ft Velocity 5.70 ft/s Velocity Head 0.51 ft Specific Energy 1.51 ft Froude Number 1.42 Flow is supercritical. 03:33:20 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 07/15/08 Page 1 of 1 FlowMaster v5.15 Existing 48" culvert Worksheet for Circular Channel Project Description Project File l:\bd0jtp~b\1xxykc~e\h1vr30~i\103.fm2 Worksheet Existing 48" Culvert Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.024 Channel Slope 0.125000 ft/ft Depth 4.00 ft Diameter 48.00 in Results Discharge 275.07 cfs Flow Area 12.57 ft² Wetted Perimeter 12.57 ft Top Width 0.00 ft Critical Depth 3.96 ft Percent Full 100.00 Critical Slope 0.114676 ft/ft Velocity 21.89 ft/s Velocity Head 7.45 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 295.90 cfs Full Flow Capacity 275.07 cfs Full Flow Slope 0.125000 ft/ft FlowMaster v5.15 03:32:24 PM Page 1 of 1 07/15/08 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Worksheet for Triangular Channel Existing Road Ditch Project Description Project File l:\bd0jtp~b\1xxykc~e\h1vr30~i\103.fm2 Worksheet Gas road ditch Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.035 Channel Slope 7.0000 % Depth 1.00 ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Results Discharge 13.14 cfs Flow Area 2.00 ft² Wetted Perimeter 4.47 ft Top Width 4.00 ft Critical Depth 1.22 ft Critical Slope 0.024436 ft/ft Velocity 6.57 ft/s Velocity Head 0.67 ft Specific Energy 1.67 ft Froude Number 1.64 Flow is supercritical. High Mesa RV Park Garfield County, Colorado DRAINAGE REPORT — ADDENDUM — February 20, 2009 Prepared for: Bob Graham Ridge Partners, LLC 1860 Lousetown Road Reno, NV 89521 Engineer: Christopher Furman, P.E. Bell Consulting LLC P.O. Box 8 Rifle, CO 81650 970/625- 9313 High Mesa RV Park, Drainage Report - 1 - June 20, 2008 Contents  introduction  DESCRIPTION  BASINS  METHODOLOGY  Off site impacts  conclusions  Drainage Report Addendum #1  APPENDIX A  Off Site Hydrology Calculations  High Mesa RV Park, Drainage Report - 2 - June 20, 2008 February 20, 2009 Bob Graham Ridge Partners, LLC 1860 Lousetown Road Reno, NV 89521 RE: Drainage Report Addendum – High Mesa RV Park, Near Battlement Mesa, CO Mr. Graham, INTRODUCTION Bell Consulting LLC. has prepared the following Drainage Report Addendum for the High Mesa RV Park located within Garfield County, near the Communities of Battlement Mesa and Parachute, Colorado. This report is intended to supplement the Drainage Report prepared previously for the High Mesa RV Park. The purpose of this addendum is to evaluate offsite drainage impacts to the private access road serving the RV Park from County Road 300 aka. Stone Quarry Road. The access road has been previously constructed as a gravel road and Bell Consulting LLC is performing an evaluation, and redesign if and where necessary, of the road with respect to road geometry and drainage. DESCRIPTION The access road serves the RV Park from the west and is located on the north facing slope below High Mesa. The grades of the existing surface generally range from about 12% to 20%. The site vegetation is predominantly sage brush and similar plants with Piñon -Juniper forested areas with grassy understory and good coverage. BASINS The designation of basin boundaries is shown on the map provided. The off-site area was divided into five basins utilizing USGS topographic quadrangle maps to delineate the basin boundaries and flow patterns. The area up-gradient of the access road was delineated into 4 basins for the analysis. The three easterly basins abut the access road where culverts were previously constructed. The topography of the site is such that there are many small gullies running roughly parallel to what we have considered the major basins in the evaluation. During the construction of the access road culverts were provided for the minor gullies as well. METHODOLOGY The peak runoff flows for the analysis were determined with the HydroCAD computer program using the methodology given in the Soil Conservation Service’s “Technical Release No. 20, Urban Hydrology.” Design criteria established by Garfield County require that peak runoff flows be analyzed assuming a 100-year frequency storm event. The 100-year, 24-hour precipitation event was estimated to be 2.63 inches. The 2-year, 24-hour precipitation event was estimated at 1.16-inches. These data were collected from the online National Weather High Mesa RV Park, Drainage Report - 3 - June 20, 2008 Service NOAA Atlas 2 interactive program for the 2-year and 100-year data for the subject site, see appendix. The NRCS/SCS soils mapping lists the soils in the area primarily in the Hydrologic Group B with areas of Group D soils within the off-site basins. The type of ground cover as well as density also affects the runoff volume from a site. The off-site areas consist primarily of a mix if sagebrush and related vegetation with Piñon -Juniper forest of fair to good coverage. The curve numbers used have been selected from the standard curve number table, included in the HydroCAD program. The actual values used are included in the appendices in the HydroCAD output. Calculations provided herein and the design of the infrastructure is based upon the 100-year storm event. The design of the proposed storm drainage piping has the capacity for 100-year event flows. The site was analyzed for the up-gradient existing conditions to determine the potential impacts to the access road with respect to rates of runoff flows. OFF SITE IMPACTS The four basins contribute run-off flows to the access road from the south. The majority of the subject area gently slopes to the north northwest with no signs of recent flooding. Flows from the off-site basins will be mostly intercepted by the improved gravel access road and directed via road side ditch to existing Corrugated Metal Pipe (CMP) culverts under the road then within natural existing gullies to the drainage which roughly runs along County Road 300. The flows ultimately contribute to the Colorado River which is about two-thirds of a mile to the northwest. Following is a table indicating peak flows from the pre-developed and offsite basins. Pre-developed Runoff BASIN AREA (acres) CN Peak Runoff (cfs) 100 year AR6 57.15 66 23.28 AR7 150.8 60 11.48 AR8 52.76 65 13.10 AR9 160.8 60 22.03 The offsite flows will be directed as follows: Basin AR6 flows are diverted by the existing improved gravel access road via the road side ditch to existing 36-inch and 48-inch CMP culverts. Basin AR7 flows are diverted by the existing improved gravel access road via the road side ditch to existing 24-inch, 36-inch and 72-inch CMP culverts. Basin AR8 flows are diverted by the existing improved gravel access road via the road side ditch to an existing 72- inch CMP culvert. The culverts discharge to existing gullies which will remain. The flows will then continue in the natural gullies, eventually flowing to the Colorado River. Basin AR9 High Mesa RV Park, Drainage Report - 4 - June 20, 2008 flows do not directly impact the existing access road and flow in natural channels to County Road 300 to an existing 30-inch CMP culvert. CONCLUSIONS The storm drainage analysis provides calculations indicating that the existing gravel access road drainage structures are sufficient and meets the County’s design guidelines. If you have any questions, please do not hesitate to call 970-625-9313. Sincerely, Chris Furman, P.E. Encl: Figures, Appendices L:\BC-jobfiles\103-RV Park\Hydrology - Drainage\Drainage Report\Drainage Report-103 addendum.docx High Mesa RV Park, Drainage Report - 2 - June 20, 2008 February 20, 2009 Bob Graham Ridge Partners, LLC 1860 Lousetown Road Reno, NV 89521 RE: Drainage Report Addendum – High Mesa RV Park, Near Battlement Mesa, CO Mr. Graham, INTRODUCTION Bell Consulting LLC. has prepared the following Drainage Report Addendum for the High Mesa RV Park located within Garfield County, near the Communities of Battlement Mesa and Parachute, Colorado. This report is intended to supplement the Drainage Report prepared previously for the High Mesa RV Park. The purpose of this addendum is to evaluate offsite drainage impacts to the private access road serving the RV Park from County Road 300 aka. Stone Quarry Road. The access road has been previously constructed as a gravel road and Bell Consulting LLC is performing an evaluation, and redesign if and where necessary, of the road with respect to road geometry and drainage. DESCRIPTION The access road serves the RV Park from the west and is located on the north facing slope below High Mesa. The grades of the existing surface generally range from about 12% to 20%. The site vegetation is predominantly sage brush and similar plants with Piñon -Juniper forested areas with grassy understory and good coverage. BASINS The designation of basin boundaries is shown on the map provided. The off-site area was divided into five basins utilizing USGS topographic quadrangle maps to delineate the basin boundaries and flow patterns. The area up-gradient of the access road was delineated into 4 basins for the analysis. The three easterly basins abut the access road where culverts were previously constructed. The topography of the site is such that there are many small gullies running roughly parallel to what we have considered the major basins in the evaluation. During the construction of the access road culverts were provided for the minor gullies as well. METHODOLOGY The peak runoff flows for the analysis were determined with the HydroCAD computer program using the methodology given in the Soil Conservation Service’s “Technical Release No. 20, Urban Hydrology.” Design criteria established by Garfield County require that peak runoff flows be analyzed assuming a 100-year frequency storm event. The 100-year, 24-hour precipitation event was estimated to be 2.63 inches. The 2-year, 24-hour precipitation event was estimated at 1.16-inches. These data were collected from the online National Weather Drainage Report Addendum #1 APPENDIX A Off Site Hydrology Calculations AR6 Access Road AR7 Access Road AR8 Access Road AR9 Access Road 2PCB 36" Culvert 6PCB 24" Culvert 7PCB 72" Culvert 8PCB 30" Culvert Drainage Diagram for 103 for Access RoadPrepared by Bell Consulting LLC, Printed 2/23/2009 HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Subcat Reach Pond Link 103 for Access Road Printed 2/23/2009Prepared by Bell Consulting LLC Page 2HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 143.503 51 Sagebrush range, Fair, HSG B (AR6,AR7,AR8,AR9) 160.162 58 Pinyon/juniper range, Fair, HSG B (AR7,AR8,AR9) 14.840 68 Desert shrub range, Good, HSG B (AR6) 1.629 70 Sagebrush range, Fair, HSG D (AR6,AR7) 101.432 80 Pinyon/juniper range, Fair, HSG D (AR6,AR7,AR8,AR9) 421.566 TOTAL AREA 103 for Access Road Printed 2/23/2009Prepared by Bell Consulting LLC Page 3HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Goup Subcatchment Numbers 0.000 HSG A 318.505 HSG B AR6, AR7, AR8, AR9 0.000 HSG C 103.061 HSG D AR6, AR7, AR8, AR9 0.000 Other 421.566 TOTAL AREA Type II 24-hr 100-yr Rainfall=2.63"103 for Access Road Printed 2/23/2009Prepared by Bell Consulting LLC Page 4HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Time span=5.00-36.00 hrs, dt=0.01 hrs, 3101 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=57.154 ac 0.00% Impervious Runoff Depth=0.38"Subcatchment AR6: Access Road Flow Length=5,321' Tc=11.6 min CN=66 Runoff=23.28 cfs 1.805 af Runoff Area=150.815 ac 0.00% Impervious Runoff Depth=0.21"Subcatchment AR7: Access Road Flow Length=7,812' Tc=27.3 min CN=60 Runoff=11.48 cfs 2.654 af Runoff Area=52.758 ac 0.00% Impervious Runoff Depth=0.35"Subcatchment AR8: Access Road Flow Length=5,082' Tc=19.8 min CN=65 Runoff=13.10 cfs 1.529 af Runoff Area=160.839 ac 0.00% Impervious Runoff Depth=0.21"Subcatchment AR9: Access Road Flow Length=5,353' Tc=10.7 min CN=60 Runoff=22.03 cfs 2.830 af Peak Elev=5,299.14' Inflow=23.28 cfs 1.805 afPond 2P: 36" Culvert 36.0" x 66.7' Culvert Outflow=23.28 cfs 1.805 af Peak Elev=5,257.30' Inflow=11.48 cfs 2.654 afPond 6P: 24" Culvert 24.0" x 72.3' Culvert Outflow=11.48 cfs 2.654 af Peak Elev=5,219.26' Inflow=13.10 cfs 1.529 afPond 7P: 72" Culvert 72.0" x 50.0' Culvert Outflow=13.10 cfs 1.529 af Peak Elev=5,085.64' Inflow=22.03 cfs 2.830 afPond 8P: 30" Culvert 30.0" x 50.0' Culvert Outflow=22.03 cfs 2.830 af Total Runoff Area = 421.566 ac Runoff Volume = 8.817 af Average Runoff Depth = 0.25" 100.00% Pervious = 421.566 ac 0.00% Impervious = 0.000 ac Type II 24-hr 100-yr Rainfall=2.63"103 for Access Road Printed 2/23/2009Prepared by Bell Consulting LLC Page 5HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment AR6: Access Road Runoff = 23.28 cfs @ 12.06 hrs, Volume= 1.805 af, Depth= 0.38" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 14.840 68 Desert shrub range, Good, HSG B 20.270 80 Pinyon/juniper range, Fair, HSG D 21.987 51 Sagebrush range, Fair, HSG B 0.057 70 Sagebrush range, Fair, HSG D 57.154 66 Weighted Average 57.154 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 25 0.0800 0.15 Sheet Flow, Range n= 0.130 P2= 1.16" 3.6 355 0.1069 1.63 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.3 4,941 0.1983 15.42 30.83 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 Earth, clean & winding 11.6 5,321 Total Subcatchment AR6: Access Road Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=57.154 ac Runoff Volume=1.805 af Runoff Depth=0.38" Flow Length=5,321' Tc=11.6 min CN=66 23.28 cfs Type II 24-hr 100-yr Rainfall=2.63"103 for Access Road Printed 2/23/2009Prepared by Bell Consulting LLC Page 6HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment AR7: Access Road Runoff = 11.48 cfs @ 12.35 hrs, Volume= 2.654 af, Depth= 0.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 59.199 58 Pinyon/juniper range, Fair, HSG B 29.863 80 Pinyon/juniper range, Fair, HSG D 60.181 51 Sagebrush range, Fair, HSG B 1.572 70 Sagebrush range, Fair, HSG D 150.815 60 Weighted Average 150.815 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.3 25 0.1200 0.18 Sheet Flow, Range n= 0.130 P2= 1.16" 17.8 1,603 0.0905 1.50 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 7.2 6,184 0.1714 14.33 28.66 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 27.3 7,812 Total Subcatchment AR7: Access Road Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=150.815 ac Runoff Volume=2.654 af Runoff Depth=0.21" Flow Length=7,812' Tc=27.3 min CN=60 11.48 cfs Type II 24-hr 100-yr Rainfall=2.63"103 for Access Road Printed 2/23/2009Prepared by Bell Consulting LLC Page 7HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment AR8: Access Road Runoff = 13.10 cfs @ 12.17 hrs, Volume= 1.529 af, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 22.907 58 Pinyon/juniper range, Fair, HSG B 19.920 80 Pinyon/juniper range, Fair, HSG D 9.931 51 Sagebrush range, Fair, HSG B 52.758 65 Weighted Average 52.758 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 25 0.0800 0.15 Sheet Flow, Range n= 0.130 P2= 1.16" 13.1 1,219 0.0968 1.56 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.0 3,838 0.2137 16.00 32.01 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 19.8 5,082 Total Subcatchment AR8: Access Road Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=52.758 ac Runoff Volume=1.529 af Runoff Depth=0.35" Flow Length=5,082' Tc=19.8 min CN=65 13.10 cfs Type II 24-hr 100-yr Rainfall=2.63"103 for Access Road Printed 2/23/2009Prepared by Bell Consulting LLC Page 8HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment AR9: Access Road Runoff = 22.03 cfs @ 12.08 hrs, Volume= 2.830 af, Depth= 0.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 78.056 58 Pinyon/juniper range, Fair, HSG B 31.379 80 Pinyon/juniper range, Fair, HSG D 51.404 51 Sagebrush range, Fair, HSG B 160.839 60 Weighted Average 160.839 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 25 0.2000 0.22 Sheet Flow, Range n= 0.130 P2= 1.16" 3.3 379 0.1449 1.90 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 5.5 4,949 0.1859 14.93 29.85 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 10.7 5,353 Total Subcatchment AR9: Access Road Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=160.839 ac Runoff Volume=2.830 af Runoff Depth=0.21" Flow Length=5,353' Tc=10.7 min CN=60 22.03 cfs Type II 24-hr 100-yr Rainfall=2.63"103 for Access Road Printed 2/23/2009Prepared by Bell Consulting LLC Page 9HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 2P: 36" Culvert Inflow Area = 57.154 ac, 0.00% Impervious, Inflow Depth = 0.38" for 100-yr event Inflow = 23.28 cfs @ 12.06 hrs, Volume= 1.805 af Outflow = 23.28 cfs @ 12.06 hrs, Volume= 1.805 af, Atten= 0%, Lag= 0.0 min Primary = 23.28 cfs @ 12.06 hrs, Volume= 1.805 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,299.14' @ 12.06 hrs Flood Elev= 5,300.00' Device Routing Invert Outlet Devices #1 Primary 5,296.87'36.0" x 66.7' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,294.77' S= 0.0315 '/' Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=23.25 cfs @ 12.06 hrs HW=5,299.14' (Free Discharge) 1=Culvert (Inlet Controls 23.25 cfs @ 4.05 fps) Pond 2P: 36" Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=57.154 ac Peak Elev=5,299.14' 36.0" x 66.7' Culvert 23.28 cfs23.28 cfs Type II 24-hr 100-yr Rainfall=2.63"103 for Access Road Printed 2/23/2009Prepared by Bell Consulting LLC Page 10HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 6P: 24" Culvert Inflow Area = 150.815 ac, 0.00% Impervious, Inflow Depth = 0.21" for 100-yr event Inflow = 11.48 cfs @ 12.35 hrs, Volume= 2.654 af Outflow = 11.48 cfs @ 12.35 hrs, Volume= 2.654 af, Atten= 0%, Lag= 0.0 min Primary = 11.48 cfs @ 12.35 hrs, Volume= 2.654 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,257.30' @ 12.35 hrs Flood Elev= 5,265.76' Device Routing Invert Outlet Devices #1 Primary 5,255.39'24.0" x 72.3' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,250.15' S= 0.0725 '/' Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=11.47 cfs @ 12.35 hrs HW=5,257.30' (Free Discharge) 1=Culvert (Inlet Controls 11.47 cfs @ 3.71 fps) Pond 6P: 24" Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=150.815 ac Peak Elev=5,257.30' 24.0" x 72.3' Culvert 11.48 cfs11.48 cfs Type II 24-hr 100-yr Rainfall=2.63"103 for Access Road Printed 2/23/2009Prepared by Bell Consulting LLC Page 11HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 7P: 72" Culvert Inflow Area = 52.758 ac, 0.00% Impervious, Inflow Depth = 0.35" for 100-yr event Inflow = 13.10 cfs @ 12.17 hrs, Volume= 1.529 af Outflow = 13.10 cfs @ 12.17 hrs, Volume= 1.529 af, Atten= 0%, Lag= 0.0 min Primary = 13.10 cfs @ 12.17 hrs, Volume= 1.529 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,219.26' @ 12.17 hrs Flood Elev= 5,223.00' Device Routing Invert Outlet Devices #1 Primary 5,218.00'72.0" x 50.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,215.50' S= 0.0500 '/' Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=13.09 cfs @ 12.17 hrs HW=5,219.26' (Free Discharge) 1=Culvert (Inlet Controls 13.09 cfs @ 3.02 fps) Pond 7P: 72" Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=52.758 ac Peak Elev=5,219.26' 72.0" x 50.0' Culvert 13.10 cfs13.10 cfs Type II 24-hr 100-yr Rainfall=2.63"103 for Access Road Printed 2/23/2009Prepared by Bell Consulting LLC Page 12HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 8P: 30" Culvert Inflow Area = 160.839 ac, 0.00% Impervious, Inflow Depth = 0.21" for 100-yr event Inflow = 22.03 cfs @ 12.08 hrs, Volume= 2.830 af Outflow = 22.03 cfs @ 12.08 hrs, Volume= 2.830 af, Atten= 0%, Lag= 0.0 min Primary = 22.03 cfs @ 12.08 hrs, Volume= 2.830 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,085.64' @ 12.08 hrs Flood Elev= 5,093.00' Device Routing Invert Outlet Devices #1 Primary 5,083.00'30.0" x 50.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,080.50' S= 0.0500 '/' Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=22.01 cfs @ 12.08 hrs HW=5,085.64' (Free Discharge) 1=Culvert (Inlet Controls 22.01 cfs @ 4.48 fps) Pond 8P: 30" Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=160.839 ac Peak Elev=5,085.64' 30.0" x 50.0' Culvert 22.03 cfs22.03 cfs High Mesa RV Park Garfield County, Colorado DRAINAGE REPORT — ADDENDUM #2— February 20, 2009 Prepared for: Bob Graham Ridge Partners, LLC 1860 Lousetown Road Reno, NV 89521 Engineer: Christopher Furman, P.E. Bell Consulting LLC P.O. Box 8 Rifle, CO 81650 970/625- 9313 High Mesa RV Park, Drainage Report Addendum #2 - 1 - June 24, 2008 Contents  introduction  DESCRIPTION  conclusions  Drainage Report Addendum #2  APPENDIX A  Hydrology Calculations  High Mesa RV Park, Drainage Report Addendum #2 - 2 - June 24, 2008 June 24, 2009 Bob Graham Ridge Partners, LLC 1860 Lousetown Road Reno, NV 89521 RE: Drainage Report Addendum #2 – High Mesa RV Park, Near Battlement Mesa, CO Mr. Graham, INTRODUCTION Bell Consulting LLC. has prepared the following Drainage Report Addendum for the High Mesa RV Park located within Garfield County, near the Communities of Battlement Mesa and Parachute, Colorado. This report is intended to supplement the Drainage Reports prepared previously for the High Mesa RV Park. The purpose of this addendum is to evaluate offsite drainage impacts to the private emergency access road serving the RV Park from County Road 300 aka. Stone Quarry Road. The emergency access road is mostly located in the valley floor of the unnamed drainage down gradient and north of the RV Park property. The emergency road then joins the sewer access road near the proposed sewer plant location and traverses the valley slope and connects to the internal road network of the RV Park. DESCRIPTION The emergency road serves the RV Park from the west. The emergency road was designed to closely follow the existing topography of the valley floor with grades up to 8-percent. After joining the sewer plant access road, grades increase to 10-percent for a short distance as the road climbs out of the valley floor. Culverts have been designed at several locations along the road. The culverts were sized for 100-year flows or at a minimum 18-inch diameter. Due to the location of the additional emergency access road design, one of the previously designed detention ponds was moved. The pond was moved up the same drainage as it was located before approximately 50-feet. The size of the pond is roughly the same as before and the same basin and runoff calculations were used. Flows from the upstream basins will be mostly intercepted by the improved gravel emergency road and directed via road side ditch to proposed ADS N-12 HDPE culverts under the road and then within natural existing gullies to the existing drainage in the valley floor. The flows ultimately contribute to the Colorado River which is about two-thirds of a mile to the northwest. There are 7 proposed culverts crossing the emergency access road. Three are 24-inch diameter and four are 18-inch diameter. The 24-inch culverts are either upstream or downstream of detention ponds and were oversized for debris. The other culverts have been sized at 18-inches as a minimum for debris flow. Road side ditches are a minimum of 1-foot in depth with 2:1 side slopes and are capable of carrying 100-year flows from the contributing basins. High Mesa RV Park, Drainage Report Addendum #2 - 3 - June 24, 2008 CONCLUSIONS Impacts from the inclusion of the emergency access road to the valley floor are minimal and include a relocation of one of the proposed detention ponds and the inclusion of several additional culverts crossing the road. Supporting calculations are included in this Appendix A. If you have any questions, please do not hesitate to call 970-625-9313. Sincerely, Chris Furman, P.E. Encl: Figures, Appendices L:\BC-jobfiles\103-RV Park\Hydrology - Drainage\Drainage Report\Drainage Report-103 addendum #2.docx Drainage Report Addendum #2 APPENDIX A Hydrology Calculations 06/23/09 09:31:08 AM FlowMaster v5.15 Page 1 of 1 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 1.5% roadside ditch Worksheet for Triangular Channel Project Description Project File l:\bd0jtp~b\1xxykc~e\h1vr30~i\roadside.fm2 Worksheet Roadside ditch Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.022 Channel Slope 1.5000 % Depth 1.00 ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Results Discharge 9.68 cfs Flow Area 2.00 ft² Wetted Perimeter 4.47 ft Top Width 4.00 ft Critical Depth 1.08 ft Critical Slope 0.010057 ft/ft Velocity 4.84 ft/s Velocity Head 0.36 ft Specific Energy 1.36 ft Froude Number 1.21 Flow is supercritical. FlowMaster v5.15 09:31:52 AM 06/23/09 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 Worksheet for Triangular Channel 1.75% roadside ditch Project Description Project File l:\bd0jtp~b\1xxykc~e\h1vr30~i\roadside.fm2 Worksheet Roadside ditch Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.022 Channel Slope 1.7500 % Depth 1.00 ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Results Discharge 10.45 cfs Flow Area 2.00 ft² Wetted Perimeter 4.47 ft Top Width 4.00 ft Critical Depth 1.11 ft Critical Slope 0.009954 ft/ft Velocity 5.23 ft/s Velocity Head 0.42 ft Specific Energy 1.42 ft Froude Number 1.30 Flow is supercritical. Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 6/17/2009Prepared by Bell Consulting LLC Page 1HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 4P: North Pond Inflow Area = 39.288 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-yr event Inflow = 10.99 cfs @ 11.93 hrs, Volume= 1.033 af Outflow = 10.24 cfs @ 11.95 hrs, Volume= 1.033 af, Atten= 7%, Lag= 1.4 min Primary = 10.24 cfs @ 11.95 hrs, Volume= 1.033 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,225.20' @ 11.95 hrs Surf.Area= 466 sf Storage= 410 cf Plug-Flow detention time= 0.3 min calculated for 1.033 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 910.4 - 910.2 ) Volume Invert Avail.Storage Storage Description #1 5,223.00' 1,890 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5,223.00 4 0 0 5,224.00 126 65 65 5,225.00 394 260 325 5,226.00 759 577 902 5,227.00 1,217 988 1,890 Device Routing Invert Outlet Devices #1 Primary 5,223.00'18.0" x 82.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 5,211.00' S= 0.1463 '/' Cc= 0.900 n= 0.012 #2 Primary 5,227.00'4.0' long (Profile 9) Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 Primary OutFlow Max=10.22 cfs @ 11.95 hrs HW=5,225.19' TW=5,201.46' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.22 cfs @ 5.78 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 6/17/2009Prepared by Bell Consulting LLC Page 2HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Pond 4P: North Pond Inflow Primary Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=39.288 ac Peak Elev=5,225.20' Storage=410 cf 10.99 cfs 10.24 cfs Road culvert below North Pond Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 6/22/2009Prepared by Bell Consulting LLC Page 1HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 16P: Culvert Inflow Area = 39.288 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-yr event Inflow = 10.24 cfs @ 11.95 hrs, Volume= 1.033 af Outflow = 10.24 cfs @ 11.95 hrs, Volume= 1.033 af, Atten= 0%, Lag= 0.0 min Primary = 10.24 cfs @ 11.95 hrs, Volume= 1.033 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,208.51' @ 11.95 hrs Flood Elev= 5,210.84' Device Routing Invert Outlet Devices #1 Primary 5,207.00'24.0" x 23.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 5,206.54' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=10.22 cfs @ 11.95 hrs HW=5,208.51' TW=5,201.46' (Dynamic Tailwater) 1=Culvert (Barrel Controls 10.22 cfs @ 5.59 fps) Pond 16P: Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=39.288 ac Peak Elev=5,208.51' 24.0" x 23.0' Culvert 10.24 cfs10.24 cfs Road culvert above east pond Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 6/22/2009Prepared by Bell Consulting LLC Page 1HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 15P: Culvert [62] Warning: Exceeded Reach 4R OUTLET depth by 0.94' @ 11.94 hrs Inflow Area = 6.875 ac, 0.00% Impervious, Inflow Depth = 0.82" for 100-yr event Inflow = 11.12 cfs @ 11.94 hrs, Volume= 0.470 af Outflow = 11.12 cfs @ 11.94 hrs, Volume= 0.470 af, Atten= 0%, Lag= 0.0 min Primary = 11.12 cfs @ 11.94 hrs, Volume= 0.470 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,226.10' @ 11.94 hrs Flood Elev= 5,227.49' Device Routing Invert Outlet Devices #1 Primary 5,224.50'24.0" x 22.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 5,224.06' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=11.10 cfs @ 11.94 hrs HW=5,226.10' TW=5,212.93' (Dynamic Tailwater) 1=Culvert (Barrel Controls 11.10 cfs @ 5.64 fps) Pond 15P: Culvert Inflow Primary Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.875 ac Peak Elev=5,226.10' 24.0" x 22.0' Culvert 11.12 cfs11.12 cfs APPENDIX D Post-developed Hydrology Calculations 1 Pre-developed 2 Pre-developed 3 Pre-developed 4 Pre-developed 5 Pre-developed A Post-developed B Post-developed C Post-developed D Post-developed E Post-developed F Post-developed G Post-developed H Post-developed I Post-developed J Post-developed 2R Ditch 4R Gully 6R Ditch 7R Gully 8Pre Gulley 8R Ditch 9R (new Reach) 10R Gully 11R Gully NW Post Northwest control point 1PCB Culvert 3PCB Culvert 4P North Pond 5PCB Culvert 6PreCB Existing Culvert 7PCB Culvert 7PreCB Existing Culvert 9PCB Culvert 10PCB Culvert 13P East Pond 14P West Pond Drainage Diagram for 103 Pre and Post-developedPrepared by {enter your company name here}, Printed 7/15/2008 HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Subcat Reach Pond Link 103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 2HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 66.014 51 Sagebrush range, Fair, HSG B (1,2,3,4,5,A,E,G) 32.714 58 Pinyon/juniper range, Fair, HSG B (1,2,3,4,5) 2.358 69 50-75% Grass cover, Fair, HSG B (A,B,D,E,F,H,I) 2.041 70 Sagebrush range, Fair, HSG D (2,3,4,A,E) 60.601 80 Pinyon/juniper range, Fair, HSG D (1,2,3,4) 0.068 84 50-75% Grass cover, Fair, HSG D (A,E) 9.571 85 Gravel roads, HSG B (A,B,C,D,E,F,G,H,I,J) 173.367 TOTAL AREA 103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 3HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Goup Subcatchment Numbers 0.000 HSG A 110.657 HSG B 1, 2, 3, 4, 5, A, B, C, D, E, F, G, H, I, J 0.000 HSG C 62.710 HSG D 1, 2, 3, 4, A, E 0.000 Other 173.367 TOTAL AREA Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 4HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Time span=5.00-36.00 hrs, dt=0.01 hrs, 3101 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=82.075 ac 0.00% Impervious Runoff Depth=0.35"Subcatchment 1: Pre-developed Flow Length=6,673' Tc=40.9 min CN=65 Runoff=12.33 cfs 2.378 af Runoff Area=31.323 ac 0.00% Impervious Runoff Depth=0.52"Subcatchment 2: Pre-developed Flow Length=4,077' Tc=15.2 min CN=70 Runoff=17.46 cfs 1.354 af Runoff Area=4.944 ac 0.00% Impervious Runoff Depth=0.82"Subcatchment 3: Pre-developed Flow Length=1,154' Tc=11.2 min CN=77 Runoff=5.82 cfs 0.339 af Runoff Area=27.733 ac 0.00% Impervious Runoff Depth=0.13"Subcatchment 4: Pre-developed Flow Length=1,430' Tc=10.9 min CN=56 Runoff=0.77 cfs 0.290 af Runoff Area=11.747 ac 0.00% Impervious Runoff Depth=0.09"Subcatchment 5: Pre-developed Flow Length=1,403' Tc=8.8 min CN=54 Runoff=0.16 cfs 0.089 af Runoff Area=3.166 ac 0.00% Impervious Runoff Depth=0.48"Subcatchment A: Post-developed Flow Length=1,172' Tc=2.5 min CN=69 Runoff=2.86 cfs 0.127 af Runoff Area=2.135 ac 0.00% Impervious Runoff Depth=1.04"Subcatchment B: Post-developed Flow Length=542' Tc=2.0 min CN=81 Runoff=4.62 cfs 0.184 af Runoff Area=0.981 ac 0.00% Impervious Runoff Depth=1.28"Subcatchment C: Post-developed Flow Length=409' Tc=2.0 min CN=85 Runoff=2.60 cfs 0.105 af Runoff Area=0.593 ac 0.00% Impervious Runoff Depth=1.09"Subcatchment D: Post-developed Flow Length=222' Tc=1.4 min CN=82 Runoff=1.38 cfs 0.054 af Runoff Area=1.730 ac 0.00% Impervious Runoff Depth=0.64"Subcatchment E: Post-developed Flow Length=487' Tc=1.4 min CN=73 Runoff=2.30 cfs 0.092 af Runoff Area=1.725 ac 0.00% Impervious Runoff Depth=0.93"Subcatchment F: Post-developed Flow Length=345' Tc=1.3 min CN=79 Runoff=3.42 cfs 0.133 af Runoff Area=2.237 ac 0.00% Impervious Runoff Depth=0.48"Subcatchment G: Post-developed Flow Length=532' Tc=1.5 min CN=69 Runoff=2.10 cfs 0.090 af Runoff Area=0.919 ac 0.00% Impervious Runoff Depth=1.15"Subcatchment H: Post-developed Flow Length=425' Tc=1.0 min CN=83 Runoff=2.28 cfs 0.088 af Runoff Area=1.301 ac 0.00% Impervious Runoff Depth=0.87"Subcatchment I: Post-developed Flow Length=379' Tc=1.7 min CN=78 Runoff=2.39 cfs 0.095 af Runoff Area=0.758 ac 0.00% Impervious Runoff Depth=1.28"Subcatchment J: Post-developed Flow Length=402' Tc=1.0 min CN=85 Runoff=2.08 cfs 0.081 af Avg. Depth=0.63' Max Vel=5.73 fps Inflow=4.62 cfs 0.184 afReach 2R: Ditch n=0.025 L=100.0' S=0.0500 '/' Capacity=98.71 cfs Outflow=4.60 cfs 0.184 af Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 5HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Avg. Depth=0.65' Max Vel=11.61 fps Inflow=9.99 cfs 0.416 afReach 4R: Gully n=0.022 L=516.0' S=0.1531 '/' Capacity=196.28 cfs Outflow=9.83 cfs 0.416 af Avg. Depth=0.55' Max Vel=8.99 fps Inflow=5.42 cfs 0.722 afReach 6R: Ditch n=0.025 L=175.0' S=0.1486 '/' Capacity=170.15 cfs Outflow=5.42 cfs 0.722 af Avg. Depth=0.44' Max Vel=6.65 fps Inflow=17.46 cfs 1.354 afReach 7R: Gully n=0.022 L=900.0' S=0.0367 '/' Capacity=629.68 cfs Outflow=17.00 cfs 1.354 af Avg. Depth=0.86' Max Vel=3.44 fps Inflow=6.23 cfs 0.630 afReach 8Pre: Gulley n=0.022 L=1,300.0' S=0.0092 '/' Capacity=48.19 cfs Outflow=5.10 cfs 0.630 af Avg. Depth=0.65' Max Vel=8.04 fps Inflow=6.96 cfs 0.855 afReach 8R: Ditch n=0.025 L=380.0' S=0.0946 '/' Capacity=135.76 cfs Outflow=6.85 cfs 0.855 af Inflow=12.49 cfs 2.467 afReach 9R: (new Reach) Outflow=12.49 cfs 2.467 af Avg. Depth=0.72' Max Vel=12.34 fps Inflow=12.79 cfs 2.643 afReach 10R: Gully n=0.022 L=225.0' S=0.1511 '/' Capacity=195.00 cfs Outflow=12.79 cfs 2.643 af Avg. Depth=0.44' Max Vel=3.45 fps Inflow=1.38 cfs 0.054 afReach 11R: Gully n=0.022 L=220.0' S=0.0227 '/' Capacity=75.62 cfs Outflow=1.34 cfs 0.054 af Avg. Depth=0.46' Max Vel=7.66 fps Inflow=14.55 cfs 4.145 afReach NW Post: Northwest control point n=0.022 L=1,200.0' S=0.0508 '/' Capacity=1,101.08 cfs Outflow=13.80 cfs 4.145 af Peak Elev=5,313.73' Inflow=4.62 cfs 0.184 afPond 1P: Culvert 18.0" x 27.1' Culvert Outflow=4.62 cfs 0.184 af Peak Elev=5,307.40' Inflow=7.20 cfs 0.289 afPond 3P: Culvert 18.0" x 37.4' Culvert Outflow=7.20 cfs 0.289 af Peak Elev=5,222.07' Storage=759 cf Inflow=10.99 cfs 1.033 afPond 4P: North Pond Outflow=9.79 cfs 1.033 af Peak Elev=5,349.32' Inflow=5.42 cfs 0.722 afPond 5P: Culvert 18.0" x 20.0' Culvert Outflow=5.42 cfs 0.722 af Peak Elev=5,341.69' Inflow=12.33 cfs 2.378 afPond 6Pre: Existing Culvert 48.0" x 60.0' Culvert Outflow=12.33 cfs 2.378 af Peak Elev=5,321.41' Inflow=6.96 cfs 0.855 afPond 7P: Culvert 18.0" x 20.0' Culvert Outflow=6.96 cfs 0.855 af Peak Elev=5,366.50' Inflow=5.82 cfs 0.339 afPond 7Pre: Existing Culvert 18.0" x 60.0' Culvert Outflow=5.82 cfs 0.339 af Peak Elev=5,281.51' Inflow=8.91 cfs 0.945 afPond 9P: Culvert 18.0" x 20.0' Culvert Outflow=8.91 cfs 0.945 af Peak Elev=5,318.96' Inflow=12.66 cfs 2.562 afPond 10P: Culvert 18.0" x 70.0' Culvert Outflow=12.66 cfs 2.562 af Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 6HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Peak Elev=5,214.50' Storage=7,997 cf Inflow=11.14 cfs 0.470 afPond 13P: East Pond Outflow=0.70 cfs 0.470 af Peak Elev=5,266.79' Storage=4,481 cf Inflow=12.79 cfs 2.643 afPond 14P: West Pond Outflow=10.61 cfs 2.642 af Total Runoff Area = 173.367 ac Runoff Volume = 5.500 af Average Runoff Depth = 0.38" 100.00% Pervious = 173.367 ac 0.00% Impervious = 0.000 ac Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 7HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 1: Pre-developed Runoff = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af, Depth= 0.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 7.142 58 Pinyon/juniper range, Fair, HSG B 36.491 80 Pinyon/juniper range, Fair, HSG D 38.442 51 Sagebrush range, Fair, HSG B 82.075 65 Weighted Average 82.075 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 25 0.0800 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 30.0 2,637 0.0857 1.46 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.1 4,011 0.2199 16.23 32.47 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 Earth, clean & winding 40.9 6,673 Total Subcatchment 1: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=82.075 ac Runoff Volume=2.378 af Runoff Depth=0.35" Flow Length=6,673' Tc=40.9 min CN=65 12.33 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 8HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 2: Pre-developed Runoff = 17.46 cfs @ 12.10 hrs, Volume= 1.354 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 6.476 58 Pinyon/juniper range, Fair, HSG B 19.005 80 Pinyon/juniper range, Fair, HSG D 5.170 51 Sagebrush range, Fair, HSG B 0.672 70 Sagebrush range, Fair, HSG D 31.323 70 Weighted Average 31.323 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 25 0.0800 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 5.0 568 0.1427 1.89 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.4 3,484 0.2402 16.97 33.93 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 15.2 4,077 Total Subcatchment 2: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=31.323 ac Runoff Volume=1.354 af Runoff Depth=0.52" Flow Length=4,077' Tc=15.2 min CN=70 17.46 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 9HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 3: Pre-developed Runoff = 5.82 cfs @ 12.04 hrs, Volume= 0.339 af, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.382 58 Pinyon/juniper range, Fair, HSG B 4.139 80 Pinyon/juniper range, Fair, HSG D 0.236 51 Sagebrush range, Fair, HSG B 0.187 70 Sagebrush range, Fair, HSG D 4.944 77 Weighted Average 4.944 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.4 25 0.2400 0.10 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 6.2 835 0.2023 2.25 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.6 294 0.0510 7.82 15.64 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 11.2 1,154 Total Subcatchment 3: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=4.944 ac Runoff Volume=0.339 af Runoff Depth=0.82" Flow Length=1,154' Tc=11.2 min CN=77 5.82 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 10HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 4: Pre-developed Runoff = 0.77 cfs @ 12.14 hrs, Volume= 0.290 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 13.635 58 Pinyon/juniper range, Fair, HSG B 0.966 80 Pinyon/juniper range, Fair, HSG D 12.912 51 Sagebrush range, Fair, HSG B 0.220 70 Sagebrush range, Fair, HSG D 27.733 56 Weighted Average 27.733 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.1 25 0.1600 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 4.7 555 0.1550 1.97 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.1 850 0.1317 12.56 25.13 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 10.9 1,430 Total Subcatchment 4: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=27.733 ac Runoff Volume=0.290 af Runoff Depth=0.13" Flow Length=1,430' Tc=10.9 min CN=56 0.77 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 11HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment 5: Pre-developed Runoff = 0.16 cfs @ 12.47 hrs, Volume= 0.089 af, Depth= 0.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 5.079 58 Pinyon/juniper range, Fair, HSG B 6.668 51 Sagebrush range, Fair, HSG B 11.747 54 Weighted Average 11.747 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.8 25 0.0800 0.06 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" 0.1 23 0.5109 3.57 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.9 1,355 0.1129 11.63 23.26 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 8.8 1,403 Total Subcatchment 5: Pre-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=11.747 ac Runoff Volume=0.089 af Runoff Depth=0.09" Flow Length=1,403' Tc=8.8 min CN=54 0.16 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 12HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment A: Post-developed Runoff = 2.86 cfs @ 11.94 hrs, Volume= 0.127 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 1.299 85 Gravel roads, HSG B 0.213 69 50-75% Grass cover, Fair, HSG B 0.030 84 50-75% Grass cover, Fair, HSG D 1.214 51 Sagebrush range, Fair, HSG B 0.410 70 Sagebrush range, Fair, HSG D 3.166 69 Weighted Average 3.166 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.1544 1.42 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.5 218 0.1941 7.09 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.7 929 0.0528 9.04 18.08 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.022 Earth, clean & straight 2.5 1,172 Total Subcatchment A: Post-developed Runoff Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=3.166 ac Runoff Volume=0.127 af Runoff Depth=0.48" Flow Length=1,172' Tc=2.5 min CN=69 2.86 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 13HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment B: Post-developed Runoff = 4.62 cfs @ 11.93 hrs, Volume= 0.184 af, Depth= 1.04" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 1.550 85 Gravel roads, HSG B 0.585 69 50-75% Grass cover, Fair, HSG B 2.135 81 Weighted Average 2.135 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 25 0.0288 0.73 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.4 180 0.1867 6.96 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.0 337 0.0291 5.91 11.81 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 Earth, clean & winding 2.0 542 Total Subcatchment B: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=2.135 ac Runoff Volume=0.184 af Runoff Depth=1.04" Flow Length=542' Tc=2.0 min CN=81 4.62 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 14HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment C: Post-developed Runoff = 2.60 cfs @ 11.93 hrs, Volume= 0.105 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.981 85 Gravel roads, HSG B 0.981 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 25 0.0196 0.62 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.1 54 0.2497 8.05 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.2 330 0.0182 4.67 9.34 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 2.0 409 Total Subcatchment C: Post-developed Runoff Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=0.981 ac Runoff Volume=0.105 af Runoff Depth=1.28" Flow Length=409' Tc=2.0 min CN=85 2.60 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 15HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment D: Post-developed Runoff = 1.38 cfs @ 11.92 hrs, Volume= 0.054 af, Depth= 1.09" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.497 85 Gravel roads, HSG B 0.096 69 50-75% Grass cover, Fair, HSG B 0.593 82 Weighted Average 0.593 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 25 0.0312 0.75 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.2 85 0.1269 5.74 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 112 0.0074 2.98 5.96 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.4 222 Total Subcatchment D: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=0.593 ac Runoff Volume=0.054 af Runoff Depth=1.09" Flow Length=222' Tc=1.4 min CN=82 1.38 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 16HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment E: Post-developed Runoff = 2.30 cfs @ 11.92 hrs, Volume= 0.092 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.727 85 Gravel roads, HSG B 0.089 69 50-75% Grass cover, Fair, HSG B 0.038 84 50-75% Grass cover, Fair, HSG D 0.324 51 Sagebrush range, Fair, HSG B 0.552 70 Sagebrush range, Fair, HSG D 1.730 73 Weighted Average 1.730 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.1524 1.41 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.5 210 0.1956 7.12 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 252 0.0374 6.69 13.39 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.4 487 Total Subcatchment E: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=1.730 ac Runoff Volume=0.092 af Runoff Depth=0.64" Flow Length=487' Tc=1.4 min CN=73 2.30 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 17HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment F: Post-developed Runoff = 3.42 cfs @ 11.92 hrs, Volume= 0.133 af, Depth= 0.93" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 1.060 85 Gravel roads, HSG B 0.665 69 50-75% Grass cover, Fair, HSG B 1.725 79 Weighted Average 1.725 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 25 0.0212 0.64 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.2 122 0.2585 8.19 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.5 198 0.0358 6.55 13.10 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.3 345 Total Subcatchment F: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=1.725 ac Runoff Volume=0.133 af Runoff Depth=0.93" Flow Length=345' Tc=1.3 min CN=79 3.42 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 18HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment G: Post-developed Runoff = 2.10 cfs @ 11.93 hrs, Volume= 0.090 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 1.189 85 Gravel roads, HSG B 1.048 51 Sagebrush range, Fair, HSG B 2.237 69 Weighted Average 2.237 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 25 0.0216 0.65 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.1 47 0.3076 8.93 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 460 0.0710 9.22 18.45 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.5 532 Total Subcatchment G: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=2.237 ac Runoff Volume=0.090 af Runoff Depth=0.48" Flow Length=532' Tc=1.5 min CN=69 2.10 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 19HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment H: Post-developed [49] Hint: Tc<2dt may require smaller dt Runoff = 2.28 cfs @ 11.91 hrs, Volume= 0.088 af, Depth= 1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.777 85 Gravel roads, HSG B 0.142 69 50-75% Grass cover, Fair, HSG B 0.919 83 Weighted Average 0.919 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.1244 1.30 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.1 25 0.2092 7.36 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 375 0.1028 11.10 22.20 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.0 425 Total Subcatchment H: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=0.919 ac Runoff Volume=0.088 af Runoff Depth=1.15" Flow Length=425' Tc=1.0 min CN=83 2.28 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 20HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment I: Post-developed Runoff = 2.39 cfs @ 11.92 hrs, Volume= 0.095 af, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.733 85 Gravel roads, HSG B 0.568 69 50-75% Grass cover, Fair, HSG B 1.301 78 Weighted Average 1.301 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.7 25 0.0200 0.63 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.2 110 0.2681 8.34 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.8 244 0.0194 4.82 9.64 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.7 379 Total Subcatchment I: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=1.301 ac Runoff Volume=0.095 af Runoff Depth=0.87" Flow Length=379' Tc=1.7 min CN=78 2.39 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 21HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Subcatchment J: Post-developed [49] Hint: Tc<2dt may require smaller dt Runoff = 2.08 cfs @ 11.91 hrs, Volume= 0.081 af, Depth= 1.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.758 85 Gravel roads, HSG B 0.758 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.3 25 0.2092 1.61 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" 0.1 25 0.1140 5.44 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.6 352 0.0790 9.73 19.46 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.0 402 Total Subcatchment J: Post-developed Runoff Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=2.63" Runoff Area=0.758 ac Runoff Volume=0.081 af Runoff Depth=1.28" Flow Length=402' Tc=1.0 min CN=85 2.08 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 22HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 2R: Ditch Inflow Area = 2.135 ac, 0.00% Impervious, Inflow Depth = 1.04" for 100-yr event Inflow = 4.62 cfs @ 11.93 hrs, Volume= 0.184 af Outflow = 4.60 cfs @ 11.93 hrs, Volume= 0.184 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 5.73 fps, Min. Travel Time= 0.3 min Avg. Velocity = 2.13 fps, Avg. Travel Time= 0.8 min Peak Storage= 80 cf @ 11.93 hrs, Average Depth at Peak Storage= 0.63' Bank-Full Depth= 2.00', Capacity at Bank-Full= 98.71 cfs 0.00' x 2.00' deep channel, n= 0.025 Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 100.0' Slope= 0.0500 '/' Inlet Invert= 5,312.00', Outlet Invert= 5,307.00' Reach 2R: Ditch InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=2.135 ac Avg. Depth=0.63' Max Vel=5.73 fps n=0.025 L=100.0' S=0.0500 '/' Capacity=98.71 cfs 4.62 cfs4.60 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 23HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 4R: Gully Inflow Area = 6.282 ac, 0.00% Impervious, Inflow Depth = 0.80" for 100-yr event Inflow = 9.99 cfs @ 11.93 hrs, Volume= 0.416 af Outflow = 9.83 cfs @ 11.94 hrs, Volume= 0.416 af, Atten= 2%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 11.61 fps, Min. Travel Time= 0.7 min Avg. Velocity = 4.15 fps, Avg. Travel Time= 2.1 min Peak Storage= 437 cf @ 11.94 hrs, Average Depth at Peak Storage= 0.65' Bank-Full Depth= 2.00', Capacity at Bank-Full= 196.28 cfs 0.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 516.0' Slope= 0.1531 '/' Inlet Invert= 5,295.00', Outlet Invert= 5,216.00' Reach 4R: Gully InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.282 ac Avg. Depth=0.65' Max Vel=11.61 fps n=0.022 L=516.0' S=0.1531 '/' Capacity=196.28 cfs 9.99 cfs 9.83 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 24HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 6R: Ditch Inflow Area = 34.407 ac, 0.00% Impervious, Inflow Depth = 0.25" for 100-yr event Inflow = 5.42 cfs @ 12.11 hrs, Volume= 0.722 af Outflow = 5.42 cfs @ 12.12 hrs, Volume= 0.722 af, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 8.99 fps, Min. Travel Time= 0.3 min Avg. Velocity = 4.11 fps, Avg. Travel Time= 0.7 min Peak Storage= 106 cf @ 12.12 hrs, Average Depth at Peak Storage= 0.55' Bank-Full Depth= 2.00', Capacity at Bank-Full= 170.15 cfs 0.00' x 2.00' deep channel, n= 0.025 Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 175.0' Slope= 0.1486 '/' Inlet Invert= 5,347.00', Outlet Invert= 5,321.00' Reach 6R: Ditch InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=34.407 ac Avg. Depth=0.55' Max Vel=8.99 fps n=0.025 L=175.0' S=0.1486 '/' Capacity=170.15 cfs 5.42 cfs5.42 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 25HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 7R: Gully Inflow Area = 31.323 ac, 0.00% Impervious, Inflow Depth = 0.52" for 100-yr event Inflow = 17.46 cfs @ 12.10 hrs, Volume= 1.354 af Outflow = 17.00 cfs @ 12.12 hrs, Volume= 1.354 af, Atten= 3%, Lag= 1.5 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 6.65 fps, Min. Travel Time= 2.3 min Avg. Velocity = 2.22 fps, Avg. Travel Time= 6.8 min Peak Storage= 2,302 cf @ 12.12 hrs, Average Depth at Peak Storage= 0.44' Bank-Full Depth= 3.00', Capacity at Bank-Full= 629.68 cfs 5.00' x 3.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 17.00' Length= 900.0' Slope= 0.0367 '/' Inlet Invert= 5,235.00', Outlet Invert= 5,202.00' Reach 7R: Gully InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=31.323 ac Avg. Depth=0.44' Max Vel=6.65 fps n=0.022 L=900.0' S=0.0367 '/' Capacity=629.68 cfs 17.46 cfs 17.00 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 26HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 8Pre: Gulley Inflow Area = 32.677 ac, 0.00% Impervious, Inflow Depth = 0.23" for 100-yr event Inflow = 6.23 cfs @ 12.05 hrs, Volume= 0.630 af Outflow = 5.10 cfs @ 12.11 hrs, Volume= 0.630 af, Atten= 18%, Lag= 3.8 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.44 fps, Min. Travel Time= 6.3 min Avg. Velocity = 1.43 fps, Avg. Travel Time= 15.2 min Peak Storage= 1,930 cf @ 12.11 hrs, Average Depth at Peak Storage= 0.86' Bank-Full Depth= 2.00', Capacity at Bank-Full= 48.19 cfs 0.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 1,300.0' Slope= 0.0092 '/' Inlet Invert= 5,361.00', Outlet Invert= 5,349.00' Reach 8Pre: Gulley InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=32.677 ac Avg. Depth=0.86' Max Vel=3.44 fps n=0.022 L=1,300.0' S=0.0092 '/' Capacity=48.19 cfs 6.23 cfs 5.10 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 27HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 8R: Ditch Inflow Area = 36.132 ac, 0.00% Impervious, Inflow Depth = 0.28" for 100-yr event Inflow = 6.96 cfs @ 11.93 hrs, Volume= 0.855 af Outflow = 6.85 cfs @ 11.94 hrs, Volume= 0.855 af, Atten= 2%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 8.04 fps, Min. Travel Time= 0.8 min Avg. Velocity = 3.47 fps, Avg. Travel Time= 1.8 min Peak Storage= 324 cf @ 11.94 hrs, Average Depth at Peak Storage= 0.65' Bank-Full Depth= 2.00', Capacity at Bank-Full= 135.76 cfs 0.00' x 2.00' deep channel, n= 0.025 Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 380.0' Slope= 0.0946 '/' Inlet Invert= 5,318.00', Outlet Invert= 5,282.06' Reach 8R: Ditch InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=36.132 ac Avg. Depth=0.65' Max Vel=8.04 fps n=0.025 L=380.0' S=0.0946 '/' Capacity=135.76 cfs 6.96 cfs6.85 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 28HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 9R: (new Reach) [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 93.822 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-yr event Inflow = 12.49 cfs @ 12.50 hrs, Volume= 2.467 af Outflow = 12.49 cfs @ 12.50 hrs, Volume= 2.467 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Reach 9R: (new Reach) InflowOutflow Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Flo w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=93.822 ac 12.49 cfs12.49 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 29HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 10R: Gully Inflow Area = 95.881 ac, 0.00% Impervious, Inflow Depth = 0.33" for 100-yr event Inflow = 12.79 cfs @ 12.50 hrs, Volume= 2.643 af Outflow = 12.79 cfs @ 12.50 hrs, Volume= 2.643 af, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 12.34 fps, Min. Travel Time= 0.3 min Avg. Velocity = 6.35 fps, Avg. Travel Time= 0.6 min Peak Storage= 233 cf @ 12.50 hrs, Average Depth at Peak Storage= 0.72' Bank-Full Depth= 2.00', Capacity at Bank-Full= 195.00 cfs 0.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 225.0' Slope= 0.1511 '/' Inlet Invert= 5,303.00', Outlet Invert= 5,269.00' Reach 10R: Gully InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=95.881 ac Avg. Depth=0.72' Max Vel=12.34 fps n=0.022 L=225.0' S=0.1511 '/' Capacity=195.00 cfs 12.79 cfs12.79 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 30HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach 11R: Gully Inflow Area = 0.593 ac, 0.00% Impervious, Inflow Depth = 1.09" for 100-yr event Inflow = 1.38 cfs @ 11.92 hrs, Volume= 0.054 af Outflow = 1.34 cfs @ 11.93 hrs, Volume= 0.054 af, Atten= 3%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.45 fps, Min. Travel Time= 1.1 min Avg. Velocity = 1.26 fps, Avg. Travel Time= 2.9 min Peak Storage= 85 cf @ 11.93 hrs, Average Depth at Peak Storage= 0.44' Bank-Full Depth= 2.00', Capacity at Bank-Full= 75.62 cfs 0.00' x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 8.00' Length= 220.0' Slope= 0.0227 '/' Inlet Invert= 5,300.00', Outlet Invert= 5,295.00' Reach 11R: Gully InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 1 0 Inflow Area=0.593 ac Avg. Depth=0.44' Max Vel=3.45 fps n=0.022 L=220.0' S=0.0227 '/' Capacity=75.62 cfs 1.38 cfs 1.34 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 31HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Reach NW Post: Northwest control point Inflow Area = 142.044 ac, 0.00% Impervious, Inflow Depth = 0.35" for 100-yr event Inflow = 14.55 cfs @ 11.95 hrs, Volume= 4.145 af Outflow = 13.80 cfs @ 11.98 hrs, Volume= 4.145 af, Atten= 5%, Lag= 1.7 min Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 7.66 fps, Min. Travel Time= 2.6 min Avg. Velocity = 3.75 fps, Avg. Travel Time= 5.3 min Peak Storage= 2,161 cf @ 11.98 hrs, Average Depth at Peak Storage= 0.46' Bank-Full Depth= 4.00', Capacity at Bank-Full= 1,101.08 cfs 3.00' x 4.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0 '/' Top Width= 19.00' Length= 1,200.0' Slope= 0.0508 '/' Inlet Invert= 5,201.00', Outlet Invert= 5,140.00' Reach NW Post: Northwest control point InflowOutflow Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=142.044 ac Avg. Depth=0.46' Max Vel=7.66 fps n=0.022 L=1,200.0' S=0.0508 '/' Capacity=1,101.08 cfs 14.55 cfs 13.80 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 32HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 1P: Culvert Inflow Area = 2.135 ac, 0.00% Impervious, Inflow Depth = 1.04" for 100-yr event Inflow = 4.62 cfs @ 11.93 hrs, Volume= 0.184 af Outflow = 4.62 cfs @ 11.93 hrs, Volume= 0.184 af, Atten= 0%, Lag= 0.0 min Primary = 4.62 cfs @ 11.93 hrs, Volume= 0.184 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,313.73' @ 11.93 hrs Flood Elev= 5,315.50' Device Routing Invert Outlet Devices #1 Primary 5,312.50'18.0" x 27.1' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,312.10' S= 0.0148 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=4.60 cfs @ 11.93 hrs HW=5,313.73' TW=5,312.63' (Dynamic Tailwater) 1=Culvert (Inlet Controls 4.60 cfs @ 2.98 fps) Pond 1P: Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=2.135 ac Peak Elev=5,313.73' 18.0" x 27.1' Culvert 4.62 cfs4.62 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 33HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 3P: Culvert [61] Hint: Exceeded Reach 2R outlet invert by 0.40' @ 11.93 hrs Inflow Area = 3.116 ac, 0.00% Impervious, Inflow Depth = 1.11" for 100-yr event Inflow = 7.20 cfs @ 11.93 hrs, Volume= 0.289 af Outflow = 7.20 cfs @ 11.93 hrs, Volume= 0.289 af, Atten= 0%, Lag= 0.0 min Primary = 7.20 cfs @ 11.93 hrs, Volume= 0.289 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,307.40' @ 11.93 hrs Flood Elev= 5,308.50' Device Routing Invert Outlet Devices #1 Primary 5,305.50'18.0" x 37.4' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,304.75' S= 0.0201 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=7.19 cfs @ 11.93 hrs HW=5,307.40' TW=5,295.64' (Dynamic Tailwater) 1=Culvert (Inlet Controls 7.19 cfs @ 4.07 fps) Pond 3P: Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=3.116 ac Peak Elev=5,307.40' 18.0" x 37.4' Culvert 7.20 cfs7.20 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 34HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 4P: North Pond Inflow Area = 39.288 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-yr event Inflow = 10.99 cfs @ 11.93 hrs, Volume= 1.033 af Outflow = 9.79 cfs @ 11.96 hrs, Volume= 1.033 af, Atten= 11%, Lag= 1.9 min Primary = 9.79 cfs @ 11.96 hrs, Volume= 1.033 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,222.07' @ 11.96 hrs Surf.Area= 713 sf Storage= 759 cf Plug-Flow detention time= 1.1 min calculated for 1.033 af (100% of inflow) Center-of-Mass det. time= 1.1 min ( 911.2 - 910.2 ) Volume Invert Avail.Storage Storage Description #1 5,220.00' 1,596 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5,220.00 80 0 0 5,221.00 326 203 203 5,222.00 683 505 708 5,223.00 1,094 889 1,596 Device Routing Invert Outlet Devices #1 Primary 5,220.00'18.0" x 95.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 5,209.00' S= 0.1158 '/' Cc= 0.900 n= 0.012 #2 Primary 5,223.00'4.0' long (Profile 9) Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 Primary OutFlow Max=9.79 cfs @ 11.96 hrs HW=5,222.07' TW=5,201.45' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.79 cfs @ 5.54 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 35HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Pond 4P: North Pond Inflow Primary Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=39.288 ac Peak Elev=5,222.07' Storage=759 cf 10.99 cfs 9.79 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 36HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 5P: Culvert [61] Hint: Exceeded Reach 8Pre outlet invert by 0.32' @ 12.11 hrs Inflow Area = 34.407 ac, 0.00% Impervious, Inflow Depth = 0.25" for 100-yr event Inflow = 5.42 cfs @ 12.11 hrs, Volume= 0.722 af Outflow = 5.42 cfs @ 12.11 hrs, Volume= 0.722 af, Atten= 0%, Lag= 0.0 min Primary = 5.42 cfs @ 12.11 hrs, Volume= 0.722 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,349.32' @ 12.11 hrs Flood Elev= 5,350.43' Device Routing Invert Outlet Devices #1 Primary 5,347.93'18.0" x 20.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,347.53' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=5.42 cfs @ 12.11 hrs HW=5,349.32' TW=5,347.55' (Dynamic Tailwater) 1=Culvert (Inlet Controls 5.42 cfs @ 3.17 fps) Pond 5P: Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=34.407 ac Peak Elev=5,349.32' 18.0" x 20.0' Culvert 5.42 cfs5.42 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 37HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 6Pre: Existing Culvert Inflow Area = 82.075 ac, 0.00% Impervious, Inflow Depth = 0.35" for 100-yr event Inflow = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af Outflow = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af, Atten= 0%, Lag= 0.0 min Primary = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,341.69' @ 12.50 hrs Flood Elev= 5,646.33' Device Routing Invert Outlet Devices #1 Primary 5,340.30'48.0" x 60.0' long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,332.80' S= 0.1250 '/' Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=12.33 cfs @ 12.50 hrs HW=5,341.69' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 12.33 cfs @ 3.17 fps) Pond 6Pre: Existing Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=82.075 ac Peak Elev=5,341.69' 48.0" x 60.0' Culvert 12.33 cfs12.33 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 38HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 7P: Culvert [61] Hint: Exceeded Reach 6R outlet invert by 0.41' @ 11.93 hrs Inflow Area = 36.132 ac, 0.00% Impervious, Inflow Depth = 0.28" for 100-yr event Inflow = 6.96 cfs @ 11.93 hrs, Volume= 0.855 af Outflow = 6.96 cfs @ 11.93 hrs, Volume= 0.855 af, Atten= 0%, Lag= 0.0 min Primary = 6.96 cfs @ 11.93 hrs, Volume= 0.855 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,321.41' @ 11.93 hrs Flood Elev= 5,322.65' Device Routing Invert Outlet Devices #1 Primary 5,320.00'18.0" x 20.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 5,319.60' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=6.94 cfs @ 11.93 hrs HW=5,321.40' TW=5,318.65' (Dynamic Tailwater) 1=Culvert (Inlet Controls 6.94 cfs @ 4.04 fps) Pond 7P: Culvert InflowPrimary Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=36.132 ac Peak Elev=5,321.41' 18.0" x 20.0' Culvert 6.96 cfs6.96 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 39HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 7Pre: Existing Culvert Inflow Area = 4.944 ac, 0.00% Impervious, Inflow Depth = 0.82" for 100-yr event Inflow = 5.82 cfs @ 12.04 hrs, Volume= 0.339 af Outflow = 5.82 cfs @ 12.04 hrs, Volume= 0.339 af, Atten= 0%, Lag= 0.0 min Primary = 5.82 cfs @ 12.04 hrs, Volume= 0.339 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,366.50' @ 12.04 hrs Flood Elev= 5,368.00' Device Routing Invert Outlet Devices #1 Primary 5,365.00'18.0" x 60.0' long insert CMP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,361.00' S= 0.0667 '/' Cc= 0.900 n= 0.025 Corrugated metal Primary OutFlow Max=5.82 cfs @ 12.04 hrs HW=5,366.50' TW=5,361.79' (Dynamic Tailwater) 1=insert (Inlet Controls 5.82 cfs @ 3.29 fps) Pond 7Pre: Existing Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=4.944 ac Peak Elev=5,366.50' 18.0" x 60.0' Culvert 5.82 cfs5.82 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 40HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 9P: Culvert Inflow Area = 38.369 ac, 0.00% Impervious, Inflow Depth = 0.30" for 100-yr event Inflow = 8.91 cfs @ 11.94 hrs, Volume= 0.945 af Outflow = 8.91 cfs @ 11.94 hrs, Volume= 0.945 af, Atten= 0%, Lag= 0.0 min Primary = 8.91 cfs @ 11.94 hrs, Volume= 0.945 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,281.51' @ 11.94 hrs Flood Elev= 5,282.10' Device Routing Invert Outlet Devices #1 Primary 5,279.00'18.0" x 20.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,278.60' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=8.88 cfs @ 11.94 hrs HW=5,281.50' TW=5,221.96' (Dynamic Tailwater) 1=Culvert (Inlet Controls 8.88 cfs @ 5.03 fps) Pond 9P: Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=38.369 ac Peak Elev=5,281.51' 18.0" x 20.0' Culvert 8.91 cfs8.91 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 41HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 10P: Culvert Inflow Area = 95.123 ac, 0.00% Impervious, Inflow Depth = 0.32" for 100-yr event Inflow = 12.66 cfs @ 12.50 hrs, Volume= 2.562 af Outflow = 12.66 cfs @ 12.50 hrs, Volume= 2.562 af, Atten= 0%, Lag= 0.0 min Primary = 12.66 cfs @ 12.50 hrs, Volume= 2.562 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,318.96' @ 12.50 hrs Flood Elev= 5,327.17' Device Routing Invert Outlet Devices #1 Primary 5,316.00'18.0" x 70.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 5,314.60' S= 0.0200 '/' Cc= 0.900 n= 0.012 Primary OutFlow Max=12.66 cfs @ 12.50 hrs HW=5,318.96' TW=5,303.72' (Dynamic Tailwater) 1=Culvert (Inlet Controls 12.66 cfs @ 7.16 fps) Pond 10P: Culvert InflowPrimary Hydrograph Time (hours) 36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=95.123 ac Peak Elev=5,318.96' 18.0" x 70.0' Culvert 12.66 cfs12.66 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 42HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 13P: East Pond Inflow Area = 6.875 ac, 0.00% Impervious, Inflow Depth = 0.82" for 100-yr event Inflow = 11.14 cfs @ 11.94 hrs, Volume= 0.470 af Outflow = 0.70 cfs @ 12.81 hrs, Volume= 0.470 af, Atten= 94%, Lag= 52.1 min Primary = 0.70 cfs @ 12.81 hrs, Volume= 0.470 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,214.50' @ 12.81 hrs Surf.Area= 2,864 sf Storage= 7,997 cf Plug-Flow detention time= 105.7 min calculated for 0.470 af (100% of inflow) Center-of-Mass det. time= 105.7 min ( 959.6 - 853.9 ) Volume Invert Avail.Storage Storage Description #1 5,208.00' 9,522 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5,208.00 70 0 0 5,209.00 333 202 202 5,210.00 633 483 685 5,211.00 986 810 1,494 5,212.00 1,427 1,207 2,701 5,213.00 1,965 1,696 4,397 5,214.00 2,552 2,259 6,655 5,215.00 3,182 2,867 9,522 Device Routing Invert Outlet Devices #1 Primary 5,208.00'4.0" x 72.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,204.00' S= 0.0556 '/' Cc= 0.900 n= 0.012 #2 Primary 5,215.00'4.0' long (Profile 9) Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 Primary OutFlow Max=0.70 cfs @ 12.81 hrs HW=5,214.50' TW=5,201.45' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.70 cfs @ 8.00 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 43HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Pond 13P: East Pond Inflow Primary Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.875 ac Peak Elev=5,214.50' Storage=7,997 cf 11.14 cfs 0.70 cfs Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 44HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Summary for Pond 14P: West Pond Inflow Area = 95.881 ac, 0.00% Impervious, Inflow Depth = 0.33" for 100-yr event Inflow = 12.79 cfs @ 12.50 hrs, Volume= 2.643 af Outflow = 10.61 cfs @ 12.71 hrs, Volume= 2.642 af, Atten= 17%, Lag= 12.7 min Primary = 10.61 cfs @ 12.71 hrs, Volume= 2.642 af Routing by Dyn-Stor-Ind method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,266.79' @ 12.71 hrs Surf.Area= 1,897 sf Storage= 4,481 cf Plug-Flow detention time= 2.4 min calculated for 2.642 af (100% of inflow) Center-of-Mass det. time= 2.2 min ( 947.4 - 945.2 ) Volume Invert Avail.Storage Storage Description #1 5,260.00' 5,382 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 5,260.00 0 0 0 5,261.00 49 25 25 5,262.00 188 119 143 5,263.00 406 297 440 5,264.00 694 550 990 5,265.00 1,054 874 1,864 5,266.00 1,489 1,272 3,136 5,267.00 2,003 1,746 4,882 5,267.50 0 501 5,382 Device Routing Invert Outlet Devices #1 Primary 5,261.00'15.0" x 85.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet Invert= 5,251.00' S= 0.1176 '/' Cc= 0.900 n= 0.012 #2 Primary 5,267.00'4.0' long (Profile 9) Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 Primary OutFlow Max=10.61 cfs @ 12.71 hrs HW=5,266.79' TW=5,201.45' (Dynamic Tailwater) 1=Culvert (Inlet Controls 10.61 cfs @ 8.64 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Type II 24-hr 100-yr Rainfall=2.63"103 Pre and Post-developed Printed 7/15/2008Prepared by {enter your company name here} Page 45HydroCAD® 8.50 s/n 005531 © 2007 HydroCAD Software Solutions LLC Pond 14P: West Pond Inflow Primary Hydrograph Time (hours)36353433323130292827262524232221201918171615141312111098765 Fl o w ( c f s ) 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=95.881 ac Peak Elev=5,266.79' Storage=4,481 cf 12.79 cfs 10.61 cfs APPENDIX E Structure Capacity Calculations FlowMaster v5.1507/15/08 Page 1 of 1 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-166603:31:09 PM Worksheet for Trapezoidal Channel Dam Spillway Project Description Project File l:\bd0jtp~b\1xxykc~e\h1vr30~i\103.fm2 Worksheet Dam weir Flow Element Trapezoidal Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.030 Channel Slope 2.0000 % Depth 1.00 ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Bottom Width 4.00 ft Results Discharge 33.39 cfs Flow Area 6.00 ft² Wetted Perimeter 8.47 ft Top Width 8.00 ft Critical Depth 1.07 ft Critical Slope 0.015318 ft/ft Velocity 5.57 ft/s Velocity Head 0.48 ft Specific Energy 1.48 ft Froude Number 1.13 Flow is supercritical. 07/15/08 FlowMaster v5.15 Page 1 of 1 03:31:49 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Dam Spillway channel Worksheet for Trapezoidal Channel Project Description Project File l:\bd0jtp~b\1xxykc~e\h1vr30~i\103.fm2 Worksheet Dam spillways Flow Element Trapezoidal Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.030 Channel Slope 3.000000 H : V Depth 1.00 ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Bottom Width 4.00 ft Results Discharge 136.32 cfs Flow Area 6.00 ft² Wetted Perimeter 8.47 ft Top Width 8.00 ft Critical Depth 2.29 ft Critical Slope 0.012747 ft/ft Velocity 22.72 ft/s Velocity Head 8.02 ft Specific Energy 9.02 ft Froude Number 4.63 Flow is supercritical. Page 1 of 1 FlowMaster v5.15 03:33:53 PM 07/15/08 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Swale Worksheet for Triangular Channel Project Description Project File l:\bd0jtp~b\1xxykc~e\h1vr30~i\103.fm2 Worksheet triangular channel Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.035 Channel Slope 5.2800 % Depth 1.00 ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Results Discharge 11.41 cfs Flow Area 2.00 ft² Wetted Perimeter 4.47 ft Top Width 4.00 ft Critical Depth 1.15 ft Critical Slope 0.024899 ft/ft Velocity 5.70 ft/s Velocity Head 0.51 ft Specific Energy 1.51 ft Froude Number 1.42 Flow is supercritical. 03:33:20 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 07/15/08 Page 1 of 1 FlowMaster v5.15 Existing 48" culvert Worksheet for Circular Channel Project Description Project File l:\bd0jtp~b\1xxykc~e\h1vr30~i\103.fm2 Worksheet Existing 48" Culvert Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.024 Channel Slope 0.125000 ft/ft Depth 4.00 ft Diameter 48.00 in Results Discharge 275.07 cfs Flow Area 12.57 ft² Wetted Perimeter 12.57 ft Top Width 0.00 ft Critical Depth 3.96 ft Percent Full 100.00 Critical Slope 0.114676 ft/ft Velocity 21.89 ft/s Velocity Head 7.45 ft Specific Energy FULL ft Froude Number FULL Maximum Discharge 295.90 cfs Full Flow Capacity 275.07 cfs Full Flow Slope 0.125000 ft/ft FlowMaster v5.15 03:32:24 PM Page 1 of 1 07/15/08 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Worksheet for Triangular Channel Existing Road Ditch Project Description Project File l:\bd0jtp~b\1xxykc~e\h1vr30~i\103.fm2 Worksheet Gas road ditch Flow Element Triangular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.035 Channel Slope 7.0000 % Depth 1.00 ft Left Side Slope 2.000000 H : V Right Side Slope 2.000000 H : V Results Discharge 13.14 cfs Flow Area 2.00 ft² Wetted Perimeter 4.47 ft Top Width 4.00 ft Critical Depth 1.22 ft Critical Slope 0.024436 ft/ft Velocity 6.57 ft/s Velocity Head 0.67 ft Specific Energy 1.67 ft Froude Number 1.64 Flow is supercritical. APPENDIX B Domestic Water System Calculations T- 1 1- 2 2- 3 3- 4 1- 5 5- 6 6- 7 7- 8 8- 9 9- 1 0 10 - 1 1 11 - 1 2 12 - 1 3 13 - 1 4 14 - 6 4- 1 5 4- 1 0 6- 1 6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 TA N K Wa s h / R V WW T F Hi g h M e s a R V P a r k - W a t e r Pa g e 1 Ne t w o r k T a b l e - N o d e s a t 1 : 0 0 H r s El e v a t i o n D e m a n d H e a d P r e s s u r e N o d e I D f t G P M f t p s i Ju n c 1 5 3 4 3 5 . 0 0 5 4 3 1 . 3 5 3 8 . 2 8 Ju n c 2 5 3 5 2 6 0 . 0 0 5 4 2 9 . 5 0 3 3 . 5 8 Ju n c 3 5 3 6 0 6 5 . 0 0 5 4 2 7 . 4 6 2 9 . 2 3 Ju n c 4 5 3 5 1 2 0 . 0 0 5 4 2 5 . 9 0 3 2 . 4 5 Ju n c 5 5 3 2 9 3 0 . 0 0 5 4 2 8 . 6 5 4 3 . 1 8 Ju n c 6 5 3 1 6 4 5 . 0 0 5 4 2 6 . 4 6 4 7 . 8 6 Ju n c 7 5 3 2 4 6 0 . 0 0 5 4 2 5 . 6 2 4 4 . 0 3 Ju n c 8 5 3 2 9 6 0 . 0 0 5 4 2 5 . 1 7 4 1 . 6 7 Ju n c 9 5 3 2 2 8 0 . 0 0 5 4 2 5 . 0 4 4 4 . 6 5 Ju n c 1 0 5 3 1 3 1 5 . 0 0 5 4 2 5 . 0 8 4 8 . 5 6 Ju n c 1 1 5 3 0 0 3 0 . 0 0 5 4 2 3 . 7 7 5 3 . 6 3 Ju n c 1 2 5 2 8 3 3 5 . 0 0 5 4 2 3 . 0 3 6 0 . 6 7 Ju n c 1 3 5 2 9 6 6 0 . 0 0 5 4 2 2 . 9 2 5 5 . 0 0 Ju n c 1 4 5 3 0 9 4 0 . 0 0 5 4 2 4 . 2 1 4 9 . 9 2 Ju n c 1 5 5 3 1 5 2 0 . 0 0 5 4 1 8 . 4 6 4 4 . 8 3 Ju n c 1 6 5 2 4 4 0 . 0 0 5 4 2 6 . 4 6 7 9 . 0 6 Ta n k T A N K 5 4 4 0 - 6 2 5 . 0 0 5 4 5 0 . 0 0 4 . 3 3 Hi g h M e s a R V P a r k - W a t e r Pa g e 1 Ne t w o r k T a b l e - L i n k s a t 1 : 0 0 H r s Le n g t h D i a m e t e r R o u g h n e s s F l o w V e l o c i t y U n i t H e a d l o s s F r i c t i o n F a c t o r L i n k I D f t i n G P M f p s f t / K f t Pi p e T - 1 1 5 0 0 8 1 0 0 6 2 5 . 0 0 3 . 9 9 1 2 . 4 3 0 . 0 3 4 Pi p e 1 - 2 1 4 6 6 1 0 0 2 9 6 . 3 3 3 . 3 6 1 2 . 6 8 0 . 0 3 6 Pi p e 2 - 3 2 4 4 6 1 0 0 2 3 6 . 3 3 2 . 6 8 8 . 3 4 0 . 0 3 7 Pi p e 3 - 4 3 4 0 6 1 0 0 1 7 1 . 3 3 1 . 9 4 4 . 6 0 0 . 0 3 9 Pi p e 1 - 5 1 8 1 6 1 0 0 3 2 3 . 6 8 3 . 6 7 1 4 . 9 3 0 . 0 3 6 Pi p e 5 - 6 1 7 5 6 1 0 0 2 9 3 . 6 8 3 . 3 3 1 2 . 4 7 0 . 0 3 6 Pi p e 6 - 7 1 9 6 6 1 0 0 1 6 5 . 0 6 1 . 8 7 4 . 2 9 0 . 0 3 9 Pi p e 7 - 8 2 4 6 6 1 0 0 1 0 5 . 0 6 1 . 1 9 1 . 8 6 0 . 0 4 2 Pi p e 8 - 9 3 2 7 6 1 0 0 4 5 . 0 6 0 . 5 1 0 . 3 9 0 . 0 4 8 Pi p e 9 - 1 0 1 5 6 6 1 0 0 - 3 4 . 9 4 0 . 4 0 0 . 2 4 0 . 0 4 9 Pi p e 1 0 - 1 1 1 5 7 4 1 0 0 8 1 . 3 9 2 . 0 8 8 . 3 4 0 . 0 4 1 Pi p e 1 1 - 1 2 2 0 8 4 1 0 0 5 1 . 3 9 1 . 3 1 3 . 5 6 0 . 0 4 4 Pi p e 1 2 - 1 3 2 4 2 4 1 0 0 1 6 . 3 9 0 . 4 2 0 . 4 3 0 . 0 5 2 Pi p e 1 3 - 1 4 4 9 0 4 1 0 0 - 4 3 . 6 1 1 . 1 1 2 . 6 3 0 . 0 4 5 Pi p e 1 4 - 6 2 5 7 4 1 0 0 - 8 3 . 6 1 2 . 1 3 8 . 7 7 0 . 0 4 1 Pi p e 4 - 1 5 4 1 0 2 1 0 0 2 0 . 0 0 2 . 0 4 1 8 . 1 5 0 . 0 4 7 Pi p e 4 - 1 0 2 9 3 6 1 0 0 1 3 1 . 3 3 1 . 4 9 2 . 8 1 0 . 0 4 1 Pi p e 6 - 1 6 3 7 0 2 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Hi g h M e s a R V P a r k - W a t e r Pa g e 1 APPENDIX C Fire System Calculations P1 - 2 P2 - 3 P3 - 4 P4 - 5 P5 - 6 P6 - 7 P7 - 2 P7 - 8P8 - 4 P6 - J 1 P- J 1 - 9 P- J 1 - p d FH - 9 FH - 6 FH - 5 FH - 4 FH - 3 FH - 2 FH - 7 FH - 8 FH - 1 J- 1 Po Da y 1 , 1 2 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - N o d e s El e v a t i o n D e m a n d H e a d P r e s s u r e N o d e I D f t G P M f t p s i Ju n c F H - 9 5 3 7 8 0 . 0 0 5 4 3 3 . 3 3 2 3 . 9 7 Ju n c F H - 6 5 3 4 4 0 . 0 0 5 4 2 7 . 3 0 3 6 . 0 9 Ju n c F H - 5 5 3 1 5 0 . 0 0 5 4 2 2 . 4 7 4 6 . 5 7 Ju n c F H - 4 5 3 1 3 0 . 0 0 5 4 1 7 . 2 8 4 5 . 1 8 Ju n c F H - 3 5 2 8 5 0 . 0 0 5 4 1 1 . 7 0 5 4 . 9 0 Ju n c F H - 2 5 3 1 2 . 6 0 . 0 0 5 4 0 5 . 2 8 4 0 . 1 6 Ju n c F H - 7 5 3 5 2 0 . 0 0 5 4 1 7 . 2 1 2 8 . 2 5 Ju n c F H - 8 5 3 2 8 . 5 0 . 0 0 5 4 1 7 . 2 5 3 8 . 4 6 Ju n c F H - 1 5 3 1 7 . 2 1 5 0 0 . 0 0 5 3 9 2 . 6 9 3 2 . 7 1 Ju n c J - 1 5 3 7 9 0 . 0 0 5 4 3 3 . 3 3 2 3 . 5 4 Ta n k P o n d 5 4 5 0 - 1 5 0 0 . 0 0 5 4 6 0 . 0 0 4 . 3 3 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - N o d e s El e v a t i o n D e m a n d H e a d P r e s s u r e N o d e I D f t G P M f t p s i Ju n c F H - 9 5 3 7 8 0 . 0 0 5 4 3 3 . 3 3 2 3 . 9 7 Ju n c F H - 6 5 3 4 4 0 . 0 0 5 4 2 7 . 3 0 3 6 . 0 9 Ju n c F H - 5 5 3 1 5 0 . 0 0 5 4 2 2 . 4 7 4 6 . 5 7 Ju n c F H - 4 5 3 1 3 0 . 0 0 5 4 1 7 . 2 8 4 5 . 1 8 Ju n c F H - 3 5 2 8 5 0 . 0 0 5 4 1 1 . 7 0 5 4 . 9 0 Ju n c F H - 2 5 3 1 2 . 6 1 5 0 0 . 0 0 5 4 0 5 . 2 8 4 0 . 1 6 Ju n c F H - 7 5 3 5 2 0 . 0 0 5 4 1 7 . 2 1 2 8 . 2 5 Ju n c F H - 8 5 3 2 8 . 5 0 . 0 0 5 4 1 7 . 2 5 3 8 . 4 5 Ju n c F H - 1 5 3 1 7 . 2 0 . 0 0 5 4 0 5 . 2 8 3 8 . 1 6 Ju n c J - 1 5 3 7 9 0 . 0 0 5 4 3 3 . 3 3 2 3 . 5 4 Ta n k P o n d 5 4 5 0 - 1 5 0 0 . 0 1 5 4 6 0 . 0 0 4 . 3 3 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - N o d e s El e v a t i o n D e m a n d H e a d P r e s s u r e N o d e I D f t G P M f t p s i Ju n c F H - 9 5 3 7 8 0 . 0 0 5 4 3 3 . 3 3 2 3 . 9 7 Ju n c F H - 6 5 3 4 4 0 . 0 0 5 4 2 7 . 3 0 3 6 . 0 9 Ju n c F H - 5 5 3 1 5 0 . 0 0 5 4 2 2 . 2 6 4 6 . 4 8 Ju n c F H - 4 5 3 1 3 0 . 0 0 5 4 1 6 . 8 4 4 4 . 9 9 Ju n c F H - 3 5 2 8 5 1 5 0 0 . 0 0 5 4 0 5 . 6 3 5 2 . 2 7 Ju n c F H - 2 5 3 1 2 . 6 0 . 0 0 5 4 1 1 . 7 3 4 2 . 9 5 Ju n c F H - 7 5 3 5 2 0 . 0 0 5 4 1 7 . 5 6 2 8 . 4 1 Ju n c F H - 8 5 3 2 8 . 5 0 . 0 0 5 4 1 7 . 1 2 3 8 . 4 0 Ju n c F H - 1 5 3 1 7 . 2 0 . 0 0 5 4 1 1 . 7 3 4 0 . 9 6 Ju n c J - 1 5 3 7 9 0 . 0 0 5 4 3 3 . 3 3 2 3 . 5 4 Ta n k P o n d 5 4 5 0 - 1 5 0 0 . 0 0 5 4 6 0 . 0 0 4 . 3 3 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - N o d e s El e v a t i o n D e m a n d H e a d P r e s s u r e N o d e I D f t G P M f t p s i Ju n c F H - 9 5 3 7 8 0 . 0 0 5 4 3 3 . 3 3 2 3 . 9 7 Ju n c F H - 6 5 3 4 4 0 . 0 0 5 4 2 7 . 3 0 3 6 . 0 9 Ju n c F H - 5 5 3 1 5 0 . 0 0 5 4 2 1 . 4 7 4 6 . 1 3 Ju n c F H - 4 5 3 1 3 1 5 0 0 . 0 0 5 4 1 5 . 1 9 4 4 . 2 8 Ju n c F H - 3 5 2 8 5 0 . 0 0 5 4 1 6 . 3 0 5 6 . 8 9 Ju n c F H - 2 5 3 1 2 . 6 0 . 0 0 5 4 1 7 . 5 7 4 5 . 4 8 Ju n c F H - 7 5 3 5 2 0 . 0 0 5 4 1 8 . 7 9 2 8 . 9 4 Ju n c F H - 8 5 3 2 8 . 5 0 . 0 0 5 4 1 6 . 5 8 3 8 . 1 6 Ju n c F H - 1 5 3 1 7 . 2 0 . 0 0 5 4 1 7 . 5 7 4 3 . 4 9 Ju n c J - 1 5 3 7 9 0 . 0 0 5 4 3 3 . 3 3 2 3 . 5 4 Ta n k P o n d 5 4 5 0 - 1 5 0 0 . 0 0 5 4 6 0 . 0 0 4 . 3 3 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - N o d e s El e v a t i o n D e m a n d H e a d P r e s s u r e N o d e I D f t G P M f t p s i Ju n c F H - 9 5 3 7 8 0 . 0 0 5 4 3 3 . 3 3 2 3 . 9 7 Ju n c F H - 6 5 3 4 4 0 . 0 0 5 4 2 7 . 3 0 3 6 . 0 9 Ju n c F H - 5 5 3 1 5 1 5 0 0 . 0 0 5 4 1 7 . 7 9 4 4 . 5 4 Ju n c F H - 4 5 3 1 3 0 . 0 0 5 4 2 1 . 0 6 4 6 . 8 2 Ju n c F H - 3 5 2 8 5 0 . 0 0 5 4 2 1 . 6 3 5 9 . 2 0 Ju n c F H - 2 5 3 1 2 . 6 0 . 0 0 5 4 2 2 . 2 9 4 7 . 5 3 Ju n c F H - 7 5 3 5 2 0 . 0 0 5 4 2 2 . 9 1 3 0 . 7 3 Ju n c F H - 8 5 3 2 8 . 5 0 . 0 0 5 4 2 1 . 7 7 4 0 . 4 1 Ju n c F H - 1 5 3 1 7 . 2 0 . 0 0 5 4 2 2 . 2 9 4 5 . 5 3 Ju n c J - 1 5 3 7 9 0 . 0 0 5 4 3 3 . 3 3 2 3 . 5 4 Ta n k P o n d 5 4 5 0 - 1 5 0 0 . 0 1 5 4 6 0 . 0 0 4 . 3 3 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - N o d e s El e v a t i o n D e m a n d H e a d P r e s s u r e N o d e I D f t G P M f t p s i Ju n c F H - 9 5 3 7 8 0 . 0 0 5 4 3 3 . 3 3 2 3 . 9 7 Ju n c F H - 6 5 3 4 4 1 5 0 0 . 0 0 5 4 2 7 . 3 0 3 6 . 0 9 Ju n c F H - 5 5 3 1 5 0 . 0 0 5 4 2 7 . 3 0 4 8 . 6 6 Ju n c F H - 4 5 3 1 3 0 . 0 0 5 4 2 7 . 3 0 4 9 . 5 3 Ju n c F H - 3 5 2 8 5 0 . 0 0 5 4 2 7 . 3 0 6 1 . 6 6 Ju n c F H - 2 5 3 1 2 . 6 0 . 0 0 5 4 2 7 . 3 0 4 9 . 7 0 Ju n c F H - 7 5 3 5 2 0 . 0 0 5 4 2 7 . 3 0 3 2 . 6 3 Ju n c F H - 8 5 3 2 8 . 5 0 . 0 0 5 4 2 7 . 3 0 4 2 . 8 1 Ju n c F H - 1 5 3 1 7 . 2 0 . 0 0 5 4 2 7 . 3 0 4 7 . 7 1 Ju n c J - 1 5 3 7 9 0 . 0 0 5 4 3 3 . 3 3 2 3 . 5 4 Ta n k P o n d 5 4 5 0 - 1 5 0 0 . 0 0 5 4 6 0 . 0 0 4 . 3 3 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - N o d e s El e v a t i o n D e m a n d H e a d P r e s s u r e N o d e I D f t G P M f t p s i Ju n c F H - 9 5 3 7 8 0 . 0 0 5 4 3 3 . 3 3 2 3 . 9 7 Ju n c F H - 6 5 3 4 4 0 . 0 0 5 4 2 7 . 3 0 3 6 . 0 9 Ju n c F H - 5 5 3 1 5 0 . 0 0 5 4 2 3 . 1 1 4 6 . 8 5 Ju n c F H - 4 5 3 1 3 0 . 0 0 5 4 1 8 . 6 0 4 5 . 7 6 Ju n c F H - 3 5 2 8 5 0 . 0 0 5 4 1 7 . 8 2 5 7 . 5 5 Ju n c F H - 2 5 3 1 2 . 6 0 . 0 0 5 4 1 6 . 9 1 4 5 . 2 0 Ju n c F H - 7 5 3 5 2 1 5 0 0 . 0 0 5 4 1 6 . 0 4 2 7 . 7 5 Ju n c F H - 8 5 3 2 8 . 5 0 . 0 0 5 4 1 7 . 6 2 3 8 . 6 2 Ju n c F H - 1 5 3 1 7 . 2 0 . 0 0 5 4 1 6 . 9 1 4 3 . 2 0 Ju n c J - 1 5 3 7 9 0 . 0 0 5 4 3 3 . 3 3 2 3 . 5 4 Ta n k P o n d 5 4 5 0 - 1 5 0 0 . 0 1 5 4 6 0 . 0 0 4 . 3 3 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - N o d e s El e v a t i o n D e m a n d H e a d P r e s s u r e N o d e I D f t G P M f t p s i Ju n c F H - 9 5 3 7 8 0 . 0 0 5 4 3 3 . 3 3 2 3 . 9 7 Ju n c F H - 6 5 3 4 4 0 . 0 0 5 4 2 7 . 3 0 3 6 . 0 9 Ju n c F H - 5 5 3 1 5 0 . 0 0 5 4 2 2 . 2 5 4 6 . 4 7 Ju n c F H - 4 5 3 1 3 0 . 0 0 5 4 1 6 . 8 1 4 4 . 9 8 Ju n c F H - 3 5 2 8 5 0 . 0 0 5 4 1 7 . 0 5 5 7 . 2 2 Ju n c F H - 2 5 3 1 2 . 6 0 . 0 0 5 4 1 7 . 3 2 4 5 . 3 8 Ju n c F H - 7 5 3 5 2 0 . 0 0 5 4 1 7 . 5 8 2 8 . 4 2 Ju n c F H - 8 5 3 2 8 . 5 1 5 0 0 . 0 0 5 4 1 3 . 4 1 3 6 . 7 9 Ju n c F H - 1 5 3 1 7 . 2 0 . 0 0 5 4 1 7 . 3 2 4 3 . 3 8 Ju n c J - 1 5 3 7 9 0 . 0 0 5 4 3 3 . 3 3 2 3 . 5 4 Ta n k P o n d 5 4 5 0 - 1 5 0 0 . 0 0 5 4 6 0 . 0 0 4 . 3 3 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Network Table - Nodes Elevation Demand Head Pressure Node ID ft GPM ft psi Junc FH-9 5378 1500.00 5431.67 23.26 Junc FH-6 5344 0.00 5433.33 38.71 Junc FH-5 5315 0.00 5433.33 51.27 Junc FH-4 5313 0.00 5433.33 52.14 Junc FH-3 5285 0.00 5433.33 64.27 Junc FH-2 5312.6 0.00 5433.33 52.31 Junc FH-7 5352 0.00 5433.33 35.24 Junc FH-8 5328.5 0.00 5433.33 45.42 Junc FH-1 5317.2 0.00 5433.33 50.32 Junc J-1 5379 0.00 5433.33 23.54 Tank Pond 5450 -1500.00 5460.00 4.33 High Mesa RV Park - Fire System EPANET 2 Page 1 Ne t w o r k T a b l e - L i n k s Le n g t h D i a m e t e r R o u g h n e s s F l o w V e l o c i t y U n i t H e a d l o s s F r i c t i o n F a c t o r L i n k I D f t i n G P M f p s f t / K f t Pi p e P 1 - 2 2 0 0 8 1 0 0 - 1 5 0 0 . 0 0 9 . 5 7 6 2 . 9 2 0 . 0 2 9 Pi p e P 2 - 3 5 2 9 8 1 0 0 - 6 1 7 . 1 0 3 . 9 4 1 2 . 1 4 0 . 0 3 4 Pi p e P 3 - 4 4 5 9 8 1 0 0 - 6 1 7 . 1 0 3 . 9 4 1 2 . 1 5 0 . 0 3 4 Pi p e P 4 - 5 3 6 2 8 1 0 0 - 6 7 5 . 5 5 4 . 3 1 1 4 . 3 6 0 . 0 3 3 Pi p e P 5 - 6 3 3 6 8 1 0 0 - 6 7 5 . 5 5 4 . 3 1 1 4 . 3 6 0 . 0 3 3 Pi p e P 6 - 7 4 8 6 8 1 0 0 8 2 4 . 4 5 5 . 2 6 2 0 . 7 7 0 . 0 3 2 Pi p e P 7 - 2 5 0 6 8 1 0 0 8 8 2 . 9 0 5 . 6 4 2 3 . 5 8 0 . 0 3 2 Pi p e P 7 - 8 2 7 5 8 1 0 0 - 5 8 . 4 6 0 . 3 7 0 . 1 5 0 . 0 4 8 Pi p e P 8 - 4 1 7 2 8 1 0 0 - 5 8 . 4 6 0 . 3 7 0 . 1 5 0 . 0 4 7 Pi p e P 6 - J 1 2 8 4 1 0 1 0 0 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Pi p e P - J 1 - 9 7 8 1 0 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P - J 1 - p d 1 2 5 7 1 0 1 0 0 - 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - L i n k s Le n g t h D i a m e t e r R o u g h n e s s F l o w V e l o c i t y U n i t H e a d l o s s F r i c t i o n F a c t o r L i n k I D f t i n G P M f p s f t / K f t Pi p e P 1 - 2 2 0 0 8 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 2 - 3 5 2 9 8 1 0 0 6 0 0 . 1 3 3 . 8 3 1 1 . 5 3 0 . 0 3 4 Pi p e P 3 - 4 4 5 9 8 1 0 0 - 8 9 9 . 8 7 5 . 7 4 2 4 . 4 2 0 . 0 3 2 Pi p e P 4 - 5 3 6 2 8 1 0 0 - 6 9 1 . 4 1 4 . 4 1 1 4 . 9 9 0 . 0 3 3 Pi p e P 5 - 6 3 3 6 8 1 0 0 - 6 9 1 . 4 1 4 . 4 1 1 4 . 9 9 0 . 0 3 3 Pi p e P 6 - 7 4 8 6 8 1 0 0 8 0 8 . 5 9 5 . 1 6 2 0 . 0 3 0 . 0 3 2 Pi p e P 7 - 2 5 0 6 8 1 0 0 6 0 0 . 1 3 3 . 8 3 1 1 . 5 3 0 . 0 3 4 Pi p e P 7 - 8 2 7 5 8 1 0 0 2 0 8 . 4 6 1 . 3 3 1 . 6 3 0 . 0 3 9 Pi p e P 8 - 4 1 7 2 8 1 0 0 2 0 8 . 4 6 1 . 3 3 1 . 6 3 0 . 0 3 9 Pi p e P 6 - J 1 2 8 4 1 0 1 0 0 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Pi p e P - J 1 - 9 7 8 1 0 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P - J 1 - p d 1 2 5 7 1 0 1 0 0 - 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - L i n k s Le n g t h D i a m e t e r R o u g h n e s s F l o w V e l o c i t y U n i t H e a d l o s s F r i c t i o n F a c t o r L i n k I D f t i n G P M f p s f t / K f t Pi p e P 1 - 2 2 0 0 8 1 0 0 - 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 2 - 3 5 2 9 8 1 0 0 - 6 1 7 . 1 0 3 . 9 4 1 2 . 1 5 0 . 0 3 4 Pi p e P 3 - 4 4 5 9 8 1 0 0 - 6 1 7 . 1 0 3 . 9 4 1 2 . 1 5 0 . 0 3 4 Pi p e P 4 - 5 3 6 2 8 1 0 0 - 6 7 5 . 5 6 4 . 3 1 1 4 . 3 6 0 . 0 3 3 Pi p e P 5 - 6 3 3 6 8 1 0 0 - 6 7 5 . 5 6 4 . 3 1 1 4 . 3 6 0 . 0 3 3 Pi p e P 6 - 7 4 8 6 8 1 0 0 8 2 4 . 4 5 5 . 2 6 2 0 . 7 7 0 . 0 3 2 Pi p e P 7 - 2 5 0 6 8 1 0 0 8 8 2 . 9 1 5 . 6 4 2 3 . 5 8 0 . 0 3 2 Pi p e P 7 - 8 2 7 5 8 1 0 0 - 5 8 . 4 6 0 . 3 7 0 . 1 5 0 . 0 4 8 Pi p e P 8 - 4 1 7 2 8 1 0 0 - 5 8 . 4 6 0 . 3 7 0 . 1 5 0 . 0 4 7 Pi p e P 6 - J 1 2 8 4 1 0 1 0 0 1 5 0 0 . 0 1 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Pi p e P - J 1 - 9 7 8 1 0 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P - J 1 - p d 1 2 5 7 1 0 1 0 0 - 1 5 0 0 . 0 1 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - L i n k s Le n g t h D i a m e t e r R o u g h n e s s F l o w V e l o c i t y U n i t H e a d l o s s F r i c t i o n F a c t o r L i n k I D f t i n G P M f p s f t / K f t Pi p e P 1 - 2 2 0 0 8 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 2 - 3 5 2 9 8 1 0 0 2 5 7 . 6 3 1 . 6 4 2 . 4 1 0 . 0 3 8 Pi p e P 3 - 4 4 5 9 8 1 0 0 2 5 7 . 6 3 1 . 6 4 2 . 4 1 0 . 0 3 8 Pi p e P 4 - 5 3 6 2 8 1 0 0 - 7 4 8 . 1 1 4 . 7 8 1 7 . 3 5 0 . 0 3 3 Pi p e P 5 - 6 3 3 6 8 1 0 0 - 7 4 8 . 1 1 4 . 7 8 1 7 . 3 5 0 . 0 3 3 Pi p e P 6 - 7 4 8 6 8 1 0 0 7 5 1 . 8 9 4 . 8 0 1 7 . 5 1 0 . 0 3 3 Pi p e P 7 - 2 5 0 6 8 1 0 0 2 5 7 . 6 3 1 . 6 4 2 . 4 1 0 . 0 3 8 Pi p e P 7 - 8 2 7 5 8 1 0 0 4 9 4 . 2 6 3 . 1 5 8 . 0 5 0 . 0 3 5 Pi p e P 8 - 4 1 7 2 8 1 0 0 4 9 4 . 2 6 3 . 1 5 8 . 0 5 0 . 0 3 5 Pi p e P 6 - J 1 2 8 4 1 0 1 0 0 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Pi p e P - J 1 - 9 7 8 1 0 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P - J 1 - p d 1 2 5 7 1 0 1 0 0 - 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - L i n k s Le n g t h D i a m e t e r R o u g h n e s s F l o w V e l o c i t y U n i t H e a d l o s s F r i c t i o n F a c t o r L i n k I D f t i n G P M f p s f t / K f t Pi p e P 1 - 2 2 0 0 8 1 0 0 - 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 2 - 3 5 2 9 8 1 0 0 1 8 0 . 1 2 1 . 1 5 1 . 2 4 0 . 0 4 0 Pi p e P 3 - 4 4 5 9 8 1 0 0 1 8 0 . 1 2 1 . 1 5 1 . 2 4 0 . 0 4 0 Pi p e P 4 - 5 3 6 2 8 1 0 0 5 2 5 . 6 7 3 . 3 6 9 . 0 3 0 . 0 3 4 Pi p e P 5 - 6 3 3 6 8 1 0 0 - 9 7 4 . 3 3 6 . 2 2 2 8 . 3 0 0 . 0 3 1 Pi p e P 6 - 7 4 8 6 8 1 0 0 5 2 5 . 6 8 3 . 3 6 9 . 0 2 0 . 0 3 4 Pi p e P 7 - 2 5 0 6 8 1 0 0 1 8 0 . 1 2 1 . 1 5 1 . 2 4 0 . 0 4 0 Pi p e P 7 - 8 2 7 5 8 1 0 0 3 4 5 . 5 6 2 . 2 1 4 . 1 5 0 . 0 3 7 Pi p e P 8 - 4 1 7 2 8 1 0 0 3 4 5 . 5 6 2 . 2 1 4 . 1 5 0 . 0 3 7 Pi p e P 6 - J 1 2 8 4 1 0 1 0 0 1 5 0 0 . 0 1 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Pi p e P - J 1 - 9 7 8 1 0 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P - J 1 - p d 1 2 5 7 1 0 1 0 0 - 1 5 0 0 . 0 1 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - L i n k s Le n g t h D i a m e t e r R o u g h n e s s F l o w V e l o c i t y U n i t H e a d l o s s F r i c t i o n F a c t o r L i n k I D f t i n G P M f p s f t / K f t Pi p e P 1 - 2 2 0 0 8 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 2 - 3 5 2 9 8 1 0 0 0 . 2 6 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 3 - 4 4 5 9 8 1 0 0 0 . 2 6 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 4 - 5 3 6 2 8 1 0 0 0 . 3 9 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 5 - 6 3 3 6 8 1 0 0 0 . 3 9 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 6 - 7 4 8 6 8 1 0 0 0 . 3 9 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 7 - 2 5 0 6 8 1 0 0 0 . 2 6 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 7 - 8 2 7 5 8 1 0 0 0 . 1 3 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 8 - 4 1 7 2 8 1 0 0 0 . 1 3 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 6 - J 1 2 8 4 1 0 1 0 0 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Pi p e P - J 1 - 9 7 8 1 0 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P - J 1 - p d 1 2 5 7 1 0 1 0 0 - 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - L i n k s Le n g t h D i a m e t e r R o u g h n e s s F l o w V e l o c i t y U n i t H e a d l o s s F r i c t i o n F a c t o r L i n k I D f t i n G P M f p s f t / K f t Pi p e P 1 - 2 2 0 0 8 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 2 - 3 5 2 9 8 1 0 0 - 2 1 4 . 3 6 1 . 3 7 1 . 7 1 0 . 0 3 9 Pi p e P 3 - 4 4 5 9 8 1 0 0 - 2 1 4 . 3 6 1 . 3 7 1 . 7 1 0 . 0 3 9 Pi p e P 4 - 5 3 6 2 8 1 0 0 - 6 2 5 . 6 0 3 . 9 9 1 2 . 4 6 0 . 0 3 4 Pi p e P 5 - 6 3 3 6 8 1 0 0 - 6 2 5 . 6 0 3 . 9 9 1 2 . 4 6 0 . 0 3 4 Pi p e P 6 - 7 4 8 6 8 1 0 0 8 7 4 . 4 0 5 . 5 8 2 3 . 1 6 0 . 0 3 2 Pi p e P 7 - 2 5 0 6 8 1 0 0 - 2 1 4 . 3 5 1 . 3 7 1 . 7 1 0 . 0 3 9 Pi p e P 7 - 8 2 7 5 8 1 0 0 - 4 1 1 . 2 4 2 . 6 2 5 . 7 3 0 . 0 3 6 Pi p e P 8 - 4 1 7 2 8 1 0 0 - 4 1 1 . 2 4 2 . 6 2 5 . 7 3 0 . 0 3 6 Pi p e P 6 - J 1 2 8 4 1 0 1 0 0 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Pi p e P - J 1 - 9 7 8 1 0 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P - J 1 - p d 1 2 5 7 1 0 1 0 0 - 1 5 0 0 . 0 1 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - L i n k s Le n g t h D i a m e t e r R o u g h n e s s F l o w V e l o c i t y U n i t H e a d l o s s F r i c t i o n F a c t o r L i n k I D f t i n G P M f p s f t / K f t Pi p e P 1 - 2 2 0 0 8 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 2 - 3 5 2 9 8 1 0 0 1 1 1 . 7 2 0 . 7 1 0 . 5 1 0 . 0 4 3 Pi p e P 3 - 4 4 5 9 8 1 0 0 1 1 1 . 7 2 0 . 7 1 0 . 5 1 0 . 0 4 3 Pi p e P 4 - 5 3 6 2 8 1 0 0 - 6 9 2 . 1 7 4 . 4 2 1 5 . 0 2 0 . 0 3 3 Pi p e P 5 - 6 3 3 6 8 1 0 0 - 6 9 2 . 1 7 4 . 4 2 1 5 . 0 2 0 . 0 3 3 Pi p e P 6 - 7 4 8 6 8 1 0 0 8 0 7 . 8 3 5 . 1 6 2 0 . 0 0 0 . 0 3 2 Pi p e P 7 - 2 5 0 6 8 1 0 0 1 1 1 . 7 2 0 . 7 1 0 . 5 1 0 . 0 4 3 Pi p e P 7 - 8 2 7 5 8 1 0 0 6 9 6 . 1 1 4 . 4 4 1 5 . 1 8 0 . 0 3 3 Pi p e P 8 - 4 1 7 2 8 1 0 0 - 8 0 3 . 8 9 5 . 1 3 1 9 . 8 2 0 . 0 3 2 Pi p e P 6 - J 1 2 8 4 1 0 1 0 0 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Pi p e P - J 1 - 9 7 8 1 0 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P - J 1 - p d 1 2 5 7 1 0 1 0 0 - 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1 Ne t w o r k T a b l e - L i n k s Le n g t h D i a m e t e r R o u g h n e s s F l o w V e l o c i t y U n i t H e a d l o s s F r i c t i o n F a c t o r L i n k I D f t i n G P M f p s f t / K f t Pi p e P 1 - 2 2 0 0 8 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 2 - 3 5 2 9 8 1 0 0 0 . 2 6 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 3 - 4 4 5 9 8 1 0 0 0 . 2 6 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 4 - 5 3 6 2 8 1 0 0 0 . 3 9 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 5 - 6 3 3 6 8 1 0 0 0 . 3 9 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 6 - 7 4 8 6 8 1 0 0 0 . 3 9 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 7 - 2 5 0 6 8 1 0 0 0 . 2 6 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 7 - 8 2 7 5 8 1 0 0 0 . 1 3 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 8 - 4 1 7 2 8 1 0 0 0 . 1 3 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P 6 - J 1 2 8 4 1 0 1 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 . 0 0 0 Pi p e P - J 1 - 9 7 8 1 0 1 0 0 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Pi p e P - J 1 - p d 1 2 5 7 1 0 1 0 0 - 1 5 0 0 . 0 0 6 . 1 3 2 1 . 2 2 0 . 0 3 0 Hi g h M e s a R V P a r k - F i r e S y s t e m EP A N E T 2 Pa g e 1