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Home My WebLink About1.1 Engineering ReportHigh Mesa RV Park Garfield Gounty, Golorado 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 9701625- 9313 ffirffi Rr;I#( I r I r I I I I I I I f I I I I r r I I t I r I BELL CONSULTING, LLC,I PoBox8 Rifle, CO 816s0I ii"'Ji;i3i;iiii, July 31, 2008f Bob Graham I h.ltudge Partners, LLC. 1860 Lousetown Road I Reno, NV 68521 RE: High Mesa RV Park, Garfield County Zoning Regulations Section 5. I Mr. Graham Bell Consulting, LLC has been requested to provide Engineered Designs and Reports related to portions of the proposed development of a Recreational Vehicle Park (Camper Park). The property is located south f and slightiy west of Battlement Mesa, Colorado. The governing regulations for this type of development is Section 5 of the Garfield County ZoningRegulations. The Engineering Reports and Designs are intended to adhere to the criteria set forth in the County regulations. I We have outlined the portions of Section 5 below for which Bell Consulting was requested to provide information. We follow each section with our discussions and pertinent Engineering information for ease r of review.r Section 5.00 Supplementary Regulations r 5.02.03 (4) Plans and specifications for all improvements to be constructed within said park;I Bell Consulting has prepared Construction Plans for the infrastructure within the proposed RV/camper park including the internal roads, camper sites, sewer collection system, water I distribution system, fire suppression system, storm drainage features and details for items to be constructed. It is our understanding that a water treatment facility, water storage tank, sewer treatment plant and fire storage pond are to be designed by others. I 5.02.05 Site Plan for Camper Park: General (l) Access: the park is to access a road currently in place that connects to County Road 300 to the I west of the project. (2) Drainage: a complete Engineering Report is provided by Bell Consulting defining the site runoff I il1'"*?l"l{iffi1*ffi1il:t"#H"iii*T?"xx:ru:'illxffiationprovidedinthereporthas (3) Layout: the park layout and design are provided on the Construction Plans. I I I I I 5.02.07 Site Requirements (l) Setback: all setback requirements have been adhered to. (2) Camper Spaces: (A) No tent spaces are proposed (B) Each camper vehicle space shall be a minimum of 20'x50' with facilities and barriers as needed. (C) Driveways: all roads within the site are designed for one-way traffic and are to be a minimum of 20 feet wide. Additional parking areas are provided adjacent to all accessory buildings. 5.02.08 Water Supply and Distribution: General Requirements: High Mesa RV Park, Section 5 - Garco Page I of 3I I July 3 1, 2008 (l) (2) (3) Domestic water supply, well and treatment by others, (4) Water Distribution System: (see calculations Appendix B) (A) Water pipes are designed to serve all buildings and camper spaces (B) Construction will comply with all applicable drinking water standards (C) The system has been designed to provide a minimum pressure of 30 psi and a maximum pressure of80 psi throughout the park. (D) A minimum of 10' horizontal spacing is designed between domestic water and sewer lines except at areas of necessary crossings where appropriate protection of the domestic water mains is being required. (E) Unnecessary underground valves are not designed into the system. 5.02.10 Water Supply and Distribution Requirements Applicable Only to Camper Parks: (1) Source ofSupply: to be provided by others. (2) Individual Water Connections: connections will be provided for each Camper Vehicle space. (A) All riser pipes will be protected to minimize damage from travel trailers (B) Water riser pipes shall extend a minimum of 4 inches above ground. (C) Main service lines and valves shall be constructed of adequate depth to prevent freezing. Service connections are to be protected (D) Valves are proposed at each outlet with caps available when not in service. Backflow prevention devises shall be installed on each service (3) Water Stations: (A) A central water and dump station is proposed to be located adjacent to the main park road. (B) No tent camping spaces are proposed. 5.02.1 1 Fire Protection: General Reouirements: Per discussions with the local jurisdictional fire district, Grand Valley Fire Protection District, a raw water fire distribution system is proposed for the camper park. The system is to consist of a water storage pond with a minimum of 80,000 gallons of storage, adequate water piping throughout the park and fire hydrants spaced a minimum of 500 feet apart as measured along the road frontage. The storage pond will be designed by others. The pipe network throughout the park is to consist of a 10-inch supply line with 8-inch distribution piping in order to supply a maximum 1,500 gallons per minute to each proposed hydrant. (see calculations Appendix C) 5.02. 1 3 Sewage Disposal: General Requirments: The sewage collection system has been designed to allow connection of all camper trailers, out buildings and dump station to the proposed sewer ffeatment facility. The system will consist of 8- inch piping and manholes to be constructed at a maximum spacing of 400 feet. The piping will maintain a minimum separation of 10 feet to all domestic water lines except where crossings are necessary, in which event appropriate protection will be constructed. The sewer treatment facility is to be designed by others. 5.02.15 Sewage Disposal Requirements Applicable Only to Camper Parks: (1) Individual sewer connections are proposed for each site. (A) All sewer risers are to be 4-inch pipe, trapped and located appropriately. I I I I I I I r I lI I I I I I r I I I I I High Mesa RV Park, Section 5 - Garco Page 2 of 3 July 3 1, 2008 r I I r I r I I I I I I I I I (B) The service piping will have adequate slope with water tight joints. (C) Sewer service are to be constructed utilizing PVC pipe. (D) Each riser pipe shall have a threaded cap for plugging when not in use. (2) Sink Wastes: no waste shall be allowed to discharge onto the ground surface. Attached to this report are the appendix items with additional calculations and reports. We are also providing Construction Plans as a part of the Engineering Design requirements for submittal to Garfield County. The Construction Plans more specifically detail the items discussed above. Please contact us with any questions you may have regarding the information contained in this report. Sincerely, Bell Consulting, LLC. l:\bc-jobfiles\103-rv park\special use permit\bell cons report zoning sect 5 - 2008-07-21.docx I High Mesa RV Park, Section 5 - Garco Page 3 of3I I Iuly 31, 2008 /'1rh^',f4 ( 'Nathan Bell, P:E. 33401 tr APPENDIX A Drainage Report I I I I r T I I r I I r r I I r t I I r I High Mesa RV Park Garfield Gounty, Golorado DRANAGE 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 I I r I r t r I I r r I I I I r t I I I I High Mesa RV Park Garfield Gounty, Golorado DRAINAGE REPORT July 15, 2008 Prepared for: Bob Graham Ridge Partners, LLC 1860 Lousetown Road Reno, NV 89521 Engineer: Christopher Furman, P.E. BellConsulting LLC P.O. Box 8 Rifle, CO 81650 970/625- 9313 I I I Contents I introduction DESCzuPTION I BASINS METHODOLOGY I off site impacts Historic on site flows I Developed on site flows conclusions I APPENDIX A NRCS Soils Information I APPENDIX B PRECIPITATION DATA I APPENDIX C Pre-developed Off Site and On Site Hydrology Calculations I APPENDIX D r t l;i'r,lill;uvdrorogv carcurations I Structure Capacity Calculations I t I I I I r il'f3)j:;tlJ Park' Drainage Report - 1 - I I I I I I I I I I I I I T I I I I I 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 ofthe 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 l6 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 lLYo to 20o/o. The site vegetation is predominantly sage brush and similar plants with Pinon -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 northem 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 2O-feet by 5O-feet will I I High Mesa RV Park, Drainage Report June 20, 2008 t E 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 1O0-year frequency storm event. The 100-year,24-hour precipitation event was estimated to be 2.63 inches. The 2-year,Z4-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 affbcts the runoff volume from a site. The off-site areas consist primarily of a mix if sagebrush and related vegetation with Piflon -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 1O0-year storm event. The design of the proposed storm drainage piping has the capacity for 10O-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 I I I I I I t t I T I I t I I I I I r High Mesa RV Park, Drainage Report June 20, 2008 I I -3- I I T I I I I I I I I T I I I T I I I (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 nofthwest. 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 Lt.75 54 0.16 The offsite flows will be directed as follows: Basin I 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 ofthis report. IIISTORIC 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. I I High Mesa RV Park, Drainage Report June 20, 2008 -4- I I 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 I 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 10O-year storm events while decreasing the peak runoffrate 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 1O0-year storm event after development. I I I I r I I I I I I I I I I I I High Mesa RV Park, Drainage Report June 20, 2008 I I -5- I I I I I I I I I I I I t I I I I I I BASIN AREA (acres) CN Peak Runoff (cfs) 100 year A 3.17 69 2.86 B 2.14 8l 4.62 C 0.98 85 2.60 D 0.59 82 1.38 E 1.73 t3 2.30 F 1.72 79 3.42 G 2.24 69 2.10 H 0.92 83 2.28 I r.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. 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 Detention Pond Summary POND CONTRIBUTING BASINS PRE- DEVELOPED RLINOFF (cfs) POST- DEVELOPED RUNOFF IN (cfs) POST. DEVELOPED RLTNOFF OUT (cfs) West I,5,I,J 12.40 (1,5 Pre)12.79 10.61 Norlh 3,4,E, F, G, H 5.99 (3,4 Pre)10.99 9.79 East A,B,C,D I l.14 0.70 North- west control point Alt 13.97 (NW Pre)13.80 (NW control Point) I t High Mesa RV Park, Drainage Report June 20, 2008 -6- 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 arebeing 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-l03.docx I I I I I I I I I I I t I I I I I I I High Mesa RV Park, Drainage Report June 20, 2008 I I -7 - Drainage Report APPENDIX A NRCS Soils Information I I I I r r I I r r t r I I r I I t r I I II :l :l :l :lrlrl rl II rl rl I t I I I @oO*ooq- &g60 o_ r r I r I c)z qa ^1 6>.4 Eg(,E --@ooAo^o ^ovFE6 @5 =6z r r3 Fc 3I; =t,crf; E(,I$ dIEo Gr# LIEotD .9rg I oo @- o o- r r I I I I 8o5 q,E ocooOE/6;E =0(!0zt) 6Xt ao ao t @ lt)O*ooQru &gr)S(L ozfou)N6>(, Es (/)E =oooao^o+iol-co (tz (, .96>si 8EO- 5EFo =660z<) 6[ *E E fi g 8rE- .o > o E5:E' se E E ie:gEE rE E E REgE€e5 23 E E e ISs a ii: Ei #EsstEs = rg; fiE-- t[a=EI= ?= iai eiS Er u ; t flEfr* 3 ;'5* ;r' HB * : 3 iE;= iciEfl*ggEE-gEEEEi FEHg ;!E Ei Hs; t EeB€ XEoOix. oo -36 * =oOdl4osege.ftoE3Eg^E 5 E r e P,9aoql;E'-E; g t o o *" H E , E E 5Eg E b*Q,S.,3 ^r;€#s g3#Su csgE € SE E E:, :lnffi!!mn EE"!E- r Ertt tE_-EurE=F_]\F+E<tid=E oztuo LrJ o- = @ .0) cfo() 6 o Ec(E EoE6o o o (! 0- oE E -9oo 6 E o EI fo(, o U) .oo -9 ! I I r I t I I I I r r r r r I r I r I I I I I I Hydrologic Soil Group-Rifle Area, Colorado, Parts of Garfield and Mesa Counties I r I r r T I I t Hydrologic Soil Group I t ] Totats for Area of tnterest (Aol) | +,r oz.a I 1oo.o"/" I Hydrologic Soi! Group- Summary by Map Unit - Rifle Area, Colorado, Parts of Garfield and Mesa Gounties Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 4 Arvada loam, 6 to 20 percent slopes D 172.5 4.2Yo 12 Bucklon-lnchau loams, 25 to 50 percent slopes D '159.6 3.9% 33 lldefonso stony loam, 6 to 25 percent slopes B 258.3 6.3% 34 lldefonso stony loam, 25 to 45 percent slopes o 849.1 20.7o/o 46 Nihill channery loam, 1 to 6 percent slopes B 35.9 0.9% 55 Potls loam, 3 to 6 percent slopes B 223.2 5.404 56 Potts loam, 6 to 12 percent slopes B 552.3 135% 58 Potts-lldefonso complex, 12 to 25 percent slopes B 728.3 17.8o/o 59 Potts-lldefonso complex, 25 to 45 percent slopes B 6.9 0.2% 65 Torrifl uvents, nearly level D 180.'1 4A% 66 Torriorthents- Camborthids-Rock outcrop complex, steep D 245.8 6.0% 67 Torriorthents-Rock outcrop complex, steep D 536.0 13.1Yo 72 Wann sandy loam, 1 to 3 percent slopes B 75.5 1.80h 73 Water 79.3 1.9%r I I I I I :5% HllJ:*H?1""fi*" I Web Soil Survey 2.0 National Cooperative Soil Survey 5t29t2008 Page 3 of 5 Hydrologic Soil Group-Rifle Area, Colorado, Parts of Garfield and Mesa Counties I t 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 flne 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. lf 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 I I I T I I I I I I I I I I I I I USDA Natural Resources - conservation Service Web Soil Survey 2.0 National Cooperative Soil Survey 5125t2008Pase4of5 I r I I Hydrologic Soil Group-Rifle Area, Colorado, Parts of Garfield and Mesa Counties I I I r I I r I I I I I r I I I I 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.9., 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. lf 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. lf 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. USDA--I I Natural Resources Gonservation Service Web Soil Survey 2.0 National Cooperative Soil Survey 5t29t2008 Page 5 of 5 T I I r I I I I I I I I r r I I I I I t T Drainage Report APPENDIX B PRECIPITATION DATA Colorado Precipitation Frequency Data -- OUTPUT PAGE Page I of I Precipitation Frequency Data Output NOAA Atlas 2 Colorado 39.420381!N 108.053412!W Site-speci f ic Estimates I I I r I I I r I Map Precipitation (inches) Precipitation Intensity (inlhr) 2 -year 6-hour 0.88 0.15 1--year 2 4 -hour 1.16 0.05 100- year 6- hour 1.96 0.33 100- year 24-hottt 2 .63 0.11 I HydlmeteorologicaL Design Studies Center - NOAA/National lleather Sefrice I 'rezs east-west Eighway - silver spring, MD 20910 - (301) 713-1669 Thu lray 29 15:57:{9 2004t I I I r r r I I I I http://hdsc.nws.noaa.gov/cgi-bin/hds clna2.perl?qlat:39.420381&qlon:- 108.053412&sub... 5l2gl2OO8 It I I I I I I t I I t I I T I t I I I t I Drainage Report APPENDIX C Pre-developed Off Site and On Site Hydrology Calculations I t I T I I I I r I I I I r I I I I I I I --ryf * t. .l l{ o-oL)<c1GOo(,)o_oO.c6$B69o 9'asL *;o tl f \ f- E(o -c(0 Lo -oom t zl e; t,lalL =ts t v.l: z -7,1. a€.\l t;>-l =? iilt g .E a It-1 d rl \lt 1 oI I r r r I r I I I I r I r I I I r I r r I I I I I t I I t I t I I I I I I I I I I I tr@ Northwestl.'r"',, Tltr \( @ "\ o Pre-developed ftr,,F 7\Pre-deveroped/-""'\ ,/il\ / \ Existinst\a;) 'A \\_J lc,\ \ Pre-develoPed Existins .,ffi*,.. O \ Pre-devetoped Pre-developed Drainage Diagram for 103 Predeveloped Prepared by {enter your company name here}, Printed 7/15/2008 HydroCAD@ 8.50 s/n 005531 O 2007 HydroCAD Software Solutions LLC@@4ru 103 Pre-developed Prepared by {enter your company name here} Printed 711512008 HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Solutions LLC Paoe 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 63.428 51 Sagebrush range, Fair, HSG B (1,2,3,4,5) 32.714 58 Pinyon/juniperrange, Fair, HSG B (1,2,3,4,5) 1.079 70 Sagebrush range, Fair, HSG D (2,3,4) 60.601 80 Pinyon/juniperrange, Fair, HSG D (1,2,3,4) 157.822 TOTAL AREA I I I I I I I I I I I I I I I I I I I I I Area Soil (acres) Goup I r I I t I I I t T I t I I I I I I I r I 103 Pre-developed Prepared by {enter your company name here} Printed 711512008 HvdioCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Solutions LLC Paoe 3 Soil Listing (all nodes) Subcatchment Numbers O.OOO HSG A 96.142 HSG B 1,2,3,4, 5 O.OOO HSG C 61.680 HSG D 1.2,3, 4 0.000 Other 157.822 TOTAL AREA r t103 Pre-developed Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 00553'l O 2007 HydroCAD Software Solutions LLC Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 Paoe 4 Time span=5.00-36.00 hrs, dt=0.0'1 hrs, 3101 points x 3 Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-lnd method - Pond routing by Dyn-Stor-lnd method I I I I t I I I I I r I I I I t I r Subcatchment I : Pre-developed Su bcatchment 2 : Pre-developed Subcatchment 3: Pre-developed Subcatchment4: Pre-developed Su bcatchment 5: Pre-developed Reach 1,5 Pre: Gully n=0.022 Reach 3,4 Pre: Gulley n=0.022 Reach 10R: Gully Pond 6Pre: Existing Gulvert Pond TPre: Existing Culvert Runoff Area=82.075 ac 0.00% lmpervious Runoff Depth=0.35" Flow Length=6,673' Tc=40.9 min CN=65 Runoff=12.33 cfs 2.378 af Runoff Area=31 .323ac 0.00% lmpervious Runoff Depth=0.52" Flow Length=4,077' Tc=15.2 min CN=70 Runoff=17.46 cfs 1.354 af Runoff Area=4.944 ac 0.00% lmpervious Runoff Depth=0.82" Flow Length=1,154' Tc=11.2 min CN=77 Runoff=5.82 cfs 0.339 af Runoff Area=z7 .733 ac 0.00% lmpervious Runoff Depth=O.13" Flow Length=1 ,430' Tc=10.9 min CN=56 Runoff=O.77 cfs 0.290 af Runoff Area=1 1.747 ac 0.00% lmpervious Runoff Depth=0.09" Flow Length=1,403' Tc=8.8 min CN=54 Runoff=O.16 cfs 0.089 af Avg. Depth=0.76' Max Vel=10.79 fps lnflow=12.49 cfs 2.467 af 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 lnflow=6.23 cfs 0.630 af L=1,300.0' S=0.1308'/' Capacity=181.40 cfs Outflow=S.99 cfs 0.630 af Peak Elev=5,341.69' lnflow=12.33 cfs 2.378 af 48.0" x 60.0'Culvert Outflow=12.33 cfs 2.378 af Peak Elev=5,366.50' lnflow=S.82 cfs 0.339 af 18.0" x 60.0' Culvert Outflow=S.82 cfs 0.339 af lnflow=17.46 cfs 1.354 af Outflow=17.46 cfs 1 .354 af Reach {1R: Northwestcontrolpoint Avg. Depth=0.37' Max Vel=5.43 fps lnflow=14.00 cfs 3.096 af I n=0.022 L=450.0' 5=0.0333'/' Capacity=3,568.18 cfs Outflow=13.97 cfs 3.096 af Total Runoff Area = 157.822 ac Runoff Volume = 4.451 af Average Runoff Depth = 0.34" {00.00% Pervious = 157.822 ac 0.00% lmpervious = 0.000 ac T I I I I t I I Runoff = 12.33 cfs @ 12.50 hrs, Volume=2.378 af , Depth= 0.35" {03 Pre-developed Type ll 24-hr 100-yr Rainfall=2.63" Prepared by {enter your company name here} Printed 711512008 HvdioCADrO 8.i0 s/n d05531 @ 2O02-HvdroCAD Software Solutions LLC Paqe 5 Summary for Subcatchment {: Pre-developed Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN DescriPtion 7.142 58 Pinyon/juniper range, Fair, HSG B 36.491 B0 Pinyon/juniper range, Fair, HSG D 442 51 r Fair. HSG B 82.075 Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (fuft) (fUsec) (cfs) 82.075 65 Weighted Average r I 6.8 25 0.0800 0.06 30.0 2,637 0.0857 1.46 4.1 4,011 0.2199 16.23 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" Shallow Goncentrated Flow, Woodland Kv= 5.0 fps 32.47 Ghannel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 Earth, clean & windingI I I I I I I I I r I 40.9 6,673 Total 1 1 11 10 9 7 Subcatchment I : Pre-develoPed 6 o ! .9L 17 18 19 20 21 2? 23 24 25 Time (hours) Hydrograph 10 11 12 13 14 15 26 27 28 29 30 31 IE Rr""ffl I I103 Pre-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 HydroCAD@ 8.50 1 42007 Summary for Subcatchment 2: Pre-developed Runoff - 17.46 cfs @ 12.10 hrs, Votume=1.354af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description I r I 6.476 58 19"005 B05.170 510.672 70 Pinyon/juniper range, Fair, HSG B Pinyon/juniper range, Fair, HSG D Sagebrush range, Fair, HSG B Sagebrush ranqe, Fair, HSG D I r31.323 70 31.323 Tc Length(min) (feet) Weighted Average Pervious Area Slope Velocity Capacity Description 1fuCI (fUsec) (cfs) I Sheet FIow, Woods: Light underbrush n= 0.400 P2= 1.16" Shallow Concentrated Flow, Woodland Kv= 5.0 fps3.4 3,484 0.2402 16.97 33.93 ChannelFIow, Area= 2.0 sf perim= 4.5' r= 0.44' n= 0.02515.2 4,077 Total Subcatchment 2: Pre-developed @ 16 17 18 19 20 21 22 23 24 25 Time (hour8) 6.8 25 0.0800 0.06 5.0 568 0.1427 '1.89 I t I I r I r I t I I I I o o i -9L Hydrograph '18 17 16 15 14 13 12 11 10 9 a 7 I I 103 Pre-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008r I I I I I I I 31 @2007 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 ll 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 Saqebrush ranqe, Fair, HSG D 4.944 77 Weighted Average 4.944 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 4.4 25 0.2400 0.10 6.2 835 0.2023 2.25 0.6 294 0.0510 7 .82 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.64 ChannelFlow, 11.2 1,154 TotalI I I I I I t I I I Area= 2.0 sf Perim= 4.5'r= 0.44' n= Subcatchment 3: Pre-develoPed Hydrograph .to11121.314151617181g2o21222324252627282930313233343536 IE Rr."fri Time (houE) o o 3 -9L 103 Pre-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 I r I I I HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Solutions LLC paqe g Summary for Subcatchment 4: Pre-developed Runoff = 0.77 cfs @ 12.14 hrs, Volume=0.290af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-30.00 hrs, dt= 0.01 hrs Type ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 13.635 58 Pinyon/juniper range, Fair, HSG B0.966 80 Pinyon/juniper range, Fair, HSG D12.912 51 Sagebrush range, Fair, HSG B0.220 70 Saqebrush range, Fair, HSG D I r27.733 56 Weighted Average 27.733 Pervious Area Tc Length Slope Velocity Capacity Description r min fUsec cfs 5.1 25 0.1600 0.08 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" Shallow Concentrated Flow, Woodland Kv= 5.0 fps 4.7 555 0.1550 1.97 1.1 850 0.1317 12.56 25.13 Channe! Ftow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.02510.9 1,430 Total Subcatchment 4: Pre-developed 0.85 0.8 0. 0.7 0 6 0.5 lf o.+s E o.+ L 0.35 0.3 0.25 0.2 0.15 0.1 0.05 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (houra) I I I I r r r I I I r I I Hydrograph lE n,,""trl I I 103 Pre-developed Prepared by {enter your company name here} Type tl 24-hr 100-yr Rainfall=2.63" Printed 711512008 1@2007I I Runoff = 0.16 cfs @ 12.47 hrs, Volume=0.089 af, DePth= 0.09" Summary for Subcatchment 5: Pre-developed r Runoff bv SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs I Type ll iq-nr l00-yr Rainfall=2.63" CN Descri 5.079 58 Pinyon/juniper range, Fair, HSG B 6.668 51 Sagebrush ranqe, Fair, HSG B 11.747 54 Weighted Average 11.747 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (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 1.9 1,355 0.1129 11.63 Shallow Goncentrated Flow, Woodland Kv= 5.0 fps 23.26 ChannelFlow, = 2.0 sf Perim=r= 0.44' Subcatchment 5: Pre-develoPed Hydrograph r'a ts zb 21 22 zz 24 25 26 27 28 29 30 31 32 33 34 35 36 o.17 0 Itl.l.l.l. l: l: l: 0.1 0.1 0.13 o.12 0.11 o 0.1 o:- ooe; -9I 0.07 0.06 0.05 0.04 0.03 0 0.01 8.8 1,403 Total 5 6 7 8 I 10',I11213'.14151617 Time (hours) lE n,^tti 103 Pre-developed Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t15t2008 I I I I I I] rlrlrlrlrlIIrl :l :lrlrl :l Prepared by {enter your company name here} s/n 005531 @ Software Summary for Reach 1,S Pre: Gully lnflow Area = 93.822 ac, 0 00% lmpervious, lnflow Depth = 0.32', for 100-yr eventlnflow = 12.49 cfs @ 12.50 hrs, Volume= 2.46T afoutflow = 12.40 cfs @ 12.53 hrs, volume= 2.467 af , Atten= 1o/o, Lag= 1.7 min Routing by Dyn-stor-lnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 10.79 fps, Min. TravelTime= 2.3 min Avg. Velocity = 5.85 fps, Avg. TravelTime= 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-Fuil= 164.85 cfs Q,00'_x 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0'l' Top Width= 8.00' Length= 1,500.0' Slope= 0.1080 7' lnlet lnvert= 5,302.00', Outlet lnvert= 5,140.00' Reach 1,5 Pre: Gully Hydrograph 7 b 4 19 20 2't 22 23 24 25 26 27 28 29 30 Time (hours) a o ; -9I 32 33 34 3s 35 I I 103 Pre-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008I I I I 1 @2007 Summary for Reach 3,4 Pre: GulleY lnflowArea = 32.677 ac, 0.00% lmpervious, lnflow Depth = 0.23" for 100-yrevent lnflow = 6.23 cfs @ 12.05 hrs, Volume= Outflow = 5.99 cfs @ 12.08 hrs, Volume= Routing by Dyn-Stor-lnd 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. TravelTime= 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'l' Top Width= 8.00' Length= 1,300.0' Slope= 0.'1308'/' lnlet lnvert= 5,361.00', Outlet lnvert= 5,191.00' Reach 3,4 Pre: Gulley Hydrograph 0.630 af 0.630 af, Atten= 4o/o, Lag= 1.6 min I I I I I I I I I I I I I I q o B -9II 56789 12 13 14 15 16 17 18 19 20 21 Time (hours) 26 27 28 29 30 31 32 33 34 I r{03 Pre-developed Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Solutions LLC Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 Paoe 12 Summary for Reach 10R: Gully [40] Hint: Not Described (Outflow=lnflow) lnflow Area = 31.323 ac, 0.00% lmpervious, lnflow Depth = 0.s2" for 100-yr event I r I I I I r I I I r I I I I I I I r lnflow = 17.46 cfs @ 12.10 hrs, Volume=Outflow = 17.46 cfs @ 12.'10 hrs, Volume= 1.354 af 1.354 al, Atten= OYo, Lag= 0.0 min Routing by Dyn-Stor-lnd method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Reach 10R: Gully Hydrograph 1 14 1 1 11 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) @ o ! -9L t I I t I I I I I I I I I I I I I I I I I 103 Pre-developed Type ll 24-hr 100-yr Rainfall=2.63" Prepared by {enter your company name here} Printed 711512008 HvdioCAD@ 8.50 s/n 005531 O 2007 HvdroCAD Software Solutions LLC Paoe 13 Summary for Reach 11R: Northwest control point [62] Warning: Exceeded Reach 1,5 Pre OUTLET depth by 15.07' @ 11.91 hrs lnflow Area = 126.499 ac, 0.00% lmpervious, lnflow Depth = 0.29" for 100-yr event Routing by Dyn-Stor-lnd 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 ,1 57 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'l' Top Width= 55.00' Length= 450.0' Slope= 0.0333'/' lnlet lnvert= 5,155.00', Outlet lnvert= 5,140.00' lnflow = 14.00 cfs @ 12.51 hrs, Volume= Outflow = 13.97 cfs @ 12.53 hrs, Volume= 1 14 ,| 't2 11 10 9 7 3.096 af 3.096 af, Atten= 0%, Lag= 1.0 min o o ; -9L Reach { 1R: Northwest control point 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Timo (houB) Hydrograph 103 Pre-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 r I I r I I t I r I I I t I t I I T I I I HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Sotutions LLC paqe 14 Summary for Pond 6Pre: Existing Culvert lnflowArea = 82.075 ac, 0.00% lmpervious, lnflow Depth = 0.35" for 100-yreventlnflow = 12.33 cfs @ 12.50 hrs, Volume= 2.378 afOutflow = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af , Atten= 0%, Lag= 0.0 minPrimary = 12.33 cfs @ 12.50 hrs, Volume= 2.378 af Routing by Dyn-Stor-lnd 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 Routi Outlet Devices#1 Primary 5,340.30' 48.0" x 60.0'long Culvert CMP, projecting, no headwall, Ke= 0.900 Outlet lnvert= 5,332.80' S= 0.1250 '/' Cc= 0.900 n= 0.025 Corrugated metal frimary-OutFtowM_ax=12.33cfs@12.50hrs HW=5,341.69'TW=5,302.76'(DynamicTailwater)L1=Gulvert (lnlet Controls 12.33 cfs @ 3.17 fps) Pond 6Pre: Existing Culvert Hydrograph 18 19 20 21 22 23 24 25 26 27 28 29 30 Time (hours) 31 32 33 345 6 7 I 9 1011121314151617 6 0 -eL 103 Pre-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 1 42007 LLC Summary for Pond TPrez Existing Culvert 4.944 ac, 0.00% lmpervious, lnflow Depth = 0.82" for 100-yr event lnflow = Outflow = 5.82 cfs @ 12.04 hrs, Volume= 5.82 cfs @ 12.04 hrs, Volume= 5.82 cfs @ 12.04 hrs, Volume= 0.339 af 0.339 af, Atten= 07o, Lag= 0.0 min 0.339 af Routing by Dyn-Stor-lnd 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 Routinq lnvert Outlet Devices #1 Primary 5,365.00' 18.0" x 60.0' long insert CMP, projecting, no headwall, Ke= 0.900 Outlet lnvert= 5,361.00' S= 0.0667 '/' Cc= 0.900 n= 0.025 Corrugated metal frimary OutFIow Max=5.82 cfs @ 12.04 hrs HW=S,366.50' TW=5,361.54' (Dynamic Tailwater) Ll=insert (lnlet Controls 5.82 cfs @ 3.29 fps) 12 13 14 15 16 17 18 19 20 21 22 ?3 24 25 26 27 Time (hours) 28 29 30 31 32 33 34 35 36 o o B -9L Pond TPre: Existing Culvert Hydrograph I I I I I I I t I I I I I I t I I I I I I Drainage Report APPENDIX D Post-developed Hydrology Calculations I I I I I I t I I I I I I r I I I I I t I E*6> $Bi6tEg6 .: i: 6 LEGEND - 5350 Proposed Major Contour Proposed Minor Contour o lllllllll Drainage Path, sheet Flow lllllllll Drainage Path, Shallow Conc. Flow rrrrtttr Drainage Path, Channel Flow--_\ a;i"lnE}*-l - -E---/ Drainage Basin Symbol HORIZONTAL GRAPHIC SCAL '1 INCH = 200 FEET E(u .C(ot-o -oom (ri J >l zF t-16 € :!15€* rl a^ctaz-Zl-a-€ YI E? Jl trJI :, l.L Go E (I U,c .9I 6- -"r-2 OI: I r I I I r I t I I I I I I I I r I t I I \ n GullY /3\- (nervfeacnl \ -f- ------ \: / i \ l-' 4=-- pre.deveroped/\trlE/\ror\-K Iu) \ Gurre, \,r.1,\-/ \ " lF?\ -vA *"1"\ -r- \ -\**\o\ m -!{ -o Pre-developed\-r-\\,\ -"*\\ tr -!rl \^ \ \.-., /o,,,, ^/^'fi'a\tl)o-a *"*rfr /t"F\v..-=- Posl'dereloped posrdeveroped ,rrF"r,*.\\ ",,,"\ -O O E \ E PosLdevetoped posrdevetoped "T E o-r.r o*K6 AA':.9-. 3-{----r-^' , -,r^: \ posr-deveroo"d ",,,"n.fon1 t (, \ !q Posl'developed eorr.*up"on D[ch \/cB\,/rbA \ ^ ^1J\al A / \-J "f*"\/ cosLdeveroped I 'Z--f/ r(,/1"tr-*r---- I -------o Pre-cleveloped ---Ao_ ex,st,no cfri Exisling culved --- /- \ \\ro @traH Drainage Diagram for 103 Pre and Post-developed Prepared by {enter your company name here}, Printed 711512008 HydroCAD@ 8.50 s/n 005531 O 2007 HydroCAD Software Solutions LLC o Posl{evelop€d {03 Pre and Post-developed Prepared by {enter your company name here} Printed 7l15l2OO8 HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Solutions LLC Paoe 2 I I I I I Area (acres) Area Listing (all nodes) CN Description (su bcatch ment-n umbers) 66.014 32.714 2.358 2.041 60.601 0.068 9.571 173.367 51 58 69 70 80 84 85 Sagebrush range, Fair, HSG B (1,2,3,4,5,A,E,G) Pinyon/juniper range, Fair, HSG B (1,2,3,4,5) 50-75o/o Grass cover, Fair, HSG B (A,B,D,E,F,H,l) Sagebrush range, Fair, HSG D (2,3,4,4,E) Pinyon/juniperrange, Fair, HSG D (1,2,3,4) 50-75o/o Grass cover, Fair, HSG D (A,E) Gravel roads, HSG B (A,B,C,D,E,F,G,H,l,J) TOTAL AREA r I I I I I I I I I r I I I I I I 103 Pre and Post-developed Prepared by {enter your company name here}Printed 711512008 f HvdroCAD@ 8.50 s/n 005531 @ 2007 HydroCAD Software Solutions LLC Paoe 3 Soil Listing (all nodes) I Area Soil Subcatchment rr 110.657 HSG B 1,2,3,4,5,A, B, c, D, E, F, G, H, l, J 0.000 HSG c I 62.710 HSG D 1,2,3,4, A, E 0.000 Other 173.367 TOTAL AREAI r I I I I r I I r I T I I 103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 7l15l2OO8 HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Solutions LLC Paqe 4 Time span=s.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-lnd method - Pond routing by Dyn-Stor-lnd method Subcatchment I : Pre-developed Runoff Area=82.075 ac 0.00% lmpervious Runoff Depth=0.35" Flow Length=6,673' Tc=40.9 min CN=65 Runoff=12.33 cls 2.378 af Runoff Area=31 .323 ac 0.00% lmpervious Runoff Depth=0.52" Flow Length=4,077' Ic=15.2 min CN=70 Runoff=17.46 cfs '1 .354 af Runoff Area= .944 ac 0.00% lmpervious Runoff Depth=0.82" Flow Length= 1 ,154' Tc=11 .2 min CN=77 Runoff=S.82 cfs 0.339 af Runoff Area=27.733 ac 0.00% lmpervious Runoff Depth=0.13" Flow Length=1,430' Tc=10.9 min CN=56 Runoff=O.77 cfs 0.290 af Runoff Area=1 1.747 ac 0.00% lmpervious Runoff Depth=0.09" Flow Length=1,403' Tc=8.8 min CN=54 Runoff=0.16 cfs 0.089 af Runoff Area=3.166 ac 0.00% lmpervious Runoff Depth=0.48" FlowLength=1,172' Tc=2.5min CN=69 Runoff=2.86 cfs 0.127 af Runoff Area=2.135 ac 0.00o/o lmpervious Runoff Depth=1 .04" Flow Length=S42' Tc=2.0 min CN=81 Runoff=4.62 cfs 0.184 af Runoff Area=0.981 ac 0.00% lmpervious Runoff Depth=1.28" Flow Length=409' Tc=2.0 min CN=85 Runoff=2.60 cfs 0.105 af Runoff Area=0.593 ac 0.00% lmpervious Runoff Depth=1.09" Flow Length=Z22' Tc=1 .4 min CN=82 Runoff='l .38 cfs 0.054 af Runoff Area=1 .730 ac 0.00o/o lmpervious Runoff Depth=0.64" Flow Length=487' Tc=1.4 min CN=73 Runoff=2.3O cfs 0.092 af Runoff Area=1 .725ac 0.00% lmpervious Runoff Depth=0.93" Flow Length=345' Tc=1 .3 min CN=79 Runoff=3.42 cfs 0.133 af Runoff Area=2.237 ac 0.00% lmpervious Runoff Depth=0.48" Flow Length=532' Tc=1 .5 min CN=69 Runoff=2.10 cfs 0.090 af Runoff Area=O.919ac 0.00% lmpervious Runoff Depth=1.15" Flow Length=425' Tc=1.0 min CN=83 Runoff=2.28 cfs 0.088 af Runoff Area=1 .301 ac 0.00% lmpervious Runoff Depth=0.87" Flow Length=379' Tc=1.7 min CN=78 Runoff=2.39 cfs 0.095 af Runoff Area=O.758 ac 0.00o/o lmpervious Runoff Depth=1 .28" Flow Length=402' Tc=1.0 min CN=85 Runoff=2.08 cfs 0.081 af Subcatchment 2 : Pre-developed Su bcatchment 3 : Pre-developed Su bcatchment4: Pre-developed Subcatchment 5: Pre-developed Su bcatchmentA: Post-developed Su bcatchment B : Post-developed Subcatchment C : Post-developed Su bcatchment D: Post-developed Subcatchment E: Post-developed Subcatchment F : Post-developed Su bcatchment G : Post-developed Subcatchment H : Post-developed Su bcatchment I : Post-developed Su bcatchment J : Post-developed I I I I t I r I I I r I Avg. Depth=0.63' Max Vel=5.73 fps lnflow=4.62 cfs 0.184 af n=0.025 L=100.0' 5=0.0500'/' Capacity=98.71 cfs Outflow=4.60 cfs 0.184 af t I I I I I Reach 2R: Ditch n n n I I I I r I I I I I I I I I I I I I I I I {03 Pre and Post-developed Type ll 24-hr 100-yr Rainfall=2.63" Prepared by {enter your company name here} Printed 711512008 HvdioCAD@ 8.50 s/n 005531 O 2007 HvdroCAD Software Solutions LLC Paoe 5 Avg. Depth=0.65' Max Vel=11.61 fps lnflow=9'99 cfs 0.416 af 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 lnflow=5.42 ds 0.722 al n=0.025 L=175.0' S=0.'1486'/' Capacity=170.15 cfs Outflow=S.42 ds 0.722 af Avg. Depth=0.44' Max Vel=6.65 fps lnflow=17.46 cfs 1.354 af n=0.022 L=900.0' 5=0.0367'/' Capacity=629.68 cfs Outflow=17.00 cfs 1 .354 af Avg. Depth=0.86' Max Vel=3.44 fps lnflow=6.23 cfs 0.630 af n=0.022 L=1,300.0' 5=0.0092'/' Capacity=48.19 cfs Outflow=S'10 cfs 0.630 af Avg. Depth=0.65' Max Vel=8.04 fps lnflow=6.96 cfs 0.855 af n=0.025 L=380.0' 5=0.0946 '/' Capacity=135.76 cfs Outflow=6.85 cfs 0.855 af lnflow=12.49 ds 2.467 af Outflow=12.49 cfs 2.467 af Avg. Depth=0.72' Max Vel=12.34 fps lnflow=12.79 cfs 2.643 af 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 lnflow=1.38 cfs 0.054 af n=0.022 L=220.0' S=0.0227't' Capacity=75.62 cfs Outflow=1.34 cfs 0'054 af Reach NW Post: Northwestcontrolpoint Avg. Depth=0.46' Max Vel=7.66 fps lnflow=14.55 cfs 4.145 af n=o.022 L=i,2oo.o' 5=0.0508 '/' Capacity='f ,10'l .08 cfs Outflow=13.80 ds 4-145 af Reach 4R: Gully Reach 6R: Ditch Reach 7R: Gully Reach SPre: Gulley Reach 8R: Ditch Reach 9R: (new Reach) Reach 10R: Gully Reach 11R: Gully Pond 1P: Culvert Pond 3P: Gulvert Pond 4P: North Pond Pond 5P: Culvert Pond 6Pre: Existing Culvert Pond 7P: Gulvert Pond TPre: Existing Gulvert Pond 9P: Culvert Pond l0P: Culvert Peak Elev=S,313.73' lnflow=4.62 cfs 0.184 af 18.0" x 27.1'Culvert Outflow=4.62 cfs 0'184 af Peak Elev=S,307.40' lnflow=7.20 cfs 0.289 af 18.0" x 37.4' Culvert Outflow=7.2O cfs 0.289 af Peak Elev=S ,222.07' Storage=759 cf lnflow=10.99 cfs 1 .033 af Outflow=9.79 cfs 1.033 af Peak Elev=S,349.32' lnflow=5,42 ds 0.722af 18.0" x 20.0' Culvert Outflow=5.42 cts 0.722 af Peak Elev=5,341 .69' lnflow=l2.33 cfs 2.378 af 48.0" x 60.0' Culvert Outflow=12.33 cfs 2.378 af Peak Elev=S ,321.41' lnflow=6.96 cfs 0'855 af 18.0" x 20.0' Culvert Outflow=6.96 cfs 0'855 af Peak Elev=5,366.50' lnflow=5.82 cfs 0.339 af 18.0" x 60.0' Culvert Outflow=S.82 cfs 0'339 af Peak Elev=S ,281.51' lnflow=8.91 cfs 0.945 af 18.0" x 20.0'Culvert Outflow=8.91 cfs 0.945 af Peak Elev=5,318.96' lnflow=12.66 cts 2.562af 18.0" x 70.0'Culvert Outflow=12.66 cfs 2.562 af 103 Pre and Post-developed Prepared by {enter your company name Type ll 24-hr 100-yr Rainfall=2.63" Printed 7l15l2OOBhere) s/n 005531 @ Software Solutions Peak Elev=5,214.50' Storage=7,997 cf lnflow=11.14 cfs 0.420 at Outflow=O.70 cfs 0.470 af Peak Elev=S,266.79' Storage=4,48'l cf lnflow= 12.7g cfs 2.643 af Outflow=10.61 cfs 2.642 af I I I I I Pond 13P: East Pond Pond 14P: West Pond Total Runoff Area = {73.367 ac Runoff Volume = 5.500 af Average Runoff Depth = 0.38" 100.00% Pervious = 173.367 ac 0.00% lmpervious = 0.000 ac I r I I I I I r I t r T t I I I I I 103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 I I HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Solutions LLC Paoe 7 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 ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN Descriptiont7.142 58 Pinyon/juniper range, Fair, HSG B 36.491 B0 Pinyon/juniper range, Fair, HSG D 38.442 51 Sagebrush range, Fair, HSG BI r 82.075 65 Weighted Average82.075 Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (fuft) (fUsec) (cfs) I I 6.8 25 0.0800 30.0 2,637 0.0857 4.1 4,011 0.2199 0.06 1.46 16.23 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" Shallow Goncentrated Flow, Woodland Kv= 5.0 fps 32.47 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 Earth, clean & windinqI40.9 6,673 Total r I I I I I I T I I o a , -er Subcatchment 1 : Pre-developed 18 19 20 21 22 23 24 25 26 27 28 Time (hours) lE R"""ffl 13 12 11 10 9 8 7 6 E 4 3 ? 1 0 Hydrograph 567891011121314 29 30 31 32 33 34 35 36 103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 r I I I t HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Solutions LLC Paqe 8 Summary for Subcatchment 2: Pre-developed Runoff - 17.46 cls @ 12.10 hrs, Volume=1.354af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type ll 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 B0.672 70 Sagebrush range, Fair, HSG D I I 31.323 70 Weighted Average 31.323 Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (fuft) (fUsec) (cfs) I 6.8 25 0.0800 0.06 5.0 568 0j427 1.89 3.4 3,484 0.2402 16.97 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" Shallow Concentrated Flow, Woodland Kv= 5.0 fps 33.93 GhannelFlow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 I I 15.2 4,077 Total I I I I I I r r I I I 19 18 17 16 15 14 13 12 11 10 I o 7 6 4 a 2 1 0 Subcatchment 2: Pre-developed 18 19 20 21 22 23 24 25 26 27 28 Time (hou6) @ o o ;o L Hydrograph 29 30 31 32 33 34 35 36 t I I I r Runoff = 5.82 cfs @ 12.04 hrs, Volume= Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 103 Pre and Post-developed Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 005531 @ 2007 HydroCAD Sofhryerer9qlllUelq LLC Paqe 9 Summary for Subcatchment 3: Pre-developed 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 ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN DescriptionI r 0.382 58 Pinyon/juniper range, Fair, HSG B 4.139 80 Pinyon/juniper range, Fair, HSG D0.236 51 Sagebrush range, Fair, HSG B 0.187 70 Saqebrush range, Fair, HSG D I 4.944 77 Weighted Average 4.944 Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (fuft) (fUsec) (cfs)I 4.4 6.2 0.10 2.25 7.82 25 0.2400 835 0.2023 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.64 ChannelFlow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 0.6 294 0.0510 11.2 1,154 TotalI I I I I I I I I I I Subcatchment 3: Pre-developed Hydrograph 18 19 20 21 22 23 24 Tlme (hours) @ 29 30 31 32 33 34 35 36 t 103 Pre and Post-developed Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 00q531 O 2007 HydroCAD Software Solutions LLC Type ll 24-hr 100-yr Rainfall--2.63" Printed 7l15l2OOB Paoe 10 I I 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 ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description I I 13.635 58 Pinyon/juniper range, Fair, HSG B0.966 B0 Pinyon/juniper range, Fair, HSG D12.912 51 Sagebrush range, Fair, HSG B0.220 70 Saqebrush ranqe, Fair, HSG D I I27.733 56 Weighted Average 27.733 Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (fuft) (fUsec) (cfs) I 5.'1 4.7 1.1 25 0.1600 555 0.1550 0.08 1.97 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" Shallow Goncentrated Flow, Woodland Kv= 5.0 fps 25.13 ChannelFIow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 I 850 0.1317 12.56 10.9 1,430 Total Subcatchment 4: Pre-developed 5 6 7 I 9 1011121314151617.181920212223242526272829 3031323334 Time (hours) 0.85 0.8 0.75 o.7 0.65 0.6 0.55 o 05g o.cs ! 0.4 II 0.35 0.3 0.25 o.2 0.15 0.1 0.05 I I I I I I r t I I I Hydrograph lE Rr""ffl 103 Pre and Post-develoPed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 I I 8.50 1@2007 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 ll 24-hr 100-yr Rainfall=2.63" 11.747 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 6.8 0.1 1.9 1,355 0.1129 11.63 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" Shallow Concentrated Flow, Woodland Kv= 5.0 fps 23.26 Channel Flow, 25 0.0800 0.06 23 0.5109 3.57 5.079 58 Pinyon/juniper range, Fair, HSG B 11.747 54 Weighted Average 0.1 0 0.1 ot 0-0. '90.I o.07 0.17 0.16 0 0 0.12 0.11 i o.'l Area= 2.0 sf Perim= 4.5'f= 0.44' n= Subcatchment 5: Pre-develoPed Hydrograph 18 19 20 21 22 23 Time (hours) 0.04 0.03 o.o2 0.01 0 I I 8.8 1,403 Total 165 6 7 8 910 11 ',12 13 24 25 26 27 28 29 30 31 32 33 34 35 36 I t I Araa lan\ CN Deserintion lE Rr""ffi 'J 103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63"I I Printed 711512008 005531 @2007 Solutions Summary for Subcatchment A: Post-developed Runoff = 2.86 cfs @ 11.94 hrs, Volume=0.127 af , Depth= 0.48" Runoff by scs rR-20 method, UH=scs, Time span= 5.00-36.00 hrs, dt= 0.01 hrs Type ll 24-hr 100-yr Rainfall=2.63" 1 I t I 1.299 0.213 0.030 1.214 CN Descri 85 Gravel roads, HSG B69 50-75% Grass cover, Fair, HSG B84 50-75% Grass cover, Fair, HSG D51 Sagebrush range, Fair, HSG B I r70 Saqebrush ra 69 Weighted Average3.166 Pervious Area Tc Length Slope Velocity HSG D Capacity Description I 0.3 0.5 1.7 1.42 7.09 9.04 25 0.1544 218 0.1941 929 0.0528 cfs Sheet Flow, Smooth surfaces n= 0.01 1 P2= 1.16" Shallow Goncentrated Flow, Unpaved Kv= 16.1 fps 18.08 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' I I rn= 0.022 Earth, clean & straiqht2.5 1,172 Total 6 7 8 9'10 11 12 13 14 15 16 17 18 19 2021 22 23 24 25 26 ?7 2829 30 31 aZ SS gl as e6 Time (hour3) I I I I r I r I I I Subcatchment A: Post-developed Hydrograph I I 103 Pre and Post-develoPed I I I I I I I I Type tl 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company name here} HvdioCAD@ 6.so sln 005531 o 2002 llvd-rscApsoftware. 4.62 cts @ 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 ll 24-hr 100-yr Rainfall=2.63" 2.135 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 0.6 25 0.0288 0.73 0.4 180 0.1867 6.96 1.0 337 0.0291 5.91 Sheet Flow, Smooth surfaces n= 0.01 1 P2= 1.16" Shallow Concentrated Flow, Unpaved Kv= 16.1 fPs 11.81 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' Summary for Subcatchment B: Postdeveloped 1.550 85 Gravel roads, HSG B 2.135 81 Weighted Average 2.0 542 Total n= 0.025 Earth, clean & wi Subcatchment B: Post-developed Hydrograph wl,to t,t tz ts tq .ts ro rz tg 1'g 20 ?1 dz zs zc 25 26 27 28 29 30 31 32 33 34 35 36 t I lE n,r""trl I I I I t I I Time (hours) 103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" r I Printed 711512008 8.50 s/n 005531 O 2007 H Summary for Subcatchment C: Post-developed Runoff = 2.60 cfs @ 1 1.93 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 ll 24-hr 100-yr Rainfall=2.63" 1 t I I Area (ac) CN 185 0 981 Tc Length Pervious Area Slope Velocity Capacity Description mrn 0.7 0.1 1.2 330 0.0196 0.2497 0.0182 25 54 0.62 8.05 4.67 cfs Sheet Flow, Smooth surfaces n= 0.01 1 p2= 1.16" Shallow Goncentrated Flow, Unpaved Kv= 16.1 fps 9.34 Channel Flow, rl rlIIrlIIrlrl :l :lrl 0 sf Perim= 4.5' r=n= 0.025 Subcatchment C: Post-developed 12 i3 i4 1s 16 17 18 .19 20 2i 22 ?3 2A z:s 26 zit zis zs gb ot e, e3 il ii 3'6 2.0 409 Total lEEr""fff o I '-9tt Hydrograph Time (hours) I I 103 Pre and Post-develoPed Prepared by {enter your company name hele} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 lr 50 s/n 005 SolutionsI t Runoff - 1.38 cfs @ 11.92 hrs, Volume=0.054 af, DePth= 1.09" Summary for Subcatchment D: Postdeveloped Runoff by scs TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type ll 24-hr 100-yr Rainfall=2.63" Area (ac Description I 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 I Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 0.6 25 0.0312 0.75 0.2 85 0.1269 5.74 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" Shallow Goncentrated Flow, UnPaved Kv= 16.1 fps 2.98 5.96 Channel Flow, I 0.6 112 0.0074 t;l.l.l.l.l. l: l: I t I I I t I I I I I I 2.0 sf Perim=r= 0.44' n= 1.4 222 Total [E Rr""fft Subcatchment D: Post-develoPed ts rc t 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Tlme (hours) 567891011121314 Hydrograph I t103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t1St200A 8.50 s/n 1@2007 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 rR-20 method, UH=scS, Time span= s.o0-36.00 hrs, dt= 0.01 hrs Type ll 24-hr 100-yr Rainfall=2.63" r I I 0.727 85 Gravel roads, HSG B0.089 69 50-75% Grass cover, Fair, HSG B0.038 84 50-75% Grass cover, Fair, HSG D0.324 51 Sagebrush range, Fair, HSG B r I0.552 7 brush ranqe. Fair 1.730 73 Weighted Average 1.730 Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (fUft) (fUsec) (cfs) r I0.3 25 0.1524 1.41 7.12 6.69 Sheet FIow, Smooth surfaces n= 0.01 1 P2= 1.16" Shallow Goncentrated Flow, Unpaved Kv= 16.1 fps 13.39 ChannelFlow, 0.5 210 0.1956 0.6 252 0.0374 1.4 487 Total 16 17 18 19 20 21 22 23 24 25 Time (hours) 0 sf Perim= 4.5' r=n= 0.025 I I I I I r I r I I Subcatchment E: Post-developed Hydrograph 28 29 30 31 {03 Pre and Post-develoPed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 005531 0 Software Summary for Subcatchment F: Postdeveloped 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 ll 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) (fUft) (fUsec) (cfs) 0.6 0.2 0.5 0.64 B.'19 6.55 25 0.0212 122 0.2585 198 0.0358 Sheet Flow, Smooth surfaces n= 0.01 1 P2= 1.16" Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.10 Channel FIow, 1.3 345 Total Perim= 4.5' r=n= 0.025 Subcatchment F: Post-developed Hydrograph 101112131415161718',tg2O21222324252627?82930313233343536 lEn,r*ttlH I I Time (houB) I I I I I I T ll ! T 103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t15t200g 8.50 s/n 005531 @2007 Solutions Summary for Subcatchment G: Post-developed Runoff = 2.10 cfs @ 11.93 hrs, Votume=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 ll 24-hr 100-yr Rainfall=2.63" ac) CN 1.189 85 Gravel roads, HSG B 2.237 69 2.237 Tc Length F Weighted Average Pervious Area Slope Velocity Capacity Description min 0.6 25 0.0216 47 0.30760.1 0.8 460 0.0710 0.65 8.93 9.22 Sheet Flow, Smooth surfaces n= 0.01 1 p2= 1.16" Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 18.45 ChannelFIow, I I I I rl II rlrlIIIIII :l :l :lII :lII .0 sf Perim= 4.5' t= Subcatchment G: Post-developed 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 1.5 532 Total Hydrograph Time (hours) lEEr""ffI I I 103 Pre and Post-developed Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company name here}I I I Summary for Subcatchment H: Postdeveloped [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 t Type ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 0.777 85 Gravel roads, HSG BI r I I 142 69 50-75% Grass cover, Fair, HSG E 0.919 83 Weighted Average 0.919 Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (fUft) (fUsec) (cfs) 0.3 25 0.1244 1.30 0.1 25 0.2092 7.36 0.6 375 0.1028 11.10 22.20 Sheet Flow, Smooth surfaces n= 0.01 1 P2= 1.16" Shallow Concentrated Flow, Unpaved Kv= 16.1 fps GhannelFlow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 - r I r r I I I I I I I 1.0 425 Total Subcatchment H: Post-develoPed lE nr""trl oo 'o L Hydrograph 15 16 17 18 19 20 2',1 22 23 24 25 26 27 28 29 30 31 Timo (hour3) 567891011121314 33 34 35 36 r I{03 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 8.50 s/n 005531 Software 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 ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description I I I 0.733 85 Gravel roads, HSG B0.568 69 50-Fair, HSG B 1.30'l 78 Weighted Average 1.301 Pervious Area Tc Length Slope Velocity Capacity Description r I min 0.7 cfs Sheet Flow, Smooth surfaces n= 0.01 1 P2= 1.16" Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 9.64 Channe! Flow, I I I 25 0.0200 0.63 110 0.2681 8.340.2 0.8 244 0.0194 4.82 Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 Subcatchment l: Post-developed Hydrograph 1.7 379 Total 6 7 8 9 10111213 141516171819202122232425262728 29303.tgZeaslsse6 Time (hours) I I I I I r I I I r lE Rr."ffl I I I I t I I I 103 Pre and Post-developed Type ll 24-hr 100-yr Rainfall=2.63" Prepared by {enter your company name here} Printed 711512008 HvdioCAD@ 8.iO s/n d05531 O 2OO7 HvdroCAD Software Solutions LLC Paqe 21 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 ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN Description 5 Gravel roads, HSG B 0.758 Pervious Area Tc Length Slope Velocity Capacity Description(min) (feet) (fUft) (fUsec) (cfs) I I 0.3 0.1 0.6 25 0.2092 25 0.1140 352 0.0790 1.61 5.44 9.73 Sheet Flow, Smooth surfaces n= 0.01 1 P2= 1.16" Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 19.46 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' n= 0.025 1.0 402 Total I I I I I I I t I r I Subcatchment J: Post-develoPed Hydrograph lE R"r"frl 'r8 19 20 21 22 23 24 25 26 Tim6 (houE) 27 28 29 30 31 32 6 o ; -9L 103 Pre and Post-developed Type tl 24-hr 100-yr Rainfail=2.63" Prepared by {enter your company name here} printed 7t1stzoog HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Sotutions LLC paoe 22 Summary for Reach 2R: Ditch lnflow Area = 2.135 ac, 0.00% lmpervious, lnflow Depth = 1.04" for 100-yr eventlnflow = 4.62 cfs @ 1 1.93 hrs, Volume= 0.184 afoutflow = 4.60 cfs @ 1 1.93 hrs, volume= 0.184 af, Atten= o%, Lag= 0.2 min Routing by Dyn-Stor-lnd 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-Fuil= 98.71 cfs 0.00' x 2.00' deep channel, n= 0.025 Side Slope Z-value= 2.0'l' Top Width= 8.00' Length= 100.0' Slope= 0.0500 '/ lnlet lnvert= 5,312.00', Outlet lnvert= 5,307.00' Reach 2R: Ditch Hydrograph I I I I r r r I I I I I I I I I I I I I I 27 28 29 30 31 32 33 34 35 36 Time (hours) 11 10 I o o '-9r t I I I I I I I I r r r I I I I I I r I I i03 pre and post-developed Type ll 24-hr 100-yr Rainfall=2.63" Prepared by {enter your company name here} Printed 7l15l20o1 ttvOioCnO@ 8.sO stn CfOSS3t O zOOz-UvOroCno Sottware Solutions tLC Paoe 23 Summary for Reach 4R: GullY lnflow Area = 6.282 ac, O.OO% lmpervious, lnflow Depth = 0.80" for 100-yr event lnflow = 9.99 cfs @ 1 1.93 hrs, Volume= Outflow = 9.83 cfs @ 1'1.94 hrs, Volume= 0.416 af 0.416 af , Atten= 2o/o, Lag= 0.6 min Routing by Dyn-stor-lnd 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. TravelTime= 2.1 min Peak Storag e= 437 cf @ 1 1.94 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'l' Top Width= 8.00' Length= 516.0' Slope= 0.1531 '/ lnlet lnvert= 5,295.00', Outlet lnvert= 5,216.00' Reach 4R: Gully Hydrograph 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 3611 Time (hours) 103 Pre and Post-developed Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 005531 @ 2007 HydroCAD Software Sotutions LLC Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 Pzac )A I r I I r I I r I I I I r I I r I I I I Summary for Reach 6R: Ditch lnflow Area = 34.407 ac, 0.00% lmpervious, lnflow Depth = 0.25" for 100-yr eventlnflow = 5.42 cfs @ 12.11 hrs, Volume= 0.722 afOutflow = 5.42 cfs @ 12.12 hrs, Volume= 0.722 af , Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-lnd 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. TravelTime= 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-Futt= '170.15 cfs 0.00' x 2.00' deep channel, n= 0.025 Side Slope Z-value= 2.0'l' Top Width= 8.00' Length= 175.0' Slope= 0.1486'/ lnlet lnvert= 5,347.00', Outlet lnvert= 5,321.00' Reach 6R: Ditch Hydrograph 27 28 29 30 31 32 33 34 35 36 o 'eL Time (hours) 9 10 11 12 13 14 15 16 17 I I I I I I I I I r I r t I I I I I I I {03 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 50 s/n 005531 @2007 Solutions Summary for Reach 7R: GullY lnflow Area = 31.323 ac, 0.00% lmpervious, lnflow Depth = 0.52" for 100-yr event lnflow - 17 .46 cfs @ 12.10 hrs, Volume= 1 .354 af Outflow = 17.00 cfs @ 12.12hrs, Volume= 1.354 af , Atten= 3o/o, Lag= 1.5 min Routing by Dyn-Stor-lnd method, Time Span= 5.00-36.00 hrs, dt= 0'01 hrs / 3 Max. Velocity= 6.65 fps, Min. TravelTime= 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'l' Top Width= 17.00' Length= 900.0' Slope= 0.0367'/' lnlet lnvert= 5,235.00', Outlet lnvert= 5,202.00' Reach 7R: Gully Hydrograph '15 16 17 18 19 20 21 22 23 24 Time (hours) 17 16 15 14 '13 11o o !o I 14 25 26 27 28 29 30 31 I r103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 7l15t2OOB 8.50 s/n Summary for Reach SPre: Gulley 32.677 ac, 0.00% lmpervious, lnflow Depth = 0.23" for 100-yr event 6.23 cfs @ 12.05 hrs, Volume= 0.630 af 5.10 cfs @ 12.11hrs, Volume=0.630 af, Atten= 18o/o, Lag= 3.8 min I Ilnflow Area =lnflow =Outflow = Routing by Dyn-Stor-lnd method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Velocity= 3.44 fps, Min. TravelTime= 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'l' Top Width= 8.00' Length= 1,300.0' Slope= 0.0092 '/ lnlet lnvert= 5,361.00', Outlet lnvert= 5,349.00' Reach SPre: Gulley Hydrograph I I r r I I I I I r I I I I I 5 6 7 I 9 1011 121314151617 181920212223242526272829 303132SSS+SSa6 Time (hours) o o !o L I I I I I I I t {03 Pre and Post-develoPed Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 I r I I I I t I I I Prepared by {enter your company name here} Summary for Reach 8R: Ditch lnflow Area = 36.1 32 ac, O.OO% lmpervious, lnflow Depth = 0.28" for 100-yr event lnflow = 6.96 cfs @ 1 1.93 hrs, Volume= 0'855 af Outflow = 6.85 cfs @ 11.94 hrs, Volume= 0.855 af, Atten= 2o/o, Lag= 0'7 min Routing by Dyn-stor-lnd method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. V-elocity= 8.04 fps, Min. Travel Time= 0.8 min Avg. Velocity = 3.47 fps, Avg' Travel Time= 1'8 min peak Storag e= 324 cl @ 11.94 hrs, Average Depth at Pe-ak storage= 0.65' Bank-Full D-epth= 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'l' Top Width= 8.00' Length= 380.0' SloPe= 0.0946'/' lnlet lnvert= 5,318.00', Outlet lnvert= 5,282.06' Reach 8R: Ditch Hydrograph 15 16 17 18 19 20 21 22 23 24 25 26 Time (houB, 1410 11 12 27 28 29 30 31 32 33 34 35 36 103 Pre and Post-developed Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 005531 @ 2007 HydroCAD Soft Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t15t2A0A Summary for Reach 9R: (new Reach) [40] Hint: Not Described (Outflow=lnflow) lnflow Area = 93.822 ac, 0 00% lmpervious, lnflow Depth = 0.32" for 100-yr eventlnflow = 12.49 cfs @ 12.50 hrs, Volume= 2.467 af r r I r rl II rlrl :l :l :l :lrl :l Outflow = 12.49 cfs @ 12.50 hrs, Volume=2.467 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-lnd method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Reach 9R: (new Reach) Hydrograph 13 1 1 11 o ;o I 910111213141516 17 18 19 20 21 22 23 24 ?5 26 27 28 29 30 3.1 32 33 34 35 36 Time (houre) I I I I 103 Pre and Post-develoPed Prepared by {enter your company name here} 8.50 s/n 005531 A2007 Type tl 24-hr 100-yr Rainfall=2.63" Printed 711512008 lrl.l.l. t: l: l: Summary for Reach 10R: GullY lnflow Area = 95.881 ac, O.OO% lmpervious, lnflow Depth = 0.33" for 100-yr event lnflow = 12.79 cfs @ 12.50 hrs, Volume= 2'643 af Outflow = 12.79 cfs 6 12.50 hrs, Volume= 2.643 af , Atten= 0%, Lag= 0'2 min Routing by Dyn-stor-lnd method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. VLlocily= 12.34 fps, Min. TravelTime= 0.3 min Avg. Velocity = 6.35 fps, Avg. TravelTime= 0'6 min Peak storag e-- 233 cf @ 12.50 hrs, Average Depth at Peak storage= 0.72', Bank-Full Dlptn= 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'l' Top Width= 8.00' Length= 225.0' SloPe= 0.1511'l' lnlel lnvert= 5,303.00', Outlet lnvert= 5,269.00' q o '-9ll Reach {0R: Gully Hydrograph to ll lz 13 14 15 te tz ta fi 20 21 22 23 24 25 26 ?7 28 29 30 31 32 33 34 Time (houre) {03 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t15t2008 lnflow Area =lnflow = 005531 @ LLC Summary for Reach {1R: Gully 0.593 ac, 0.00% lmpervious, lnflow Depth = 1.09" for 100-yrevent 1.38 cfs @ 1 1.92 hrs, Volume= r r I r rl ll rlrlIIIIrl :l :l :l 'l :l Outflow = L 34 cfs @ 1 1.93 hrs, Volume= Routing by Dyn-Stor-lnd 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. TravelTime= 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-Fuil= 75.62 cfs 9,90'^I 2.00' deep channel, n= 0.022 Earth, clean & straight Side Slope Z-value= 2.0'l' Top Width= 8.00' Length= 220.0' Slope= 0.0222'l lnlet lnvert= 5,300.00', Outlet lnvert= S,2g5.OO' Reach 11R: Gully Hydrograph 0.054 af 0.054 af, Atten= 3%, Lag= 0.7 min 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 SS gt es g6 Time (hours) o o 3or Prepared by {enter your company name here} I I 103 Pre and Post-develoPed I I I I I I I I I I I I I I I I I I Type lt 24-hr 100-yr Rainfall=2.63" Printed 711512008 Summary for Reach NW Post: Northwest control point lnflow Area = 142.044 ac, 0.00% lmpervious, lnflow Depth = 0.35" for 100-yr event lnflow = 14.55 cfs @ 1 1.95 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-lnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. V-elocity= 7.66 fps, Min. TravelTime= 2'6 min Avg. Velocity = 3'75 fps, Avg. TravelTime= 5 3 min Peak storag e= 2,161cf @ 11.98 hrs, Average DePlh at Pe-ak storage= 0.46', Bank-Full DLptn= 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'l' Top Width= 19.00' Length= 1,200.0' SloPe= 0.0508 '/' lnleflnvert= 5,201.00', Outlet lnvert= 5'140'00' Reach NW Post: Northwest control point Hydrograph 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 10 25 26 27 28 29 30 31 32 t r103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.03" Printed ZtlStZOlB I Summary for Pond ip: Gulvert lnflow Area = 2.135 -ac, 0 00yo lmpervious, Inflow Depth = 1.04,' for 100-yr eventlnflow = 4.62 cfs @ 11.93 hrs, Volume= '0.194 af :lrlrlrlII :l :l :l Outflow = 4.62 cfs @ 1 1.g3 hrs, Volume=Primary = 4.62 cfs @ 11.93 hrs, Volume= 0.184 af , Atten= 0%, Lag= 0.0 min 0.184 af Routing by Dyn-stor-lnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,313.73' @ 1 1.93 hrs Flood EIev= 5,315.50' I Devices #1 Primary 5,312.50'18.0" x 27.1'long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet lnvert= 5,312.10' S= 0.0148'/' Cc= 0.g00 n= 0.012 frimaryOulFl:y .ltt]-ax= 60 cfs @ 11.93 hrs HW=5,313.73' TW=S ,312.63' (Dynamic Taitwater)Ll=Gulvert (lnlet Controts 4.60 cfs @ 2.99 fps) Pond 1P: Culvert Hydrograph 15 16 17 18 19 20 21 22 23 Time (houB) 24 25 26 27 28 29 30 3.1 32 33 34 35 365 6 7 8 9 1011121314 o o !o II IIl.I'l.l.l.l. l: l: l: t I I I 103 Pre and Post-develoPed Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company name here} 8.50 s/n 005531 @2007 Summary for Pond 3P: Gulvert [61]Hint: Exceeded Reach 2R outlet invert by 0.40'@ 11.93 hrs lnflowArea = 3.116 ac, 0.OO% lmpervious, lnflow Depth = 1.11" for 100-yrevent lnflow = 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-lnd 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 lnvert Outlet Devices #1 primary 530550 18.0" x 37.4'tong Culvert CPP, projec_ting,-n-o headwall, Ke= 0'900 Outlet lnvert= s,30a.zs' S= 0.0201 '/' Cc= 0.900 n= 0.012 primary OutFlow Max=7.19 cfs @ 1 1 .93 hrs HW=5,307.40' TW=5,295.64' (Dynamic Tailwater) t-l=Culvert (lnlet Controls 7.19 cfs @ 4.07 fps) Pond 3P: Culvert Hydrograph to tt lz 13 14 15 16 17 18 1g 20 21 2? 23 24 25 ?6 27 28 29 30 31 32 33 34 35 36 Time (hours) {03 Pre and Post-developed Prepared by {enter your company name here} HydroCAD@ 8.50 s/n 005531 A 2007 HvdroCAD Soft Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t1St200B t r I I r I] IIIIIIIIrl :l :l :lrlII :l Summary for Pond 4P: North pond lnflow Area = 39 2384c, 0.00% lmpervious, lnflow Depth = 0.32,' for 100-yr eventlnflow = 10.99 cfs @ 11.93 hrs, Volume= 1.033 afoutflow = 9 79 cfs @ 11.96 hrs, Volume= 1.033 af, Atten= 11o/o, Lag= 1.g minPrimary = 9.79 cfs @ 1 1.96 hrs, Volume= 1.033 af Routing by Dyn-stor-lnd method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,222.07' @ 1 1.96 hrs Surf.Area= 713 sf Storage= 7Sg cl Plug-Flow detention time= 1.1 min catculated for 1.033 af (1oo% of inflow) Center-of-Mass det. time= 1.1 min (911.2 - 910.2 ) Volume lnvert Avail.Storage Storaoe Description#1 5,220.00' 1,596 cf Custom Stage Data (Prismatic)Listed betow lnecatg Elevation Surf.Area lnc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet) 5,220.00 80 0 o 5,221.00 326 203 2035,222.00 683 5,223.00 1,094 lnvert Primary 5,220.00'18.0" x 95.0'long Gulvert CPP, end-section conforming to fill, Ke= 0.500 Outlet lnvert= 5,209.00' S= 0.1158'/' Cc= 0.g00 n= 0.012#2 Primary 5,223.00' 4.0' long (Profile g) Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (Engtish) 3.55 3.55 3.S7 3.60 3.66 f rimaryOulFPy IMax=9.79 cfs @ 11.96 hrs HW=5,222.07' T\I{=5,201.45' (Dynamic Taitwater) ;-l=Gulvert (lnlet Controls 9.79 cfs @ 5.54 fps)L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 505 708889 1,596 103 Pre and Post-develoPed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 I I I I I I I I I I I I I I I I I I I I I 7 A 9 1o 11 121314151617 181920212223242526272829 30313233343536 Time (hours) o o '-9L Pond 4P: North Pond I I103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t11t200g 1 @2007 Summary for Pond 5P: Gulvert [61] Hint: Exceeded Reach SPre outlet invert by 0.32' @ 12.11 hrs lnflowArea = 34.407 gc, 0.00% lmpervious, lnflow Depth = 0.2s" for 100-yreventlnflow = 5.42 cfs @ 12.11 hrs, Volume= 0.722 af r I I r r Outflow = 5.42 cfs @ 12. 1 t hrs, Volume=Primary = 5.42 cfs @ 12.11hrs, Volume= O.722af , Atten= 0o/o, Lag= 0.0 min 0.722 af Routing by Dyn-Stor-lnd 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 lnvert Outlet Dev #1 Primary 5,347.93'18.0" x 20.0' long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet lnvert= 5,347.53' S= 0.0200'/' Cc= 0.900 n= 0.012 lrimary.OutFtgw Max=5.42 cfs @ 12.1'1 hrs HW=5,349.32' TW=5,347.55' (Dynamic Taitwater)Ll=Gulvert (lnlet Controls 5.42 cfs @ 3.17 fps) Pond 5P: Gulvert Hydrograph 32 33 34 35 36 o 3 .9l! I r I T I r I r r r I r t I 11 12 13 14 15 16 17 18 19 20 21 Time (hours) primarv OutFIow Max=12.33 cfs @ 12.50 hrs HW=5,341.69' TW=0.00' (Dynamic Tailwater) Lt=Culvert (lnlet Controls 12.33 cfs @ 3.17 fps) Pond SPre: Existing Culvert Hydrograph 1 1 11 10 9 I I I I lrl.l.I'l.l.l. l: l: t:l.l. l: {03 Pre and Post-develoPed Prepared by {enter your company name here} tio tt tz tt t+ ,ts to rz tg ,tg zo zt 22 23 ?4 25 26 27 28 29 30 31 32 33 34 3s 36 Time (hours) Type ll 24-hr 100-yr Rainfall=2-63" Printed 7l15l20OB 8.50 s/n Summary for Pond 6Pre: Existing Culvert lnflow Area = 82.075 ac, 0.00% lmpervious, lnflow Depth = 0.35" for 100-yr event lnflow = 12.33 cfs @ 12.50 hrs, Volume= 2'378 af Outflow = 12.33 cts 6 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-lnd 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 Routinq lnvert Outlet Devices -#1 primary 5,340.30' 48.0" x60.0 long Culvert CMP, projecting, no^headwall, Ke= 0'900 Outlet lnvert= 5,332.80' S= 0.1250 '/' Cc= 0'900 n= 0.025 Corrugated metal AE o ,orb 5 4 3 103 Pre and Post-developed Type lt 24-hr 100-yr Rainfail=2.63" Prepared by {enter your company name here} printed rtlst2oog HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Sotutions LLC paqe 38 Summary for Pond 7P: Culvert [61] Hint: Exceeded Reach 6R outtet invert by 0.41' @ 11.93 hrs lnflow Area = 36.132 ac, 0.00% lmpervious, lnflow Depth = 0.28" for 100-yr eventlnflow = 6.96 cfs @ 11.93 hrs, Volume= 0.855 afOutflow = 6.96 cfs @ 11.93 hrs, Volume=Primary = 6.96 cfs @ 1 1.93 hrs, Volume= 0.855 af, Atten= 0%, Lag= 0.0 min 0.855 af Routing by Dyn-Stor-lnd 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 lnvert#1 Primary 5,320.00'18.0" x 20.0'long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet lnvert= 5,319.60' S= 0.0200 '/' Cc= 0.g00 n= 0.012 f rimaryOutfPy IVIax=6.94 cfs @ 1 1.93 hrs HW=5,321.40' TW=S,318.65' (Dynamic Taitwater)Ll=Gulvert (lnlet Controts 6.94 cfs @ 4.04 fps) Pond 7P: Culvert Hydrograph 18 19 20 ?1 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) t I I I rl riIIIIIIIIrlrl :l :lIIII :l I I r I I t {03 Pre and Post-develoPed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 lrt;I'l.l.l. l: l: t I I I I I I I I I T I 005531 @2007 Summary for Pond TPre:. Existing Culvert lnflow Area = 4.944 ac, O.OO% lmpervious, lnflow Depth = 0.82" for 100-yr event lnflow = 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-lnd 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 Routinq lnvert Outlet Devices #1Primary-s,sos'oo18.0..x60.0.longinsertCMP,projectrng,no^headwall,Ke=0.900 Outlet lnvert= 5,361.00' S= 0.0667 '/' Cc= 0.900 n= 0.025 Corrugated metal f rimary OutFlow Max=S.82 cfs @ 12.04 hrs HW=5,366.50' TW=5,361.79' (Dynamic Tailwater) t-l=insert (lnlet Controls 5.82 cfs @ 3.29 fps) 56 789 Pond TPre: Existing Culvert 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 ?5 26 27 28 29 30 31 Time (hour3) 103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 7l15l20OB I I I r ri IIIIIIIIIIIIII :l :lIIIIrl :l HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Sotutions LLC paoe 40 Summary for Pond gP: Culvert 38.369 ac, 0.00% lmpervious, lnflow Depth = 0.30" for 100-yrevent 8.91 cfs @ lnflow Area =lnflow =Outflow = 8.91 cfs @Primary = 8.91 cfs @ 1.94 hrs, Volume= 1.94 hrs, Volume= 1.94 hrs, Volume= 0.945 af 0.945 af, Atten= 0%, Lag= 0.0 min 0.945 af Routing by Dyn-Stor-lnd 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.g00 Outlet lnvert= 5,278.60' S= 0.0200 '/' Cc= 0.900 n= 0.012 lrimary OutFtow M_ax=8 88 cfs @ 11.94 hrs HW=5,281.50' TW=5,221.96' (Dynamic Tailwater)Ll=Gulvert (lnlet Controls 8.88 cfs @ 5.03 fps) Pond 9P: Culvert Hydrograph 5678 9 1011 12 1314 151617 1819202122232425262728 29 3031 323334 3536 Time (hours) I I {03 Pre and Post-develoPed Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD SofhryateI r Summary for Pond 10P: Culvert 95.123ac, O.OO% lmpervious, lnflow Depth = 0.32" for 100-yreventlnflow Area =lnflow = Outflow = 12.66 cfs @ 12.50 hrs, Volume= 12.66 cfs @ 12.50 hrs, Volume= 2.562 af 2.562 at, Atten= 0%, Lag= 0.0 min 2.562 afPrimary = 12.66 cfs @ 12'50 hrs, Volume= r Routing by Dyn-stor-lnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 I Peak Elev= 5,318.96'@ 12.50 hrs Flood Elev= 5,327.17' I I I I I I I I I I I Ro #1 Primary 5,316.00' 18.0" x 70.0'long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet lnvert= 5,3'14.60' 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) t-l=Culvert (lnlet Controls 12.66 cfs @ 7.16 fps) Pond 10P: Culvert Hydrograph tt tz ts 14 15 16 17 18 19 20 21 22 23 24 25 ?6 27 28 29 30 31 32 33 34 35 36 I I I Time (hours) {03 Pre and Post-developed Type ll 24-hr 100-yr Rainfall=2.63" I I I I I t I Prepared by {enter your company name here} printed rtlst2oo} HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Solutions LLC paqe 42 Summary for Pond {3P: East pond lnflow Area = 6.875 ac, 0.00% lmpervious, lnflow Depth = 0.g2" for 100-yr eventlnflow - 11.14 cfs @ 1 1.94 hrs, Votume= 0.470 afoutflow - 0.70 cfs @ 12.81 hrs, Volume= 0.420 af , Atten= 94o/o, Lag= 52.1 minPrimary = 0.70 cfs @ 12.81 hrs, Volume= 0.470 af Routing by Dyn-Stor-lnd 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 al (1ooo/o of inflow) Center-of-Mass det. time= 105.7 min ( 959.6 - 853.9 ) Volume #1 Avail e 9,522 cf Gustom Stage Data (Prismatic)Listed betow (Recalc) lnc.Store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet) Elevation 5,208.00 5,209.00 5,210.00 5,211.00 5,212.00 s,213.00 5,214.00 5,215.00 5,208.00' Surf.Area 1,427 1,965 2,552 3,182 1,207 1,696 2,259 2,867 Outlet Dev 70 333 633986 810 00202 202483 685 1,494 2,701 4,397 6,655 9,522 I I I I Device #1 Primary #2 Primary 5,208.00' 4.0" x 72.0' long Culvert CPP, projecting, no headwall, Ke= 0.g00 Outlet lnvert= 5,204.00' S= 0.0556 '/' Cc= 0.900 n= 0.012 5,215.00' 4.0' long (Profile g) Broad-Crested RectangutarWeir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 I I I r I I I I I I f rimary_OutFlgw Max=O.70 cfs @ 12.81 hrs HW=5,214.50' TW=5,201.45' (Dynamic Tailwater) fl=Culvert (Barrel Controls 0.70 cfs @ 8.00 fps)L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) r I I I lrItI'l.l. l: l: l: l:lrlr t: i03 pre and post-developed Type ll 24-hr 100-yr Rainfall=2-63" Prepared by {enter your company name here} Printed 7l15l20o1 HvdioCnD@ 8.s0 s/n cioss3l O 20o7'fivdroCAD Soitware Solutions LLC Paoe 43 Pond 13P: East Pond HydrograPh o '-9L Time (hours) 103 Pre and Post-developed Type tt 24-hr 100-yr Rainfalt=2.63" Prepared by {enter your company name here} printed rtlst2oo} HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Software Sotutions LLC paoe 44 Summary for Pond 14P: West pond lnflow Area = 95.881ac, 0.00% lmpervious, lnflow Depth = 0.33" for 100-yr eventlnflow = 12.79 cfs @ 12.50 hrs, Volume= 2.643 afoutflow = 10.61 cfs @ 12.71hrs, Volume= 2.642af , Atten= 1zo/o, Lag= 12.T minPrimary = 10.61 cfs @ 12.71 hrs, Volume= 2.642 af Routing by Dyn-Stor-lnd method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Peak Elev= 5,266.79'@12.71hrs Surf.Area= 1,897 sf Storage= 4,491 cf Plug-Flow detention time= 2.4 min calculated for 2.642 af (1ooo/o of inflow) Center-of-Mass det. time= 2.2 min (947.4 - 945.2 ) Volume #1 5,260.00'5,382 cf Custom Stage Data (Prismatic)Listed betow (Recatc) lnc.Store Cum.Store(cubic-feet) (cubic-feet) Elevation (feet) Surf.Area (sq-ft) I I I rl IIIIrlrlIIrl :l :l :lrlII :l 5,260.00 5,261.00 5,262.00 5,263.00 5,264.00 5,265.00 5,266.00 5,267.00 5,267.50 0 49 188 406 694 1,054 1,489 2,003 0 0 25 119 297 550 874 1,272 1,746 501 0 25 143 440 990 1,864 3,1 36 4,882 5,382 #2 Primary 5,261.00' 15.0" x 85.0'long Culvert CPP, projecting, no headwall, Ke= 0.900 Outlet lnvert= 5,251.00' S= 0.1176'/' Cc= 0.900 n= 0.0125,267.00' 4.0' long (Profile 9) Broad-Grested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.S5 3.5S 3.S7 3.60 3.66 frimaryOuflgry.[a*=10.61 cfs @12.71hrs HW=5,266.79' TW=5,201.45' (DynamicTaitwater) fl=Culvert (lnlet Controls 10.61 cfs @ 8.64 fps)L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) {03 Pre and Post-develoPed Prepared by {enter your company name hele} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 I I I I I I I I I I I I I I I I I I I I I o o 3eI t's ttt 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Pond 14P: West Pond r I I I rII ri II IIIIrl :l :l :l Drainage Report APPENDIX E Structure Capacity Calculations I I I I lrl.l.l.l.I'l. l: l: l:lrlr l: r t I r rlII rlIIIIIIrl :l :l :lII :l I I I Proiect DescriPtion I I I I I I I I I I r Dam SPillwaY Worksheet for Trapezoidal Channel Project File Worksheet Flow Element Method Solve For Dam weir Trapezoidal Channel Manning's Formula Discharge l:\bd0jtp-b\1 xxykc-e\h 1 v130-i\1 03.fm2 lnput Data Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Bottom Width 0.030 2.0000 Yo 1.00 ft 2.000000 H :V 2.000000 H :V 4.00 ft Discharge Flow Area Wetted Perimeter Top Width CriticalDepth CriticalSlope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 33.39 cfs 6.00 ft2 8.47 ft 8.00 ft 1.07 ft 0.015318 ft/ft 5.57 fUs 0.48 ft 1.48 ft 1.13 I I I I 07t15lOA 03:31:O9 PM FlowMaster v5.15 Page 1 of 1Haestad Methods, lnc. 37 Brookside Road waterbury, cT 06708 (2O3) 755-1666 E Dam Spillway channel Worksheet for Trapezoidal Channel I r I r I r I I I r I t I I I t Project Description Project File Worksheet Flow Element I ;\bdOjtp-b\1 xxykc-e\h 1 v130-i\1 03.fm2 Dam spillways Trapezoidal Channel Method Manning's Formula Solve For Discharoe lnput Data Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Bottom Width 0.030 3.000000 H : V 1.00 ft 2.000000 H : V 2.000000 H :V 4.00 ft Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 136.32 cfs 6.00 ft2 8.47 ft 8.00 ft 2.29 ft 0.012747 fttft 22.72 fUs 8.O2 ft 9.O2 ft 4.63 07t15/Oa 03:31:49 PM FlowMaster v5.15 Page 1 of 1 Haestad Methods, lnc. 37 Brookside Road Waterbury, CT 06708 (2O3) 755_1666 l L] n I I I Proiect DescriPtion I Swale Worksheet for Triangular Channel Project File Worksheet l:\bdOjtp-b\1 xxykc-e\h 1 v130-i\1 03.fm2 triangular channel Flow Element Triangular Channel Method Manning's Formula Solve For Discharge lnput DataI r I I I I I I r I I I I I I Mannings Coefficient Channel Slope Depth Left Side Slope Rioht Side Slope 0.035 5.2800 % 1.00 ft 2.000000 H : V 2.000000 H :V Discharge Flow Area Wetted Perimeter Top Width Critical Depth CriticalSlope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 11.41 cfs 2.00 ft2 4.47 ft 4.00 ft 1.15 ft 0.024899 ft/ft 5.7O fUs 0.51 ft 1.51 ft 1.42 07l15loa O3:33:53 PM FlowMaster v5.15 Page 1 of IHaestad Methods, lnc. 37 Brookside Road waterbury, cT 06708 (2O3) 755-1666 Existing 48" culvert Worksheet for Circular Channel I r r t t I rirlrlIIrlrl II :l :lIIrl :l Project Description Project File Worksheet Flow Element Method Solve Eor Discharge l:\bd0jtp-b\1 xxykc-e\h 1 vr30-i\1 03.fm2 Existing 48" Culvert Circular Channel Manning's Formula lnput Data Mannings Coefficient 0.024 Channel Slope Depth Diameter 0.1 25000 fuft 4.00 ft 48.00 in Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 275.07 cfs 12.57 ft2 12.57 ft 0.00 ft 3.96 ft 100.00 0.114676fttft 21.89 fUs 7.45 ft FULL ft FULL 295.90 cfs 275.07 cfs 0.1 25000 fuft 07t15toa 03:33:2O PM FlowMaster v5.15 Page 1 of 1 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755_.1666 Results I I t Proiect Description t I I I I r I I I I I t I I I Existing Road Ditch Worksheet for Triangular Channel Project File Worksheet Flow Element Method Solve For l:\bd0jtp-b\1 xxykc-e\h 1 v130-i\1 03.fm2 Gas road ditch Triangular Channel Manning's Formula Discharqe lnput Data Mannings Coefficient Channel Slope Depth Left Side Slope Riqht Side Slope 0.035 7.0000 % 1.00 ft 2.000000 H : V 2.000000 H :V Discharge Flow Area Wetted Perimeter Top Width Critical Depth Critical Slope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 13.14 cfs 2.00 ft2 4.47 ft 4.00 ft 1.22 ft o.024436fttft 6.57 fUs 0.67 ft 1.67 ft 1.64 07l15loa 03'.32:24 PM FlowMaster v5.'15 Page 1 of 1Haestad Methods, lnc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 r t t r I I] rlrlIIIIrl :l :l :lrl :lII I I I I I I T I I I I I I I I I I I I I I High Mesa RV Park Garfield CountY, Golorado 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 9701625- 9313 r I t I I I] rlIIrlrlrlrl :l :lrl r I I I I I I I I r I I I I I I I I I I t Contents introduction DESCRIPTION BASINS METHODOLOGY Off site impacts conclusions Drainage Report Addendum #l APPENDIX A Off Site Hydrology Calculations High Mesa RV Park, Drainage RePort June 20, 2008 -l- I I I I I I T I I T I I I t I t I I 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 Consuliing 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 l2o/oto 20oh. The site vegetation is predominantly sage brush and similar plants with Pifion -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 fir" basins utilizing USGS topographic quadrangle maps to delineate the basin boundaries and flow patterns. ihe a."a 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 iunning rtughly 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 progiu, using the methodology given in the Soil Conservation Service's "Technical Release i..to.-ZO, Urbai Hydrology." D"tign criteria established by Garfield County require that peak runoff flows be analyzed assuming a 100-year frequency storm event. The 100-yeat,Z4'hour precipitation event was estimated to be 2.63 inches. The 2-year,Z4-hour precipitation event was estimated at 1.16-inches. These data were collected from the online National Weather High Mesa RV Park, Drainage RePort June 20, 2008I I n l_l 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 Pifion -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 ofthe proposed storm drainage piping has the capacity for 10O-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. OF'F 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 abouitwothirds 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 I 1.48 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 I I t r r r1 II IIrlrlIIrlII :l :lIIrl :l High Mesa RV Park, Drainage Report June 20, 2008 -3- I I I I I I I t I I I I I I I I I I I 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 I I High Mesa RV Park, Drainage Report - 4 - June 20, 2008 r I I I I r I I I I I T I I I T I I I 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 irainage impacts to t[e 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 Consuliing 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 12o/rto 20%. Th; site vegetation is predominantly sage brush and similar plants with Piflon -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 iunning roughly parallelto 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 p.ogrurn using the methodology given in the Soil Conservation Service's "Technical Release i.to. ZO, Urban Hydrology." Design criteria established by Garfield County require that peak runoff flows be analyzed assuming a 1O0-year frequency storm event. The 100-year, 24-hour precipitation event was estimated to be 2.63 inches . The Z-year,Z4-hour precipitation event was estimated at Ll6-inches. These data were collected from the online National Weather I I High Mesa RV Park, Drainage Report June 20, 2008 )_ Drainage Report Addendum #1 APPENDIX A Off Site Hydrology Calculations I I I Il.I'I'l.l.l.l.l. l: l:I'l. l: t I I r I I I] rlrlIIIIII :l :lIIrlII :l @ Access Road Drainage Diagram for t03 for Access Road Prepared by Bell Consulting LLC, Prinled 212312009 HydroCAD@ 8.50 s7n 005531 @ 2oO7 HydroCAD Software Solutions LLC @ Access Road AA "\ 24"cu\ \ \ \ \ @ Access Road @@AB @ Access Road I lrlrI'I't,l.l.l. l: l: l: A 103 for Access Road Prepared by Bell Consulting LLC I I 2t23t2009 50 s/n 005531 I Area (acres) r I I] IIrlrlrlrlII :l :lIIrlrI :l 51 58 68 70 80 Area Listing (alt nodes) Description (su bcatch ment-n u mbers) 143.503 160.162 14.840 1.629 101.432 421.566 Sagebrush range, Fair, HSG B (AR6,AR7,AR8,ARg) Pinyon/juniper range, Fair, HSG B (AR7,AR8,ARg) Desert shrub range, Good, HSG B (AR6) Sagebrush range, Fair, HSG D (AR6,AR7) Pinyon/juniper range, Fair, HSG D (AR6,AR7,AR8,ARg) TOTAL AREA I I I r I r I I I I r I I I I I I I I I I Area (acres) 103 for Access Road Prepared by Bell Consulting LLC .50 s/n 005531 Printed 212312009 Soil Goup Subcatchment Numbers 0.000 318.505 0.000 103.061 0.000 421.556 HSG A HSG B HSG C HSG D Other AR6, AR7, AR8, ARg AR6, AR7, AR8, ARg TOTAL AREA Soil Listing (all nodes) 103 for Access Road Prepared by Bell Consulting LLC r IType ll 24-hr 100-yr Rainfall=2.03" Printed 2t23t20098.50 s/n 005531 @2007 SubcatchmentAR6: Access Road Su bcatchmentART: Access Road SubcatchmentARS : Access Road SubcatchmentARg: Access Road Pond 2P:36" Culvert Pond 6P: 24" Gulvert Pond 7P:72" Culvert Pond 8P: 30" Culvert Runoff Area=S7.154 ac 0.00% lmpervious Runoff Depth=0.3g" Flow Length=5,321' Tc=1 1.6 min CN=66 Runoff=23.2g cfs 1 .g05 af Runoff Area=150.81 5 ac 0.00% lmpervious Runoff Depth=0.21,' Flow Length=7,812' Tc=27.3 min CN=60 Runoff=11.4g cfs 2.654 af Runoff Area=52.758 ac 0.00o/o lmpervious Runoff Depth=0.35" Flow Length=5,082' Tc=19.8 min CN=65 Runoff=13.10 cfs 1.52g af Runoff Area=160.839 ac 0.00% lmpervious Runoff Depth=O.21,' Flow Length=S,353' Tc=10.7 min CN=60 Runoff=22.03 cfs 2.g30 af rTrme 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-lnd method - pond routing by Dyn-stor-lnd method Peak Elev=S,299.14' lnflow=23.28 cfs 1.g05 af 36.0" x 66.7' Culvert Outflow=23.28 cfs 1.g05 af Peak Elev=S,257.3O' lnflow=11.48 cfs 2.654 af 24.0" x 72.3'Culvert Outflow=11.48 cfs 2.654 af Peak Elev=S,219.26' lnflow=13.10 cfs 1.529 af 72.0" x 50.0'Culvert Outflow=13.10 cfs 1 .529 af Peak Elev=5,085.64' lnflow=22.03 cfs 2.830 af 30.0" x 50.0' Culvert Outflow=22.03 cfs 2.830 af IIII rlrl :l :l :l Total Runoff Area = 421.566 ac Runoff Volume = 8.817 af Average Runoff Depth = 0.2s. 100.00% Pervious = 421.566 ac 0.00"/o tmpervious = 0.000 ac tr I I Type lt 24-hr 100-yr Rainfall=2.63" Printed 2l23l201g{03 for Access Road Prepared by Bell Consulting LLCIs/n 005531 Summary for Subcatchment AR6: Access Road Runoff = 23.28 cfs @ 12.06 hrs, Volume=1.805af, DePth= 0.38" r Runoff bv SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0'01 hrs I Type ll Za-nr tOO-yr Rainfall=2.63" r I I Area (ac 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 ranqe, Fair, HSG D 57.154 66 Weighted Average 57.154 Pervious Area Tc Length SloPe VelocitY CaPacitY Description t 2.7 25 0.0800 0.15 3.6 355 0.1069 1.63 5.3 4,941 0.1983 15.42 Sheet Flow, Range n= 0.130 P2= 1.16" Shallow Concentrated Flow' Woodland Kv= 5.0 fps 30.83 Ghanne! Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' 11.6 5,321 Totalr I I n= 0.025 clean & Subcatchment AR6: Access Road Hydrograph io-;';"i'i";'i'ii ii i'o i? r'a tg io zt zz zs 2.4 zs zis zt 28 2s 30 31 32 33 34 35 36 18' 17- 16- '15- 14- I J' 12. 11. 10 9 8 7 6 4 ? 2 1 o )o I I I t I I I I Time (houB) 103 for Access Road Prepared by Bell Consulting LLC r tType ll 24-hr 100-yr Rainfall=2.03" Printed 2t29t2009 s/n 005531 Summary for Subcatchment AR7: Access Road Runoff - 11.48 cfs @ 12.35 hrs, Volume=2.654 af , Depth= 0.21" r r Runoff by scs rR-20 method, UH=scs, Time span= 5.00-36.00 hrs, dt= 0.01 hrsType ll 24-hr 100-yr Rainfall=2.63" ac CN 59.1 99 29.863 60.1 81 1.572 58 80 51 70 Pinyon/juniper range, Fair, HSG B Pinyon/juniper range, Fair, HSG D Sagebrush range, Fair, HSG B I Fair, HSG D '150.815 150.815 60 Weighted Average Pervious Area Length Slope Velocity Capacity DescriptionTc min 2.3 17.8 7.2 25 1,603 6,184 0.1200 0.0905 0.1714 0.18 1.50 14.33 Sheet Flow, Range n= 0.130 P2= 1.16,' Shallow Goncentrated Flow, Woodland Kv= 5.0 fps 28.66 ChannelFtow, r r Area= 2.im= 4.5' r= 0.44, n= 0.025 7,812 Subcatchment AR7: Access Road Hydrograph 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 r r I r I I I I I I t 12 11 10 IIrl rlrlrlrl :l :l 5 6 7I I 12 13 14 15 .16 17 Time (hours) IE Rrr"rrl I I Type ll 24-hr 100-yr Rainfall=2.63" Printed 212312009 {03 for Access Road Prepared by Bell Consulting LLC 31 @2007 SoftwareI t Runoff = 13.10 cfs @ 12.17 hrs, Volume=1.529af, Depth= 0.35" Summary for Subcatchment AR8: Access Road r Runoff by scS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs I Type ll 24-hr 100-yr Rainfall=2.63" 22.907 58 Pinyon/juniper range, Fair, HSG B 19.920 80 Pinyon/juniper range, Fair, HSG D 9.931 51 Sagebrush ranqe, Fair, HSG B 52.758 65 Weighted Average 52.758 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 2.7 25 0.0800 0.15 13.1 1,219 0.0968 1.56 4.0 3,838 0.2137 16.00 Sheet Flow, Range n= 0.130 P2= 1.16" Shallow Goncentrated Flow, Woodland Kv= 5.0 fps 32.01 GhannelFlow, IE n,,""trt = 2.0 sf Perim= 4 r= 0.44' n= 0. Subcatchment AR8: Access Road tO tt tiZ 13 .14 i5 tO tZ tA tg ZO Zl 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 lrl.l.I'l.l.l. l: t:I' 14 13 12 11 1 o- a7otr 6 19.8 5,082 Total Hydrograph Time (hours) 103 for Access Road Prepared by Bell Consulting LLC I IType ll 24-hr 100-yr Rainfall=2.63" Printed 2t2gt2o09 8.50 s/n Solutions Summary for Subcatchment AR9: Access Road Runoff = 22.03 cfs @ '12.08 hrs, Volume=2.830 af , Depth= 0.21" Runoff by scs rR-20 method, UH=scS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type ll 24-hr 100-yr Rainfall=2.63" I r r CN 78.056 58 31.379 80 Pinyon/juniper range, Fair, HSG B Pinyon/juniper range, Fair, HSG D 51 Fair, HSG B 160.839 60 160.839 Tc Length Weighted Average Pervious Area Slope Velocity Capacity Description mrn 1.9 25 0.2000 379 0.1449 0.22 1.90 Sheet Flow, Range n= 0.130 P2= 1.16" Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.3 5.5 rlIIrlrlIIrlII :l :lII 4,949 0.1859 14.93 10.7 5,353 Total lEm,*irf Subcatchment AR9: Access Road 8 e 'ro 11 12 13 14 1s 16 17 18 1s zs zt zz zs zi.q zi.s za zt ,s z'g g'o ir s2 s'i ii'3t'i'6 24 23 22 21 20 19 18 17 16 15 14 13 12 11 6 o io I 8 7 b 4 J 2 1 29.85 GhannelFlow, Hydrograph Time (hours) I I I I I 103 for Access Road Prepared by Bell Consulting LLC 005531 @ Type tl 24-hr 100-yr Rainfall=2.63" Printed 212312009 II t,l.l.I'l. l: l: l: Summary for Pond 2P: 36" Culvert lnflow Area = 57.154 ac, O.0O% lmpervious, lnflow Depth = 0'38" for 100-yr event lnflow = 23.28 cfs @ 12.06 hrs, Volume= 1'805 af Outflow = 23.28 cts @ 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-lnd 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 Routinq lnvert Outlet Devices #1 Primary 5296.8, 36.0" x 66.7 long Cqlve( CMP, projecting,-1o-headwall, Ke= 0'900 Outlet lnvert= 5,294.77' S= 0.0315'/' Cc= 0'900 n= 0.025 Corrugated metal Primarv OutFlow Max=23.25 cfs @ 12.06 hrs HW=5,299.14' (Free Discharge) t-1=g[11vsrt (lnlet Controls 23.25 cfs @ 4.05 fps) 5 6 7 8 910111? o o !ott 1 r's t+ t5 to tz ta 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Pond 2P: 36" Culvert HydrograPh 103 for Access Road Prepared by Bell Consulting LLC Type ll 24-hr 100-yr Rainfall=2.63" Printed Zt23t200gLLC P Summary for Pond 6p= 24,, Culvert lnflow Area = 150.8f 5-ac, 0 g0% lmpervious, lnflow Depth = 0.21,, for 100-yr eventlnflow = 11.48 cfs @ 12.35 hrs, Volume= '2.654 af 8.50 s/n 005531 @2007 Outflow - 11.48 cfs @ 12.35 hrs, Votume=Primary - 11.48 cfs @ 12.35 hrs, Volume= 2.654 af , Atten= 0r/o, Lag= 0.0 min 2.654 af Routing by Dyn-stor-lnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3Peak Elev= 5,257.30'@ 12.35 hrs Flood Elev= 5,265.76' I Primary I I r r I r1rlrlrlrlrl :l :l :lrl ll gt #5,255.39' 24.0" x72.3'long Culvert CMp, projecting, no h;dwall, Ke= O9OO Outlet lnvert= 5,250.15' S= 0.0725 '/' Cc= O.9OO tlet Devices Pond 6P:24" Culvert Hydrograph 18 19 20 21 22 23 24 25 26 Time (hours) 27 28 29 30 31 32 33 34 35 36 n= 0.025 Corrugated metal f rimary.oulFl:ry .8"=1 1.42 cfs @ 12.3s hrs HW=5,257.30' (Free Discharge)L1=Gulvert (lnlet Controts 11.47 cfs @ 3.71 fps) 14 15 16 17 o o ,otr I I I I 103 for Access Road Prepared by Bell Consulting LLC HvdroCAD@ 8.50 s/n 005531 @ 2007 Type lt 24-hr 100-Yr Rainfall=2.63" Printed 212312009 Summary for Pond 7P:72" Culvert lnflow Area = 52.758 ac, 0.OO% lmpervious, lnflow Depth = 0.35" for 100-yr event lnflow - 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 Frir"ty = 13.10 cfs @ 12.17 hrs, Volume= 1'529 af Routing by Dyn-Stor-lnd 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 Routinq lnver! !Qq!!e'[-Devlces #1 primary 5,21g.00' 72.0" ;EO.O'longrcrrlvert CMP, projecting, no-headwall, Ke= 0.900 outlet lnvert= 5,2{5.50' S= 0.0500'/' Cc= 0'900 n= 0.025 Corrugated metal Primarv OutFlow Max=13.09 cfs @ 12.17 hrs HW=5,219.26' (Free Discharge) Ll=Cllvert (lnlet Controls 13.09 cfs @ 3.02 fps) Pond 7P:72" Culvert Hydrograph 14 13 12 11 1 to 'n tz 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Timc (hours) lrl.l.l.l.l.l. l: l: l: {03 for Access Road Prepared by Bell Consulting LLC Type ll 24-hr 100-yr Rainfall=2.63" I I Summary for Pond 8p: 30', Culvert lnflow Area = 160 839-ac, 0 g0o/o lmpervious, lnflow Depth = 0.21,, for 100-yr eventlnflow = 22.03 cfs @ 12.08 hrs, Volume= 2.AgO at r I Outflow = 22.03 cfs @ 12.08 hrs, Votume=Primary = 22.03 cfs @ 12.08 hrs, Volume= 2.830 af, Atten= 0%, Lag= 0.0 min 2.830 af Routing by Dyn-stor-lnd 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 :1rlIIrlIIrl :l :l :l t8 7 b 5 4 3 2 1 0. 9. 8. 6' 1 1 1 I 1 1 1 1 1 6 o 3 -9L #1 Primary lnvert 5,083.00' 91011121314 Devices !0.0" x 50.0' long Gulvert CMP, projecting, no headwall, Ke= 0.900 Outlet lnvert= 5,080.50' S= 0.0500 '/' Cc= O.SOO n= 0.025 Corrugated metal Pond 8P: 30" Gulvert Hydrograph 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 SS aC gS o6Time (houE) frimary.outF!:y Max=22.01cfs @ 12.08 hrs HW=5,085.64' (Free Discharge)Ll=Culvert (lnlet Controls 22.01 cfs @ 4.48 fps) I I I I I I I t T I I I I I I I I I I I I High Mesa RV Park Garfield GountY, Golorado 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 9701625- 9313 I I I r rl rl rlrlrlrlrl :l :l :lrl :l I I I I I I I T I I I I I I I I I I T I r Contents introduction DESCRIPTION conclusions Drainage Report Addendum #2 APPENDIX A Hydrology Calculations High Mesa RV Park, Drainage Report Addendum #2 June 24, 2008 -1- I I I t I I I I I I I I I I I I r I I r I t I I I I 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 irainage impacts to the private emergency access road serving the RV Park from County Road 300 aka. Stone Quu..l,Road. ih".rr.rgency 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 tfie sewer access road near the proposed sewer plant location and traveises ihe valley siope 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 foilow the existing topography of the valley floor with grades up to 8-percent- After joining the sewer plant aciesi road, grades increase to lO-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 tocateA 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 directedvia 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 Z4-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 l8-inches as a minimum for debris flow. Road side ditches are a minimum of 1-foot in depth with 2:l side slopes and are capable of carrying 100-year flows from the contributing basins. High Mesa RV Park, Drainage Report Addendum #2 June 24, 2008 lrl. l.II l: l: l: 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 culvefts 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 I I I I I IIII IIIIrlIIII :l :l :l :l High Mesa RV Park, Drainage Report Addendum#2 Iune 24,2008 -3- Drainage Report Addendum #2 APPENDIX A Hydrology Calculations I I I I I t I t I I I r I I I I T I I I I I I I I I I I t I I I I I I I I T I I I I 1.57o roadside ditch Worksheet for Triangular Channel Proiect Descriotion Worksheet Roadside ditch Flow Element Triangular Channel Method Manning's Formula Solve For Discharge lnput Data Mannings Coefficient Channel Slope Depth Left Side Slope Riqht Side Slope 0.022 1.5000 % 1.00 ft 2.000000 H : V 2.000000 H :V Results Discharge Flow Area Wetted Perimeter Top Width CriticalDepth CriticalSlope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 9.68 cfs 2.00 ft2 4.47 ft 4.00 ft 1.08 ft 0.010057 fuft 4.84 fUs 0.36 ft 1.36 ft 1.21 06t23to9 o9:31:o8 AM FlowMaster v5.'15 Page 1 of 1Haestad Methods, lnc. 37 Brookside Road Waterbury, CT 06708 (2O3) 755-1666 1.75% roadside ditch Worksheet for Triangular Channel r I I I r I I r r I t r I I I r I I r I r Project Description Project File Worksheet Flow Element Method Solve For l:\bd0jtp-b\1 xxykc-e\h 1 vr30-i\roadside.fm2 Roadside ditch Triangular Channel Manning's Formula Discharge lnput D?ta Mannings Coefficient ChannelSlope Depth Left Side Slope Right Side Slope 0.022 1.7500 % 1.00 ft 2.000000 H : V 2.000000 H :V Results Discharge Flow Area Welted Perimeter Top Width Critical Depth CriticalSlope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 10.45 cfs 2.00 ft2 4.47 ft 4.00 ft 1.11 ft 0.009954 fuft 5.23 ft/s 0.42 ft 1.42 ft 1.30 06/23tO9 09:31:52 AM FlowMaster v5.15 Page 1 of 1Haestad Methods, lnc. 37 Brookside Road Waterbury, CT 06708 (203) 755_1666 t I I I I t I I t I I I I I I I I I I I I Device Routing lnvert Outlet Devices 103 Pre and Post-develoPed Prepared by Bell Consulting LLC Type ll 24-hr 100-yr Rainfall=2.63" Printed 611712009 005531 @ Summary for Pond 4P: North Pond lnflow Area = 39.288 ac, O.O0% lmpervious, lnflow 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= 7oh, Lag= 1'4 min Primary = 10.24 cfs @ 11'95 hrs, Volume= 1'033 af Routing by Dyn-Stor-lnd method, Time span= 5.00-36.00 hrs, dt= 0.0'1 hrs / 3 Peak E-lev= S,ZZS.ZO' @ 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 lnvert Avail.Storaqe Storage Description *l S,ZZilOO' t 3gO cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area lnc.Store Cum.Store(feet) (sq-ft) (cubicJeet) (cubic-feet) 5,223.00' 18.0" x 82.0'long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet lnvert= 5,211.00' S= 0.1463'/' Cc= 0.900 n= 0'012 5,227.00' 4.0' long (Profite 9) Broad-Crested RectangularWeir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (English) 3.55 3.55 3.57 3.60 3.66 5,223.00 5,224.00 5,225.00 5,226.00 5,227.00 394 759 1,217 40126 65 0 65260 325577 902988 1,890 #1 Primary #2 Primary primary OutFlow Max=1 0.22 cfs @ 11.95 hrs HW=5,225.19' TW=5,201.46' (Dynamic Tailwater) Ft=C[rNert (lnlet Controls 10.22 cfs @ 5.78 fps) L-2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 103 Pre and Post-developed Prepared by Bell Consulting LLC Type ll 24-hr 100-yr Rainfall=2.63" Printed 6t1Tt200g r r I r T T I I t I I r I I I r I I I I I Pond 4P: North Pond Hydrograph Time (hours) mt.ft"* I Itr prir".Il# t I I I I I I I I I t I I T I I I I I r I 103 Pre and Post-developed Prepared by Bell Consulting LLC Road culvert below North Pond Type ll 24-hr 100-yr Rainfall=2.63" Printed 612212009 5531 @ 2007 Summary for Pond 16P: Culvert lnflow Area = 39.288 ac, O.OO% lmpervious, lnflow Depth = 0.32" for 100-yr event lnflow - 10.24 cfs @ 1 1.95 hrs, Volume= 1.033 af Outflow = 10.24 cfs @ 11.95 hrs, Volume= 1.033 af, Atten= 0%, Lag= 0'0 min Primary = f 0.24 cfs @ 1 1.95 hrs, Volume= 1'033 af Routing by Dyn-stor-lnd 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 Routinq lnvert Outlet Devices #1 Primary 5,207.00' 24.0" x 23.0' long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet lnvert= 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) t-l=Clrlvert (Barrel Controls 10.22 cfs @ 5.59 fps) 5 6 7 A 91011121314 151617',18 Pond 16P: Culvert Hydrograph 24 25 26 27 28 29 30 32 33 34 35 36 Time (hours) I t I I {03 Pre and Post-develoPed Road culvert above east Pond Type ll 24-hr 100-yr Rainfall=2.63" Printed 612212009Prepared by Bell Consulting LLC HvdroCAD@ 8.50 s/n 005531 @2001 Summary for Pond 15P: Culvert [62] Warning: Exceeded Reach 4R OUTLET depth by 0'94' @ 1 1.94 hrs lnflow Area = 6.875 ac, O.OO% lmpervious, lnflow Depth = 0'82" for 100-yr event lnflow = 11.12 cfs @ 11.94 hrs, Volume= 0'470 af Outflow = 11.12 cfs@ 11.94 hrs, Volume= 0.470 at' Atten= 0%, Lag= 0'0 min Primary = i1'12 cfs @ 1 1.94 hrs, Volume= 0'47o af Routing by Dyn-stor-lnd 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 Routinq lnvert Outlet Devpeg- #1 Primary 5,224.50' 24.0" x 22.0'long Gulvert CPP, end-section conforming to fill, Ke= 0'500 Outlet lnvert= 5,224.06' S= 0.0200'/' Cc= 0'900 n= 0'012 t:l.l.l.l.l.l.I' l: l:lr l: primarv OutFlow Max=11.10 cfs @11.g4 hrs HW=5,226.10' TW=5,212.93' (DynamicTailwater) t-t=Cirlvert (Barrel Controls 1 1 .'10 cfs @ 5.64 fps) Pond {5P: Culvert Hydrograph 1 11 10 Time (hours) t I I I I1rlrlIIrlrl :l :l :lrlrl :l APPENDIX D Post-developed Hydrology Calculations t I Il.l.l.l. l= l: l: I tII rlrlII :l I :l I I I I t ]l '[JI J II I I I I I :lIIrlIIIIrl :l :l r I I I I I t I I I r I I I I I I I I I I tr A- Gu',v =.t"\trl ( z) Pre-develoPed ./14^ n \"/ *;K ,/n"F\c Pos.deveroped ,o",.-*.*o ,,,2"r*"\_\ "'""\ -C") O El \ h "".Y** po,ro","rop"o Ttl oo"nK ^ AfSl^.=-aD -* /iF\o=- )eurfi \--J K --=-.-n nr,' curverl \ Posldeveloped culwrt\ I (F) 1a\\ lgl \ ,, \ "* Post-developed Posr-devetoped'n Ddch \#*'-- A/ t' "oA-/cosLdevelopedl/\/ I \'// I "o'i"*'o'".El I .--'?r--.- I --\9 ft'"0'\\\rL n \ \ /"'u, n,/AX\vO#\- in"f"""nr\ VBA----- e,")"uurop"a /\-\ /_ \ \ curre, \,a.11) \ Gu'ev \l\ \___./ \ ^ y'pr\ Predeveloped \ A ^Pr\ o Post{ewloP€d Existinscurwd -a;\ >---,\_J \, Pre-developed (;)ffi4rffi\_J r r L-\_l Drainage Diagram for'103 Pre and Post-developed Prepared by {6nter your company name here}, Printe^d 711512008'nvolJceoo'also -.ln'o-osssr o zooz nyorocnD software Solutions LLc 103 Pre and Post-developed frgn19_d_by {enter your company name here} I I Printed 711512008 1@2007 LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-nu mbers) t I I I 66.014 32.714 2.358 2.041 60.601 0.068 9.571 173.367 5'1 58 69 70 80 84 85 Sagebrush range, Fair, HSG B (1,2,3,4,5,A,E,G) Pinyon/juniperrange, Fair, HSG B (1,2,3,4,5) 50-7SYo Grass cover, Fair, HSG B (A,B,D,E,F,H,t) Sagebrush range, Fair, HSG D (2,3,4,A,E) Pinyon/juniper range, Fair, HSG D (1,2,3,4) 50-75o/o Grass cover, Fair, HSG D (A,E) Gravel roads, HSG B (A,B,C,D,E,F,G,H,|,J) TOTAL AREA I r t I I I I I I I I 103 Pre and Post-develoPed Prepared by {enter your company nam^e here} r I I I I I I I I I I I I Area Soil (acres) GouP Soil Listing (all nodes) Subcatchment Numbers O.OOO HSG A 1 10.657 HSG B O.OOO HSG C 62.710 HSG D 0.000 Other 173.367 1,2,3,4,5, A, B, C, D, E, F, G, H, I, J 1,2,3, 4, A, E TOTAL AREA I I I I I I Printed 711512008 103 Pre and Post-developed freplrg_d_by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t1St200B r I s/n 005531 Subcatchment { : Pre-developed Su bcatchment 2 : Pre-developed Su bcatchment 3: Pre-developed Subcatchment4: Pre-developed Su bcatchment 5: Pre-developed SubcatchmentA : Post-developed Su bcatchment B: Post-developed Subcatchment C : Post-developed Subcatchment D : Post-developed Su bcatchment E : Post-developed Subcatchment F: Post-developed Su bcatchment G : Post-developed Subcatchment H : Post-developed Su bcatchment !: Post-developed Su bcatchment J : Post-developed Runoff Area=82.075 ac 0.00o/o lmpervious Runoff Depth=0.35,, Flow Length=6,673' Tc=40.9 min CN=65 Runoff=12.33 cts 2.37g af Runoff Area=31 .323 ac 0.00% lmpervious Runoff Depth=0.52" Flow Length=4,077' Ic=15.2 min CN=70 Runoff=17.46 cfs 1.354 af Runoff Area=4.944 ac 0.00% lmpervious Runoff Depth=0.g2" Flow Length=1,154' Tc=1 1.2 min CN=77 Runoff=5.g2 cfs 0.339 af Runoff Area=27 .733 ac 0.00% lmpervious Runoff Depth=O.13,' Flow Length=1,430' Tc=10.9 min CN=56 Runoff=O.77 cfs 0.290 af Runoff Area= 11.747 ac 0.00% lmpervious Runoff Depth=0.09" Flow Length=1,403' Tc=8.8 min CN=54 Runoff=0..16 cfs 0.0g9 af Runoff Area=3.166 ac 0.00% lmpervious Runoff Depth=O.4g', Flow Length=1,172' Tc=2.5 min CN=69 Runoff=2.g6 cfs 0.121 af Runoff Area=2.135 ac 0.00% lmpervious Runoff Depth=1.04" Flow Length=S42' Tc=2.0 min CN=g1 Runoff=4.62 cfs 0.1g4 af Runoff Area=0.981 ac 0.00% lmpervious Runoff Depth=1 .2g" Flow Length=409' Tc=2.0 min CN=85 Runoff=2.60 cfs 0.105 af Runoff Area=0.593 ac 0.00% lmpervious Runoff Depth=1.09,' Flow Length=222' Tc=1.4 min CN=82 Runoff=1.39 cfs 0.054 af Runoff Area=1 .730 ac 0.00% lmpervious Runoff Depth=0.64" Flow Length=487' Tc=1 .4 min CN=73 Runoff=2.30 cfs 0.092 af Runoff Area= 1 .725 ac 0.00% lmpervious Runoff Depth=0.93" Flow Length=345' Tc=1.3 min CN=79 Runoff=3.42 cfs 0.133 af Runoff Area=2.237 ac 0.00% lmpervious Runoff Depth=0.4g,, Flow Length=532' Tc=1.5 min CN=69 Runoff=2.10 cfs 0.090 af Runoff Area=O.919 ac 0.00% lmpervious Runoff Depth=1 .15" Flow Length=425' Tc='1.0 min CN=83 Runoff=2.2g cfs 0.0gg af Runoff Area=1.301 ac 0.00% lmpervious Runoff Depth=0.g7" Flow Length=379' Tc=1.7 min CN=78 Runoff=2.39 cfs 0.095 af Runoff Area=0.758 ac 0.00% lmpervious Runoff Depth=1.2g" Flow Length=402' Tc=1.0 min CN=85 Runoff=2.Og cfs 0.0g1 af Solutions 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-lnd method - pond routing by Dyn-stor-lnd method I I I I]rl II IIrlIIII :l :lII Reach 2R: Ditch Avg. Depth=0.63' Max Vel=5.73 fps Inflow=4.62 cfs 0.194 afn=0.025 L=100.0' 5=0.0500 '/' Capacity=g8.71 cfs Outflow=4.60 cfs 0.1g4 af 103 Pre and Post-develoPed Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company nam_e here HvdioCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD So Avg. Depth=0.65' Max Vel=11'61 fps lnflow=9'99 cfs 0'416 af 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 lnflow=5'42 cfs 0'722 al n=0.025 L=175.0' SJO.t+AO y' Capacity=170.15 cfs Outflow=S.42 cls 0.722 af Avg. Depth=0.44' Max Vel=6.65 fps lnflow=17 46 cfs 1 354 af n=0.022 L=900.0' s--o.osoz 'r capacity=629.68 cfs outflow=17.00 cfs 1 .354 af Avg. Depth=0.86' Max Vel=3.44 fps lnflow=6'23 cfs 0'630 af n=0.022 L=1,300.0' s=o.oogz y' capacity=48.19 cfs outflow=S'10 cfs 0.630 af Avg. Depth=0'65' Max Vel=8 04 fps lnflow=6'96 cfs 0'855 af n=0.025 L=380.0' s=o.ogao y' capacity=135.76 cfs outflow=6.85 cfs 0'855 af lnflow=12.49 cfs 2-467 af Outflow=12.49 ds 2.467 af Avg. Depth=0.72' Max Vel=12.34 fps lnflow=12'79 cfs 2'643 af n=O.OZ2 L=225.0' S=0.1611 '/' Capacity='195.00 cfs Outflow=12.79 cfs 2.643 af Avg. Depth=0.44' Max Vel=3'45 fps lnflow=1'38 cfs 0'054 af n=O.OZ2 L=220.0' S=O.O)ZI 't' Capacity=75.62 cfs Outflow=1.34 cfs 0.054 af I I Reach NW post: Northwest control poant Avg. Depth=0.46' Max Vel=7.66 fps lnflow=14.55 cfs 4'145 af n=0.022 t=i,ZOO.O' S=O.OSOay' Capacity=1,101.08cfs Outflow=13.80 ds 4'145af Reach 4R: Gully Reach 6R: Ditch Reach 7R: Gully Reach SPre: Gulley Reach 8R: Ditch Reach 9R: (new Reach) Reach 10R: Gully Reach 11R: Gully Pond 1P: Culvert Pond 3P: Culvert Pond 4P: North Pond Pond 5P: Culvert Pond 6Pre: Existing Culvert Pond 7P: Culvert Pond TPre: Existing Culvert Pond 9P: Culvert Pond 10P: Culvert LLC Peak Elev=5'313.73' lnflow=4'62 cfs 0'184 af 18.0" x 27.1'Culvert Outflow=4.62 cfs 0'184 af Peak Elev=5,307.40' lnflow=7.20 cfs 0'289 af 18.0" x 37.4' Culvert Outflow=7'2O cfs 0'289 af Peak Elev=S,222.07' Storage=759 cf lnflow=10'99 cfs 1 033 af Outflow=9'79 cfs 1.033 af Peak Elev=S,349.32' lnflow=5.42 ds 0.722 af 18.0" x 20.0' Culvert Outflow=S.42 cfs 0.722 af Peak Elev=5,341.69' lnflow=12'33 cfs 2.378 af 48.0" x 60.0' Culvert Outflow=12.33 cfs 2.378 af Peak Elev=5 ,321.41' lnflow=6.96 cfs 0'855 af 18.0" x 20.0' Culvert Outflow=6.96 cfs 0.855 af Peak Elev=5,366.50' lnflow=S.82 cfs 0'339 af 18.0" x 60.0' Culvert Outflow=S'82 cfs 0'339 af Peak Elev=S,281.51' lnflow=8.91 cfs 0.945 af 18.0" x 20.0' Culvert Outflow=8.91 cfs 0.945 af Peak Elev=5,318.96' lnflow=12.66 cfs 2.562af 18.0" x 70.0'Culvert Outflow='t2.66 cfs 2.562 af I I I I I I I I I t T t-t 103 Pre and Post-developed Type ll 24-hr 100-yr Rainfail=2.63" Printed 7t15t20oaPrepqred by {enter your company name here} Pond 13P: East Pond Peak Elev=S ,214.50' Storage=7,997 cf lnflow= 11.14 cfs O.4ZO af Outflow=0.7O cfs 0.470 af Pond 14P: West Pond Peak Elev=S ,266.79' Storage=4,481 cf lnftow= 12.79 cfs 2.643 af Outflow=10.61 cfs 2.642 af Tota! Runoff Area = 173.367 ac Runoff Volume = 5.500 af Average Runoff Depth = 0.3g,, 100.00% Pervious = 173.367 ac 0.ooo/o lmpervious = 0.000 ac r I I r r t I r r I I I I I r I I I I I r I 103 Pre and Post-develoPed Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 005s31 @ 2QQZllvdQCAQ-SotI I Runoff = 12.33 cfs @ 12.50 hrs, Volume=2.378 af , Depth= 0.35" Summary for Subcatchment 1: Pre-developed r Runoff bv SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0'01 hrs I Type ll iq-nr t00-yr Rainfall=2.63" I CN Desc 7.142 58 Pinyon/juniper range, Fair, HSG B 36.491 80 Pinyon/juniper range, Fair, HSG D 82.075 65 Weighted Average sh Fair, HSG B 82.075 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fVsec) (cfs) 6.8 25 0.0800 0.06 30.0 2,637 0.0857 1.46 4.1 4,011 0.2199 16.23 32.47 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" Shallow Concentrated Flow, Woodland Kv= 5.0 fps Channel Flow, Area= 2.0 sf Perim= 4.5'r= 0.44' n= 0.025 Earth wi Subcatchment 1 : Pre-develoPed Hydrograph 18 19 20 21 22 Time (hours) 1 12- 11' 10. 9. 8 7 o o 39L IIl.l.l.l.l.I'l. l:l.l. l: 40.9 6,673 Total 11 17 lE Rr."ffl 24 25 26 27 28 32 33 34 35 r I103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t1StZ00B 1 @2007 Solutions Summary for Subcatchment 2: Pre-developed Runoff = 17.46 cfs @ 12.10 hrs, Volume=1.354af, Depth= 0.52" Runoff by SCS TR-20 method, UH=scs, Time span= 5.00-36.00 hrs, dt= 0.01 hrs Type ll 24-hr 100-yr Rainfall=2.63" I r r 6.476 19.005 5.170 0.672 CN Descri 58 Pinyon/juniper range, Fair, HSG BB0 Pinyon/juniper range, Fair, HSG D51 Sagebrush range, Fair, HSG B I 31.323 31.323 Tc Length 70 Weighted Average Pervious Area Slope Velocity Capacity HSG D Description I I mrn 6.8 25 0.0800 0.06 5.0 568 0.1427 1.89 3.4 3,484 0.2402 16.97 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16,, Shallow Goncentrated Flow, Woodland Kv= 5.0 fps 33.93 ChannelFlow, cfs I I I I I I I I I I I t 13 12 11 10 9 R 7 b 4 o o ! -9I 19 18 17 16 15 Area= 2.0 sf Subcatchment 2: Pre-developed 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 lER"""ffl Hydrograph Time (hours) 15.2 4,077 Total I I I I 103 Pre and Post-develoPed Runoff = 5.82 cfs @ 12.04 hrs, Volume= Type lt 24-hr 100-yr Rainfall=2.63" Printed 711512008 0.339 af, DePth= 0.82" r Runoff by scs TR-20 method, UH=SCS, Time Span= 5.00-36'00 hrs, dt= 0.01 hrs I Type ll 24-hr 100-yr Rainfall=2.63" Prepared by {enter your company name here} Summary for Subcatchment 3: Pre-developed I 0.382 4.139 0.236 5B 80 51 70 Pinyon/juniper range, Fair, HSG B Pinyon/juniper range, Fair, HSG D Sagebrush range, Fair, HSG BI I I I 4.4 25 0.2400 0.10 6.2 835 0.2023 2.25 0.6 294 0.0510 7 .82 ir, HSG D Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1'16" Shallow Concentrated Flow, Woodland Kv= 5.0 fps 15.64 Channel Flow, 4.944 4.944 77 Weighted Average Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 11.2 1,154 TotalI I Area= 2.0 sf Perim=r= 0.44' n= 0.025 Subcatchment 3: Pre-develoPed Hydrograph 18 19 20 21 22 23 24 25 26 27 28 29 30 31 I I I I I I I Time (houB) lE nr""trt 'J I I103 Pre and Post-developed Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD Soft Type ll 24-hr 100-yr Rainfall=2.63" Printed Tt1StzOlB 1 I r I Summary for Subcatchment 4: pre-developed Runoff = 0.77 cfs @ 12.14 hrs, Votume=0.290 af, Depth= 0.13" Runoff by scs rR-20 method, UH=scS, Time span= s.0o-36.00 hrs, dt= 0.01 hrs Type ll 24-hr 100-yr Rainfall=2.63" Area (ac 13.635 0.966 12.912 0.220 I58 80 51 70 56 Pinyon/juniper range, Fair, HSG B Pinyon/juniper range, Fair, HSG D Sagebrush range, Fair, HSG B Fair, HSG D r t 27.733 27.733 Weighted Average Pervious Area Tc Length Slope Velocity Capacity Description c 5.1 4.7 1.1 25 0.1600 0.08 555 0.1550 1 .97 850 0.1317 12.56 Sheet Flow, Woods: Light underbrush n= 0.400 p2= 1.16,, Shallow Goncentrated Flow, Woodland Kv= 5.0 fps 25.13 Channel Flow, I I 1,430 Total Area= 2.0 4.5' r= 0.44' Subcatchment 4: Pre-developed 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 0.85 lERr""ffi r I I r I r I r I r 0 0.75 0.7 0. 0. o 05 9 o.+s E 0.4 I 0.35 0 0 0. 0.15 0.1 0.05 0 Hydrograph Time (hours) I I 103 Pre and Post-develoPed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 31 @ 2007I I Runoff = 0.16 cfs @ 12.47 hrs, Volume=0.089 af, Depth= 0.09" Summary for Subcatchment 5: Pre-developed r Runoff bv SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs I Type ll iq-n t00-yr Rainfall=2.63" 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 6.8 fUsec 0.1 1.9 1,355 0.1129 11.63 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 1.16" Shallow Concentrated Flow, Woodland Kv= 5.0 fps 23.26 Ghannel Flow, 25 0.0800 23 0.5109 0.06 3.57 Area= 2.0 sf Perim= 4.5'r= 0.44' n= 0.025 Subcatchment 5: Pre-develoPed Hydrograph 18 19 20 21 22 23 24 25 26 Tlmo (hourc) 8.8 1,403 Total o.17 0 III'l.l.l.l.l.l.l. l:l.l. l: 0.1 0.1 0.1 0.12 0.11 0.1 0. 07 0.05 0.04 0.03 o.02 0.01 n 5 6 7 I 9 10111213 ?7 28 29 30 31 tE n,-"trl I I103 Pre and Post-developed Prepared by {enter your company name here} HydroCAD@ 8.50 s/n 005531 @2007 HvdroCAD Soft Type ll 24-hr 100-yr Rainfall=2.63" Printed 7l15l20og Summary for Subcatchment A: Post-devetoped Runoff = 2.86 cfs @ 1 1.94 hrs, Votume=0.127 af , Depth= 0.48" Runoff by scs rR-20 method, UH=scS, Time span= 5.00-36.00 hrs, dt= 0.0.1 hrs Type ll 24-hr 100-yr Rainfall=2.63" I r r 1.299 0.213 0.030 1.214 0.410 CN 85 Gravel roads, HSG B69 50-75o/o Grass cover, Fair, HSG B84 50-75o/o Grass cover, Fair, HSG D51 Sagebrush range, Fair, HSG B I r 3.1 66 3.1 66 ranqe. Fair, 69 Weighted Average Pervious Area r Tc Length Slope Velocity Capacity Description min fUsec) (cfs Sheet Flow, Smooth surfaces n= 0.01 1 p2= 1.16,, Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 18.08 GhannelFIow, Area= 2.0 sf Perim= 4.5' r= 0.44' Subcatchment A: Post-developed 0.3 0.5 1.7 25 218 0.1544 1.42 0.1941 7.09 I t I I tlEEr^"fffL-J t I I r I I I 929 0.0528 9.04 Hydrograph 2A 29 30 3't 32 33 34 I I 103 Pre and Post-develoPed Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 005531 @ 2007 HvdroCAD SoftWAfqI I I I I I I I Runoff = 4.62 cfs @ 11.93 hrs, Volume=0.184 af, DePth= 1.04" Summary for Subcatchment B: Post-developed Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type ll 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) (fUft) (fUsec) (cfs) 0.6 25 0.0288 0.73 0.4 180 0.1867 6.96 1.0 337 0.0291 Sheet Flow, Smooth surfaces n= 0.01 1 P2= 1.16" Shallow Concentrated Flow, UnPaved Kv= 16.1 fps 5.91 '11.81 Channel Flow, Area= 2.0 sf Perim= 4.5' r= 0.44' 2.0 542 n= 0.025 Earth & windin Subcatchment B: Post-developed 6 0 =-9lt I I I I I I I I I I I IET,,*nl Hydrograph 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 Time (hourc) 5 6 7 I 9 10 11 r r103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 31 @2007 Summary for Subcatchment C: Postdeveloped Runoff = 2.60 cfs @ 11.93 hrs, Volume=0.105 af, Depth= 1 .28" Runoff by scs rR-20 method, UH=SCS, Time span= 5.00-36.00 hrs, dt= 0.0'1 hrs Type ll 24-hr 100-yr Rainfall=2.63" Paoe 14 I t I 0.981 roads, HSG B 0.981 Pervious Area Tc Length Slope Velocity Capacity Description I mrn 0.7 0.1 1.2 25 0.0196 54 0.2497 330 0.0182 0.62 8.05 4.67 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" Shallow Goncentrated FIow,I rUnpaved Kv= 16.1 fps 9.34 Ghannel Flow, 2.0 409 Total = 2.0 sf Perim= 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) I r I I t t r I I I t I o (, =-eII lE Rr""ffl Subcatchment C: Post-developed Hydrograph I I 103 Pre and Post-develoPed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 7l15l20OB lr 1 @2007 Solutions LLCI I I Runoff = l.3B cfs @ 11.92 hrs, Volume=0.054 af, Depth= 1.09" Summary for Subcatchment D: Postdeveloped Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs Type ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN DescriPtion 0.096 69 cover, Fair 0.593 Pervious Area I Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) I Sheet Flow, Smooth surfaces n= 0.01 1 P2= 1.16" 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= 0.029 0.6 25 0.0312 0.75 0.2 85 0.1269 5.74 0.497 85 Gravel roads, HSG B 0.593 82 Weighted Averaget;l.l.l.l.l. I 1.4 222 Total o o 3 -9lt I I I I I I I I I I I Subcatchment D: Post-develoPed Hydrograph 101112,131415161718192021222324252627282930313233343536 Time (hours) lE Rr""ffl I r103 Pre and Post-developed Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 005531 @2007 HvdroCAD Soft Type ll 24-hr 100-yr Rainfall=2.63" Printed Tt15t200B Summary for Subcatchment E: Post-developed Runoff = 2.30 cfs @ 1 1.92 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 ll 24-hr 100-yr Rainfall=2.63" I I I ac) CN 0.727 85 Gravel roads, HSG B0.089 69 50-75% Grass cover, Fair, HSG B0.038 84 50-75% Grass cover, Fair, HSG D0.324 51 Sagebrush range, Fair, HSG B0.552 70 Saqebrush ranqe, Fair, HSG D 1.730 73 Weighted Average 1.730 Pervious Area Tc Length Slope Velocity Capacity Description I I I min r I 0.3 0.5 0.6 25 0.1524 210 0.1956 252 0.0374 1.41 7.12 6.69 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.16" Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 13.39 Ghannel Flow, 487 Total = 2.0 sf Perim= 4.5' r= 0.44, n= 0. Subcatchment E: Post-developed 19 20 21 22 23 24 Time (hourr) r I I I I I t I t I I Hydrograph l'E Rr""ffl 8 9 10111213141516171A 32 33 34 35 36 I I 103 Pre and Post-develoPed Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 005531 A 2007 HvdroCAD SoftI I r Runoff = 3.42 cfs @ 11.92 hrs, Volume=0.133 af, Depth= 0.93" Summary for Subcatchment F: Postdeveloped Runoff by scs TR-20 method, UH=scS, Time span= 5.00-36.00 hrs, dt= 0.01 hrs Type ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN DescriPtion 69 50-cover, Fair 1.725 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) I I I 0.6 25 0.0212 0.64 0.2 122 0.2585 8.19 Sheet Flow, Smooth surfaces n= 0.01 1 P2= 1.16" Shallow Concentrated Flow, Unpaved Kv= 16.1 fPs 0.5 198 0.0358 6.55 13.10 ChannelFlow, 1.060 85 Gravel roads, HSG B 1.725 79 Weighted Average n= 0.025Area= 2.0 sf Perim= 4.5'I t I I t I I I I I I I 1.3 345 Total Subcatchment F: Post-developed 18 19 20 21 22 23 24 Tlme (hours) lET..,*tritJ o !otr 6 7 8 9 10',l 1 12 25 26 27 28 29 31 32 33 34 35 36 103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63"I I Printed 711512008 8.50 s/n 005531 @2007 Solutions Summary for Subcatchment G: post-developed Runoff = 1.10 cfs @ 1 1.93 hrs, Volume=0.090 af, Depth= 0.48" Runoff by SCS TR-20 method, UH=scS, Time span= 5.00-36.00 hrs, dt= 0.0.1 hrs Type Il 24-hr 100-yr Rainfall=2.63" 1 I I r ac) CN 1.189 851.048 51 Gravelroads, HSG B I 2.237 69 2.237 Tc Length F Weighted Average Pervious Area Slope Velocity Capacity(fuft) (fUsec) (cfs) Description I 0.0216 0.1 47 0.3076 0.8 460 0.0710 r I feet) 25 0.65 8.93 9.22 Sheet Flow, Smooth surfaces n= 0.01 1 pZ= 1.16,, Shallow Goncentrated Flow, Unpaved Kv= 16.1 fps 18.45 ChannelFlow, 532 Total = 2.0 sf Perim= 4.n= 0.025 Subcatchment G: Post-developed 18 '19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 I I I I I r I I I r I I m Rr""ffi Hydrograph '11 12 13 14 1s 16 17 Time (houB) I I I I I I I I {03 Pre and Post-develoPed Type tt 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company nam-e here} 31 @2007 [49] Hint: Tc<2dt may require smaller dt Runoff = 2.28 cfs @ 11.91 hrs, Volume=1.15" hrsRunoff by scs TR-20 method, UH=SCS, Time Span= 5.00-36.00 hrs, dt= 0.01 Type ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN DescriPtion 0.142 69 50-75% Grass cover, Fair, HSG B 0.919 83 Weighted Average 0.919 Pervious Area Tc Length SloPe VelocitY rin) (feet) (fUft) (fUsegl Capacity Description 0.088 af, DePth= Summary for Subcatchment H: Postdeveloped 0.777 85 Gravel roads, HSG B I I 0.3 0.1 06 25 0.1244 25 0.2092 1.30 /.Jb cfs Sheet Flow, Smooth surfaces n= 0.01 1 P2= 1.16" Shallow Concentrated Flow' UnPaved Kv= 16.'1 fps 22.20 Channel Flow,375 0.1028 11.10 2.0 sf P Subcatchment H: Post-develoPed Hydrograph 18 19 20 21 22 ?3 Time (hour3) 4.5' r= 0.n= 0.025 I I T I t I I I I I t 1.0 425 Total 24 25 26 27 28 ?9 30 31 32 33 lE Rr""ffl 7 8 9 10 11 103 Pre and Post-developed frgn19!_Oy {enter your company name here} Type ll 24-hr 100-yr Rainfail=2.63,, printed 7t1St200B r I ISummary for Subcatchment l: post-developed Runoff = 2.39 cfs @ 1 1.92 hrs, Votume=0.095 af, Depth= 0.87" Runoff by scs rR-20 method, UH=scs, Time span= s.oo-36.00 hrs, dt= 0.01 hrsType ll 24-hr 100-yr Rainfall=2.63" CN 85 69 0.733 Gravel roads, HSG B 1.301 78 1.301 75% Grass Weighted Average Pervious Area Tc Length Slope Velocity DescriptionCapacity (cfs) 0.7 25 0.0200 0.2 110 0.2681 0.8 244 0.0194 0.63 8.34 4.82 Sheet Flow, Smooth surfaces n= 0.01 1 p2= 1.16,, Shallow Concentrated Flow, Unpaved Kv= 16.1 fps9.64 ChannelFlow :l :l :l :l :l = 2.0 sf Perim= 4.5' r= 0.44' n= Subcatchment l: Post-developed B e ro 11 iz 13 14 is 16 r ta rc zis dt ia zs zc is i6 il ii )s'iii'i'i"iiT-il-frTo Hydrograph Time (hours) IER*"rrl r I I I I I I t I 103 Pre and Post-develoPed Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company name here} s/n 005531 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 ll 24-hr 100-yr Rainfall=2.63" Area (ac) CN DescriPtion 85 Gravel roads 0.758 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (fUsec) (cfs) 0.3 25 0.2092 1.61 0.1 25 0.1140 5.44 0.6 352 0.0790 9.73 Sheet Flow, Smooth surfaces n= 0.01 1 P2= 1.16" Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 19.46 ChannelFIow, 1.0 402 TotalI t I I I I I I I I I I 2.0 sf Perim= 4.5' Subcatchment J: Post-developed n= 0.025 Hydrograph 5 6 7 I 9 10 1',l 12131415 16 17 18 Time (hours) lER"""ffl o I =-gLl 29 30 3'l 32 33 34 35 36 103 Pre and Post-developed Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t1\t201g I I I I I I I I I I I I I r r ] r I I I I Prepared by {enter your company name here} 1 @2007 Summary for Reach 2R: Ditch lnflow Area = 2.135 ac, 0.00% Impervious, lnflow Depth = 1.04" for 100-yr eventlnflow = 4.62 cfs @ 1 1.93 hrs, Volume= 0.1g4 afoutflow = 4.60 cfs @ 11.93 hrs, Volume= 0.184 af , Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-lnd 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'l' Top Width= 8.00' Length= 100.0' Slope= 0.0500'/' lnlet Invert= 5,312.00', Outlet lnvert= 5,307.00' Reach 2R: Ditch Hydrograph 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 56 7A 9 103 Pre and Post-develoPed Type tl 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company name here} I I I I Il.l.I'l.I'l. l: l: l:lr l: Summary for Reach 4R: GullY lnflow Area = 6.282 ac, O.OO% lmpervious, lnflow Depth = 0.80" for 100-yr event lnflow = 9.99 cfs @ 11.93 hrs, Volume= Outflow = 9.83 cfs @ 11.94 hrs, Volume= 0.416 af 0.416 af, Atten= 2oh, Lag= 0.6 min Routing by Dyn-Stor-lnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. V-elocity= 11.61 fps, Min. Travel Time= 0.7 min Avg. Velocity = 4.15 fps, Avg. TravelTime= 2'1 min Peak storag e= 437 cf @ 11.94 hrs, Average Depth at Peak storage= 0.65' Bank-Full Deptn= 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'l' Top Width= 8.00' Length= 516.0' SloPe= 0.1531 '/ lnlet lnvert= 5,295.00', Outlet lnvert= 5,216'00' Reach 4R: Gully Hydrograph ts rc t ta tg zo 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 3614 Time (hours) 5 6 7 8 9101112 {03 Pre and Post-developed Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t1St200BPrepared by {enter your company name here s/n 005531 r I I r Il II IIIIIIrlII :l :l :lrl :l Summary for Reach 6R: Ditch lnflow Area = 34.407 ac, 0 90o/o lmpervious, lnflow Depth = 0.25,' for 100-yr eventlnflow = 5.42 cfs @ 12.11 hrs, Volume= '0.722 afOutflow = 5.42 cfs @ 12.12hrs, Volume=0.722 al, Atten= 0%, Lag= 0.3 min Routing by Dyn-stor-lnd 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'l' Top Width= 8.00' Length= 175.0' Slope= 0.1486't lnlet lnvert= 5,347.00', Outlet lnvert= 5,321.00' Reach 6R: Ditch Hydrograph 25 26 27 28 29 30 31 32 33 34 35 3616 17 18 19 20 o o 3o I 8 9 10111213 Time (hours) I I {03 Pre and Post-develoPed Prepared by {enter your company name here} Type lt 24-hr 100-yr Rainfall=2.63" Printed 711512008 I I I I I I I I I I I I I I I I I I I 005531 0 Summary for Reach 7R: GullY 31.323ac, O.OO% lmpervious, lnflow Depth = 0.52" for 100-yreventlnflow Area =lnflow =17.46 cfs @ 12.10 hrs, Volume= 17.00 cfs @ 12.12hrs, Volume= 1.354 af 1.354 af , Atten= 3oh, Lag= 1.5 min Routing by Dyn-Stor-lnd method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. V-elocity= 6.65 fps, Min. TravelTime= 2'3 min Avg. Velocity = 2.22 fps, Avg. Travel Time= 6 8 min peak Storag e= 2,302 cf @ 12.12 hrs, Average Depth at Peak Storage= 0.44' Bank-Full DLpth= 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'l' Top Width= 17.00' Length= 900.0' SloPe= 0.0367'/' lnlet lnvert= 5,235.00', Outlet lnvert= 5,202.00' 17 16 15 14 13 12 11 Reach 7R: Gully Hydrograph lolllz131415tetzt'4rc2021222324?5262728?9303.13233343536 Time (hours) 103 Pre and Post-developed Prepqred by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t1St200B r I lnflow Area =lnflow =Outflow = Summary for Reach Spre: Gulley 32.677 ac, 0.00% lmpervious, lnflow Depth = 0.23,, for 6.23 cfs @ 12.05 hrs, Votume= 0.630 af Solutions 5.10 cfs @ 12.11hrs, Volume=0.630 af, Atten= 1 00-yr event 15o/o, Lag= 3.8 min r r I I t r I r I r r I I r I r I I Routing by Dyn-stor-lnd method, Time span= s.0o-36.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 3.44 fps, Min. Travel Time= 6.3 min Avg. Velocity = 1.43 fps, Avg. TravelTime= 15.2 min Peak storage= 1,930 cf @ 12.11 hrs, Average Depth at peak storage= 0.g6,Bank-Full Depth= 2.00', Capacity at Bank-Full= aA.tg cts 9,90'l 2.00' deep channel, n= 0.022 Earth, ctean & straight Side Slope Z-value= 2.0'l' Top Width= 8.00' Length= 1,300.0' Slope= 0.0092 '/' lnlet lnvert= 5,361.00', Outlet lnvert= 5,349.00' Reach SPre: Gulley Hydrograph 27 28 29 30 31 32 33 34 35 3611 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) I I I t {03 Pre and Post'develoPed Type ll 24-hr 100-Yr Rainfall=2.63" Printed 711512008 I I I I I I I I I I I I I I I Ilrl. l: lr I Summary for Reach 8R: Ditch lnflow Area = 36.132 ac, O.OO% lmpervious, lnflow Depth = 0.28" for 100-yr event intfo* = 6.96 cfs @ 11.93 hrs, Volume= 0'855 af Outflow = O.gS "fs 6 1 1.94 hrs, Volume= 0.855 af, Atten= 2oh, Lag= 0'7 min Routing by Dyn-Stor-lnd method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Vllocityt A.o+ fps, Min. Travel Time= 0'8 min Avg. Velociti = 3.ql fps, Avg' Travel Time= 1'8 min Peak Storag e= 324 cf @ 11'94 hrs, Average o"P!l1t.Pe.ak Storage= 0.65' Bank-Full Dlptn= Z.OO', Capacity at Bank-Full= 135'76 cfs 0.00' x 2.00' deeP channel, n= 0.025 Side Slope Z-value= 2.0'l' Top Width= 8.00' Length= 380.0' SloPe= 0.0946'/' I n let- I nvert= 5, 3 1 8. 0O', Outlet I nvert= 5,282'06' Reach 8R: Ditch HydrograPh 'to t't lz 13 14 15 16 17 18 19 20 21 22 23 24 Prepared by {enter your com-p-alY.n?Tg.le1e} Time (hours) is za zt zg 29 30 31 32 33 34 lnflow Area =lnflow =Outflow = 103 Pre and Post-developed Type tt 24-hr 100-yr Rainfail=2.63,, irgplr*ly _{enter-y^o_ur company name here} printed 7t15t2OO8HvdrocAD@ 8.50 s/n 005531 @ 2007 HvdrocAD Software sorutions LLC paqe 2g Summary for Reach gR: (new Reach) [40] Hint: Not Described (Outflow=lnflow) 93.822ac, 0.00% lmpervious, lnflow Depth = 0.32" for 100-yrevent12.49 cfs @ 12.50 hrs, Volume= 2.467 af 12.49 cfs @ 12.50 hrs, Votume=2.467 af , Atten= 0o/o, Lag= 0.0 min Routing by Dyn-stor-lnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Reach 9R: (new Reach) Hydrograph r I rlrl rlIIII :l :l :l :l 13 12 't1 1 a8 l, ,7olr6 4 2 1 56 719 12 13 14 1s 16 17 18 1e 20 zt zz zt zc is ia it ia )s ii,o i'i"i;"ii;[IET6Tlme (hours) lrl.l.l.l. l: l: l: l: I I {03 Pre and Post-develoPed 14 13 12 11 1 5' 4. 3. 2 1 Type lt 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company nam^e here} HvdioCAD@ A.SO sln 005531 @ 2007 HvdroCAD Soft Summary for Reach {0R: GullY lnflowArea = 95.881 ac, O.OO% lmpervious, lnflow Depth = 0.33" for 100-yrevent tnflo* = 12.79 cfs @ 12.50 hrs, Volume= 2'643 al outflow = 12.79 cfs @ 12.50 hrs, Volume= 2.643 at, Atten= 0%, Lag= 0 2 min Routing by Dyn-Stor-lnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. VLlociti= 12.34 fps, Min. TravelTime= 0 3 min Avg. Velociti = 6.gs fps, Avg' TravelTime= 0'6 min peak storage= 233 cf @ 12.50 hrs, Average O"P!t {_Pe-ak Storage= 0.72' Bank-Full DLptn= Z.OO', Capacity at Bank-Full= 195'00 cfs 0.00' x 2.00' deep channel, n= O'022 Earth, clean & straight Side Slope Z-value= 2.0'l' Top Width= 8'00' Length= 225.0' SloPe= 0.'1511 '/' lnlellnvert= 5,303.00', Outlet lnvert= 5,269.00' Reach 10R: Gully Hydrograph t's t'o tz la lg zo 21 22 23 24 25 ?6 27 28 29 30 31 3214 Time (hours) 33 34 35 36 Inflow Area =lnflow =Outflow = 0.593 ac, 0.00% lmpervious, lnflow Depth = 1.09,' for 100_yrevent1.38 cfs @ 1 1.92 hrs, Votume= b.OS+ af 1.34 cfs @ 1 1.93 hrs, Votume=0.054 af, Atten= 3%, Lag= 0.7 min r I I I rR.outing by Dyn-stor-lnd method, Time span= s.0o-36.00 hrs, dt= 0.01 hrs / 3Max. Velocity= 3.45 fps, Min. Travel Time= 1.1 min Avg. Velocity = 1.26 fps, Avg. TravelTime= 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 9,90'] 2.00' deep channel, n= 0.022 Earth, clean & straightSide Slope Z-value= 2.0'l' Top Width= g.00, Length= 220.0' Stope= 0.0227,t lnlet lnvert= 5,300.00', Ouflet lnvert= 5,295.00' Reach 11R: Gully Hydrograph 12 1s 14 .t5 16 1T 18 19 20 21 22 23 iq zs za it za zs eo ar sz s3 aaTime (hours) a o ! -9r I r I r I r I I t I T I I r Type ll 24-hr 100-yr Rainfail=2.63,, Printed 711512008 Summary for Reach ilR: Gully 56 719 103 Pre and Post-developed Prepared by {enter your companv name Prepared by {enter your company nam-e.here} Summary for Reach NW Post: Northwest control point I I I I I I 103 Pre and Post-develoPed lnflow Area = 142.044 ac, O.OO% lmpervious, lnflow Depth = 0'35" for 100-yr event Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008 lnflow = 14.55 cfs @ 11'95 hrs, Volume= Outflow = 13.80 cfs @ 11.98 hrs, Volume= 4.145 at 4.145 af , Atten= 5%, Lag= 1.7 min Routing by Dyn-stor-lnd method, Time Span= 5.00-36.00 hrs, dt= 0.01 hrs / 3 Max. Vllocity= 7.66 fps, Min' Travel Time= 2'6 min Avg. Velocity = 3]5 fps, Avg' TravelTime= 5'3 min peak storag e= 2,161cf @ 11.98 hrs, Average Deplh at-Pe-ak storage= 0.46' Bank-Full DLpth= 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'l' Top Width= 19.00' Length= 1,200.0' SloPe= 0.0508 '/ lnle[lnvert= 5,201.00', Outlet lnvert= 5,140'00' I I I I I T I I I I t I o o 'IL Reach NW Post: Northwest control point Hydrograph 15 16 17 '18 19 20 21 22 23 24 Time (hours) 11 13 25 26 27 28 29 30 31 32 33 34 35 36 r r103 Pre and Post-developed Prepared by {enter your company name here} HvdroCAD@ 8.50 s/n 005531 @ 2007 HydroCAD Software Type ll 24-hr 100-yr Rainfail=2.63" Printed Tt1St200B Summary for Pond ip: Culvert lnflowArea = 2.13s-ac, 0 00yo lmpervious, lnflow Depth = 1.04" for 100-yreventlnflow = 4.62 cfs @ 11.93 hrs, Volume= b.tA+ at I r I I Outflow = 4.62 cfs @ 1 1.93 hrs, Volume=Primary = 4.62 cfs @ 1 1.93 hrs, Votume= 0.184 af , Atten= 0%, Lag= 0.0 min 0.184 af Routing by Dyn-stor-lnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3Peak Elev= 5,313.73'@ 11.93 hrs Flood Elev= 5,315.50' Routi lnvert Primary 5,312.50'I r I I I r I I I r I r I !8.0" x 27.1'long Culvert CPP, projecting, no headwall, fe= O.gOO Outlet lnvert= 5,312.10' S= 0.014g '/. Cc= O.gOO n= 0.612 |tillll.gllFlgY lF*=4 60 cfs @ 1 1.93 hrs HW=5,313.73' TW=5,312.63' (Dynamic Taitwater)Ll=Gutvert (tntet Controls 4.60 cfs @ 2.99 fps) Pond 1P: Culvert Hydrograph 10 11 12 i3 14 15 1a fi 1a n zo 21 zz zs zi.a is za zi zi z'g s'o ii ii ii";";;';'6Time (houB) a o !IL 103 Pre and Post-develoPed Type ll 24-hr 100-yr Rainfall=2.63" Printed 711512008Prepared by {enter your company nam-e here} Summary for Pond 3P: Gulvert [61] Hint: Exceeded Reach 2R outlet invert by 0.40' @ 11'93 hrs 3.116 ac, O.OO% lmpervious, lnflow Depth = 1.11" for 100-yreventI I lnflow Area =lnflow =Outflow = 7.20 cfs @ 11.93 hrs, Volume= 7.20 cfs @ 11.93 hrs, Volume= 7.20 cIs @ 1 1.93 hrs, Volume= Routing by Dyn-stor-lnd 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' 0.289 af 0.289 af, Atten= 0%, Lag= 0.0 min 0.289 af Device Outlet Devices #1 Primary primarv OutFIow Max=7.19 cfs @ 1 1.93 hrs HW=5,307.40' TW=5,295.64' (Dynamic Tailwater) Ll=Culuert (lnlet Controls 7.19 cfs @ 4.07 fps) 5 6 7 8 9 101112 5J05SO, ib.g" x gza'longrculvert CPP, projec,ting,-no-headwall, Ke= 0.900 Outlet lnvert= 5,304.75' S= 0.0201 '/' Cc= 0'900 n= 0'012 o o 3 -9L T I I E n tl I I I I t-t I n I t I f-t E 26 27 28 29 30 31 32 33 34 35 36 Time (hours) Pond 3P: Culvert Summary for Pond 4p: North pond lnflow Area = 39.288-ac, 0 Oqo/o lmpervious, lnflow Depth = 0.32,' for 100-yr eventlnflow - 10.99 cfs @ 11.93 hrs, Volume= 1.033 afoutflow = 9.79 cfs @ 1 1.96 hrs, Volume= 1.033 af, Atten= 11o/o, Lag= 1.9 minPrimary = 9.79 cfs @ 11.96 hrs, Volume= 1.033 af Routing by Dyn-stor-lnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3Peak Elev= 5,222.07' @ 1 1.96 hrs Surf.Area= 713 sf Storage= 759 cf Plug-Flow detention time= 1.1 min calculated for 1.033 af (1oo% of inflow) Center-of-Mass det. time= 1.1 min (911.2 -910.2 ) 103 Pre and Post-developed Prepqred by {enter your company name here} 8.50 s/n 1 @2007 lnvert S 5,220.00' Elevation Surf.Area lnc.store Cum.Store(feet) (sq-ft) (cubic-feet) (cubic-feet) Type ll 24-hr 100-yr Rainfall=2.63" Printed 7t1St2OOB r I I I I 1,596 cf Gustom Stage Data (Prismatic)Listed below (Recalc) IIII rlrlrlIIII :l :lII 5,220.00 5,221.00 5,222.00 5,223.00 Device 80 326 683 1,094 0 203 505 889 0 203 708 1,596 lnvert#1 Primary 5,220.00' 18.0" x 95.0'long Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet lnvert= 5,2O9.OO' S=b.t 1Sb,l Cc= 0.g00 n= 0.012#2 Primary 5,223.00' 4.0' long (Profile 9) Broad-Grested Rectangutar Weir Head (feet) 1.97 2.46 2.gS 3.94 4.92 Coef. (Engtish) 3.55 3.5S 3.57 3.60 3.66 frimary.OulFl:y lVlax=9.79 cfs @ 11.96 hrs HW=5,222.07' TW=5,201.45' (Dynamic Taitwater) 1-1=Gulvert (lnlet Controls 9.79 cfs @ 5.54 fps)L2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) {03 Pre and Post-develoPed Type ll 24-hr 100'yr Rainfall=2.63" Printed 711512008Prepared by {enter your company nam-e.here} o o '-9L I I I Il.l.I'l.l,l. l: l: l:lrlr l: Time (hours) Pond 4P: North Pond Hydrograph lu rr,tr"" I I tr primarv I 26 27 28 29 30 31 32 33 3418 103 Pre and Post-developed Prepared by {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63,, Printed 7t1St200B8.50 s/n 005531 O Summary for pond 5p: Culvert [61] Hint: Exceeded Reach Spre ouflet invert by 0.32, @ 12.11 hrs I I I I t I1IIIIIIIIrl :l :l :lrlrl :l lnflow Area =lnflow =Outflow = Routi 34.407 ac, 0.00% lmpervious, rnfrow Depth = 0.25" for 100-yrevent 5.42 cfs @ 12.11 hrs, Volume= 0.722 af Primary = 5.42 cfs @ 12.11hrs, Volume= Routing by Dyn-stor-lnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3Peak Elev= 5,349.32' @ 12.11 hrs Flood Elev= 5,350.43' 5.42 cfs @ 12.11 hrs, Votume= lnvert Primary 5,347.93' 0.722 af , Atten= 0%, Lag= 0.0 min 0.722 af 18.0" I20.0' long Gulvert Cpp, projecting, no head*all, Ke= O 900Outlet lnvert= 5,347.53' S= 0.0200 ,/i Cc= O.gOO n= O.O1Z frimary.OutFPy Max=5.42 cfs @ 12.11 hrs HW=S,349.32' TW=5,347.55' (Dynamic Taitwater)Lf =Culvert (lnlet Controls 5.42 cfs @ 3.17 fps) Pond 5P: Culvert Hydrograph 10 11 12 13 15 16 17 18 19 20 21 22 23 Time (hours) 24 25 26 27 28 29 30 31 32 33 34 35 36 o o 3 -9I I 103 Pre and Post-develoPed I I I I I t I I I I I r I I I Prepared by {enter your company nam^e here} Summary for Pond 6Pre: Existing Culvert lnflow Area = g2.075 ac, O.O0% lmpervious, lnflow Depth = 0.35" for 100-yr event lnRow = 12.33 cfs @ 12.50 hrs, Volume= 2'378 af Outftow = t2.33 "t 6 12.50 hrs, Volume= 2.378 af , Atten= 0%, Lag= 0 0 min Fri;;t = 12.33 cfs @ 12.50 hrs, Volume= 2'378 af Routing by Dyn-Stor-lnd 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' Outlet Devices Type tt 24-hr 100-yr Rainfall=2.63" Printed 711512008 MP, projecting' no headwall' Ke= 0'900' outlet lnvert= 5,352.80' S= 0.1250'/' Cc= 0'900 n= 0.025 Corrugated metal Primarv OutFlow Max=12.33 cfs @ 12.50 hrs HW=5,341.69' TW=0'00' (Dynamic Tailwater) Ll=Cirlvert (lnlet Controls 12'33 cfs @ 3.17 fps) Pond 6Pre: Existing Culvert HydrograPh 1 12 11 1 ffiIT"tTli-t'i"li )ciit )z i.s i+ is ia it ia zg so gt 32 33 34 35 36 Time (hours) I I I 103 Pre and Post-developed irqpqr:9ly {enter your company name here} Type ll 24-hr 100-yr Rainfall=2.63,, Printed 7t1St200B lnflow =Outflow =Primary = 8.50 s/n 005531 O Summary for pond 7p: Culvert [61] Hint: Exceeded Reach 6R ouflet invert by 0.41, @ 11.93 hrs 36.132 ac, 0.00% lmpervious, rnfrow Depth = 0.28" for 100-yr event6.96 cfs @ 1 1.93 hrs, Votume= b.aSS af 0.855 af, Atten= 0o/o, Lag= 0.0 min 0.855 af Routing by Dyn-stor-tnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3Peak Elev= 5,321.41' @ 11.93 hrs Flood Elev= 5,322.65' Device Routinq lnvert Ouflet Devices#1 Primary 5,320.00' ig.O,, x 20.0,tong Culvert CPP, end-section conforming to fill, Ke= 0.500 Outlet lnvert= 5,319.60' S=-O.OZOO 't Cc= 0.900 n= 0.012 f rimary.OulFlgy l\4ax=6.94 cfs @ 1 1.93 hrs HW=5,321.40' TW=S,318.65' (Dynamic Taitwater)Ll=Culvert (lnlet Controls 6.94 cfs @ 4.04 fps) Pond 7P: Culvert Hydrograph '12 13 14 15 16 17 'r8 19 20 21 22 2s z.c zs za it zia zs sb a'r sz ai iiTime (hours) 6.96 cfs @ 11.93 hrs, Votume= 6.96 cfs @ 11.93 hrs, Votume= r I r rr IIIIrlII :l :l :l :lII 103 Pre and Post-develoPed Type lt 24-hr 100'yr Rainfall=2.63" Printed 711512008 I I I Il.l.l.l.l. l: l: t:lr Prepared by {enter your company nam-e here} HvdiocAD@ 6.so sln 005531 o 2lQZ-)lvdtscAD Soft Summary for Pond TPre: Existing Culvert 4.944 ac, o.oo% lmpervious, lnflow Depth = 0.82'' for 100-yr eventlnflow Area =lnflow =5.82 cfs @ 12.04 hrs, Volume=0.339 af 0.339 af, Atten= joh, Lag= 0.0 min 0.339 afOutflow = 5.82 cfs @ 12.04 hrs, Volume= Primary = 5.82 cfs @ 12.04 hrs, Volume= Routing by Dyn-stor-lnd 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 Routinq lnvert Outlet Devices- #1 primary 5,365.00' 1g.0" * 600' Iongfnsert^cMP, projecting, no-headwall, Ke= 0.900 Outlet lnvert= s,g6t.Oo' S= 0.0667 '/' Cc= 0'900 n= 0.025 Corrugated metal primarv OutFlow Max=S.g2 cfs @ 12.04 hrs HW=5,366.50' TW=5,361.79' (Dynamic Tailwater) t-l=iniert (lnlet Controls 5.82 cfs @ 3.29 fps) 5 6 7 8 9 101112 Time (hours) Pond TPre: Existing Culvert 't'l Lq ts $ tt la rc 20 21 iz zt zc 25 26 27 28 29 30 31 32 33 34 35 36 Hydrograph 103 Pre and Post-developed freO19_d_by {enter your company name here} 1@2007 Routi Devices Primary Summary for Pond 9p: Cutvert lnflow Area = 38 36g-ac, 0 0o% lmpervious, lnflow Depth = 0.30,' for 100-yr eventlnflow = 8.91 cfs @ 1 1.94 hrs, Volume= b.g+S atoutflow = 8 91 cls @ 1 1.94 hrs, Votume= 0.945 af, Atten= 0%, Lag= 0.0 minPrimary = 8.91 cfs @ 1 1.94 hrs, Volume= 0.945 af Routing by Dyn-stor-lnd method, Time span= s.o0-36.00 hrs, dt= 0.01 hrs / 3Peak Elev= 5,281.51' @ 11.94 hrs Flood Elev= 5,282.10' Type ll 24-hr 100-yr Rainfatt=2.G3" Printed 7t1St200A ?4 2s 26 27 2A 29 30 31 32 33 34 35 36 r I I 5'279.00' 18.0" x 20.0'long Gulvert cpp, projecting, no heaowi[-xe= osod Outlet lnvert= 5,278.60' S= 0,0200 ,/i Cc= O.gOO n= 0.012 fi[1y_,9-l1FJ,o-Y-F*=8 88 cls @ 11.94 hrs HW=5,281.50' TW=5,221.96' (Dynamic Taitwater)Ll=cutvert (tntet Controls 8.88 cfs @ 5.03 fps) ll II IIrlrlIIrl :l :l :l Pond 9P: Culvert Hydrograph 56 789 Time (hours) I I t 103 Pre and Post-develoPed Type lt 24-hr 100-yr Rainfall=2.63" Printed 711512008 o ;olr LIl.I'I'l. l: l: l: t: Prepared by {enter your company nam-e here} HvdiocAD@ 6.so sln 005531 o 2007 HvdroCAD Soft Summary for Pond 10P: Culvert lnflowArea = 95.123ac, O.O0% lmpervious, lnflow Depth = 0.32" for 100-yrevent lnflow = 12.66 cfs @ 12'50 hrs, Volume= 2'562 af Outflow = p.AA cts @ 12.50 hrs, Volume= 2.562 af , Atten= 0%, Lag= 0'0 min Fri;;t = 12.66 cfs @ 12.50 hrs, Volume= 2'562 af Routing by Dyn-Stor-lnd 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' I #1 Primary 5,316.00' primarv outFlow Max=12.66 cfs @ 12.50 hrs HW=5,318.96', TW=S,303.72', (Dynamic Tailwater) L1=Culvert (lnlet Controls 12.66 cfs @ 7.16 fps) Pond {0P: Culvert Hydrograph 1 13 '12 11 1 9 I 7 ffiTT.ltIE'i? ii'i's z'o dt iz zt iq is ia zt za dg 30 31 32 33 34 35 36 18.0" x 70.0' long Culvert CPP, end-section conforming to fill, Ke= 0'500 Outtet lnvert= 5,314.60' S=b.OZO0 't Cc= 0.900 n= 0'012 Time (hour3) 103 Pre and Post-developed Type ll 24-hr 100-yr Rainfall=2.63,,t I r irqpl*^Uy _{enter your company name here} Summary for pond 13p: East pond lnflow Area = 6.875-ac, q 9oo/o lmpervious, lnflow Depth = 0.g2,' for 100-yr eventlnflow - 11.14 cfs @ 1 1.94 hrs, Volume= '0.470 af i outflow = 0 zg "1" @ 12.81 hrs, Vorume= 0.420 af , Atten= 94%, Lag= 52.1 minPrimary = 0.70 cfs @ 12.81 hrs, Volume= 0.470 af Routing by Dyn-stor-lnd method, Time Span= 5.00-36.00 hrs, dt= 0.0 j hrs / 3Peak Elev= 5,214.50'@ 12.81 hrs surf.Area= 2,g64 sf storage= 7,ggz cf Plug-Flow detention time= 105.7 min calculated for o.4to af (1oo% of inftow)Center-of-Mass det. time= 105.7 min ( 959.6 - gS3.9 ) Volqme lnvert Avail.Storage Storage Description#1 5,208.00' 9,522 cf Gustom Stage Oata ler I] II rlrlrl :l :l Elevation Surf.Area Inc.Store Cum.Store r t r I t r r r I I r r I r I r 5,208 00 5,209.00 5,210.00 5,211.00 5,212.00 5,213.00 5,214.00 5,215.00 70 333 633 986 1,427 1,965 2,552 3,182 0 202 483 810 1,207 1,696 2,259 2,867 0 202 685 1,494 2,701 4,397 6,655 9,522 #1 Primary 5,208 00, Ouflet lnvert= 5,204.00, S= 0.0556 i/' Cc= 0.900 n= 0.012#2 Primary 5,215.00' 4.0' long (Profile 9) Broad-Crested necianguiar Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (Engtish) 3.55 3.5S 3.57 3.60 3.66 t11119.,9.:lFPY-Lq=0,70 cfs @ 12.81hrs HW=5,214.50' TW=5,201 45' (Dynamic railwater) 1-t=Culvert (Barrel Controls 0.70 cfs @ 9.00 fps)L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) 103 Pre and Post-develoPed Type lt 24-hr 100-yr Rainfall=2.63" Printed 711512008 Pond 13P: East Pond Hydrograph I I I lrl.l.l.l. l: l: l: l:lr Prepared by {enter your compalV nqm^e.[e1e] o o 3o II 19 20 21 22 23 Time (hours) 16 17 18 103 Pre and Post-developed Itqp1glly _{enter-yo_!f co1npany name here} Type ll 24-hr 100-yr Rainfall=2.63,, Printed Zt1\t200g t I I IIrlIIrlII :l :l :l :lrl Summary for pond i4p: West pond lnflow Area = 95.8-81 ac, 0 0o% lmpervious, lnflow Depth = 0.33" for 100_yr eventlnflow = 12.79 cfs @ 12.50 hrs, Volume= 'Z.A+S atoutflow = lo Q'! cls @ 12.71 hrs, Vorume= 2.642 af , Atten= 17o/o, Lag= 12.7 minPrimary = '10.61 cfs @ 12.71 hrs, Volume= 2.642 af Routing by Dyn-stor-lnd method, Time span= 5.00-36.00 hrs, dt= 0.01 hrs / 3Peak Elev= 5,266.79' @ 12.71hrs surf.Area= 1,g97 sf storage= 4,4g1 cl Plug-Flow detention time= 2.4 min catculated for 2.642 af (1oo% of inflow)Center-of-Mass det. time= 2.2 min (947.4 - 945.2 ) Volqme lnvert Avail.storaqe Storage Qescription#1 5,260.00' 5,392 cf Gustom Stage Oata leris 00s531 Surf.Area lnc.Store Cum.Store cub cu Elevation 5,260.00 5,261.00 5,262.00 5,263.00 5,264.00 5,265.00 5,266.00 5,267.00 5,267.50 0 49 188 406 694 1,054 1,489 2,003 0 0 25 119 297 550 874 1,272 1,746 501 0 25 143 440 990 1,864 3,1 36 4,882 5,382 Device #1 Primary 5,261.00' {5.0" x B5.0,l_olg Gulvert Cpp, p #2 Primary 5,267.00' Outlet lnvert= 5,251.00' S= 0..1 176,ti Cc= O.gOO n= 0.6124.0' long (Profile 9) Broad-Crested Rectangular Weir Head (feet) 1.97 2.46 2.95 3.94 4.92 Coef. (Engtish) 3.55 3.55 3.57 3.60 3.66 Ell11y,9.:1Flo-w l\4ax='10.61 cfs @ 12.71 hrs HW=5,266 79' TW=5,201.45' (Dynamic Taitwater) f-l=cutvert (tntet Controls 10.61 cfs @ 9.64 fps)r-2=Broad-Grested Rectangular Weir( Controls 0.00 cfs) 103 Pre and Post-develoPed Type tt 24-hr 100-yr Rainfall=2.63" Prepared by {enter your company name HvdroCAD@ 8.50 s/n 005531 @2007 HvdroC/ I I I IIl.I'l.l.l.l. t: l: l:Irlr l: Pond {4P: West Pond Hydrograph Time (houE) lE nrr"* Ilo PnmarvlH o o ;o lr I T I r1 rlrlrlrlrlrl :l :l :lrlII :l APPENDIX E Structure Capacity Calculations I I I I lrI'l.I'l.l.l, l: l: l:lr l: r I I tII IIrlIIrlrl :l :l :lII 'l :l Channel SloPe Depth Left Side SloPe Right Side SloPe Bottom Width 2.0000 % 1.00 ft 2.000000 H :V 2.000000 H :V 4.00 ftI I I I I I I I I I I Wetted Perimeter 8.47 ft Discharge Flow Area Top Width Critical Depth CriticalSlope Velocity Velocity Head 33.39 cfs 6.00 ft2 8.00 ft 1.07 ft 0.015318 fUft 5.57 fUs 0.48 ft Specific EnergY 1.48 ft Froude Number 1-13 Flow is suoercritical. 07l1sloa O3:31:O9 PM FlowMaster v5.15 Page 1 of 1 I I Dam SPitlwaY Worksheet for Trapezoidal Channel Project DescriPtion .trnZ Worksheet Dam weirt I I Flow Element TraPezoidal Channel Method Manning's Formula Solve For Discharge lnout Data Mannings Coefficient 0'030 Haestad Methods, lnc. 37 Brookside Road waterbury, cT 06708 (2O3) 755-1666 n n ProjectFile t:\bdOjtp-b\lxxykc-e\h1vr30-i\103.fm2 Worksheet Flow Element Method Solve For Dam spillways Trapezoidal Channel Manning's Formula Discharge Dam Spillway channel Worksheet for Trapezoidal Channel lnput Data t I r t r I I I I I I t I I r I r I Mannings Coefficient Channel Slope Depth Left Side Slope Right Side Slope Bottom Width 0.030 3.000000 H : V 1.00 ft 2.000000 H : V 2.000000 H : V 4.00 ft Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth CriticalSlope Velocity Velocity Head Specific Energy Froude Number Flow is supercritical. 136.32 cfs 6.00 ft2 8.47 ft 8.00 ft 2.29 ft 0.012747 fuft 22.72 fUs 8.02 ft 9.02 ft 4.63 07t15toa O3:31:49 PM FlowMaster v5.15 Page 1 of 1 Haestad Methods, lnc. 37 Brookside Road waterbury, cr 06708 (203) 755-1666 tr I I I I I I Mannings Coefficient 0.035 I T t I I FlowissupL t I I I I I I I I Swale Worksheet for Triangular Channel Project DescriPtion Pro;ectF't" l@i\103.fm2 Worksheet triangular channel Flow Element Triangular Channel Method Manning's Formula Solve For Discharge lnput Data Channel SloPe Depth Left Side SloPe 5.2800 o/o 1.00 ft 2.000000 H : V Rioht Side Slooe 2.000000 H :V Results Discharge Flow Area Wetted Perimeter Top Width CriticalDePth Critical Slope Velocity Velocity Head Specific EnergY Froude Number 11.41 cfs 2.00 ft2 4.47 ft 4.00 ft 1.15 ft 0.024899 fUft 5.70 ft/s 0.51 ft 1.51 ft 1.42 oTtlsloa O3:33:53 PM FlowMaster v5.15 Page 1 of 1Haestad Methods, lnc. 37 Brookside Road waterbury, cT 06708 (2O3) 755-1666 I Existing 48" culvert Worksheet for Circular Channel I Projgct Description Project File Worksheet l:\bd0jtp-b\1 xxykc-e\h 1 v130-i\1 03.fm2 Existing 48" Culvert Flow Element Circular Channel Method Manning's Formula Solve For Discharge lnput Data r :l IIII IIIIrl :l :l :l :l Mannings Coefficient Channel Slope Depth Diameter 0.o24 0.1 25000 fuft 4.00 ft 48.00 in Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope 275.07 cfs 12.57 ft2 12.57 ft 0.00 ft 3.96 ft 100.00 0.114676fttft 21.89 fUs 7.45 ft FULL ft FULL 295.90 cfs 275.07 cfs 0.125000 fuft 07l't5t08 03:33:2O PM FlowMaster v5.15 Page 1 of 1 Haestad Methods, rnc. 37 Brookside Road waterbury, cr 06708 (203) 755-1666 ft I I I I r Mannings Coefficient 0.035 I I t FIow Area I r I I I I I I I Existing Road Ditch Worksheet for Triangular Channel Project DescriPtion S trnZ Worksheet Gas road ditch Flow Element Triangular Channel Method Manning's Formula Solve For Discharge lnput Data Channel Slope Depth Left Side Slope 7 0000 % 1.00 ft 2.000000 H :V Right Side SloPe 2.000000 H : V Discharge 13.14 cfs 2.00 ft2 Wetted Perimeter 4.47 ft Top Width Critical Depth CriticalSlope Velocity Velocity Head 4.00 ft 1.22 ft 0.024436ft|ft 6.57 ft/s 0.67 ft Specific EnergY 1.67 ft Froude Number 1.64 Flow is suoercritical. I I 07t1sloa 03:32:24 PM FlowMaster v5.15 Page 1 of 1Haestad Methods, lnc. 37 Brookside Road waterbury, cT 06708 (2O3) 755-1666 r r I I r IIi rlrlrlrlII :l :l :lII :l APPENDIX B Domestic Water System Calculations I I Ii. t,I'l.I' l: l: l: I I I r rl II IIII :l :l :l :l q)(t) G(L L.o+.,G =I .YL Go. tr (Eoo = .9I E! =@ a-_;-_- ; I I ;flI I I I I I I I I I I I I I I I I I r oL =a'a 6)E a< oo .'.1 ooco 00 (o co aoN o\c\ r)-i- c\cn oo .; $ \o oo F-<- cn s$ r- $ \o <-<-@$ c.) c.; r-\o O\o O c.lo\ $ caoq .{-s o\F- c.t(o $ E U,EF c.) cn+ Ovl o. e.l+ \ona-N$ta) O ,a)c\* tr? oo(..l$ \on\o Ns(a) a.t\q N$ tr- ,a; N$ $q Ns 00 ,r;N.{. r F-\coN$ a.) c'i c.l$ c'l ..ic.l$ n$c.l$ \onoo r <- c.l<- q .i- E 632 A(, O rr)O\o O \o O cn O a -;$ O \o Oq \o O oo O ta, O co q ca \o <f,c\ O N\o t o (!# () tr.l a.l+ca an v-) c.t O\o c.t lr) aa a..l \o a.l $N o\Nc.l NN aa ca OO COooN \oo\ C..l c.)ca ++ c'.l $ C) oz o a.lo ca o +o () \o O t--co O O o o N o a.) o $ c)o \o o vz F:z (dF Lg?G'i ==rJ -Y=L(EEo-E E.!(tEodO'- =E&x.92 o o ,L (,) a $c.i -I \o ca t-- CO -i o\crl \o cn \o cn cn a.l+ -i oo +$ O s+C\ q +<.ar-+t Oq aa (69:o\l canot oo9ol +.1 oo \o $ cnq+ F-nN o..l+ \o o?c.)$c!+aa co \oul nO an9c\ r-\ oo oo oo a.l o O ()oo-o () c.t \o c1 C' oo N +q r-9c.t coca co F-oc o\ul O +ooO c..l c.l (-.ln ca ..i + c.i $ 3> ql, O \r) c.l\o c.)n\oo.N ca.1 \o c.l c.l cac.t F- oo9 a.) o.l c.) @I ca N \o ar;\o \o *;O \o <- s +C'I o\aa oo a.) o\Ci \o co.+ I 9 c.)oo I Oc\ caao O O q 0.) oo O O O O O O O O O O ! C) 0) ! co \o \o \c)\o \o \o $*$-f,$c\c\ !P.- ().] O \o+$+('l $oo tr-o'\o+a.l F- ana.l t--@ c\ an$N o\+ l-- N <+ aoo\o]t-- tJ lz J IF()o. atI (.)a. aa IN () <. I ()o. I 0.)o. I o r-I\o O oo IF- oo. Ioo ()a. O Io\ O q I oa. c\ I 0)o. ao IN C)g o. $ I C' oo. \o I+ ()q I$ C) q I (.) o. \o I\o C)a. o)o)(o TL o+aa(E# =;I .. .Y;L(v(ECo-E tr;(tEOFO.la=3 a-().92 I I I I I I I I I r I I I I I r I I r I r APPENDIX C Fire System Calculations o)o)(s(L I t I I Eo+,o U' o.=l! I .YL (E o- t (Eoo = .9 I Il.l.I'l.l.l.l.l. l: l:l. l: (\ l- UJ =Ilu r I ;EI I I I I I I I I I r I I I I (\l ]- IUfir I I C)k3a'A ! t-- c.iN o\q \o aa r- u1 $ oo !t $ \o A$ c-l 00 an \onoo aal F-- Nao .1- ,r1 c.lN ai CO+ E o !i catn ca* co (-'N.i- F-nalN =1'(r) ooc.l t-- + c- .+ oocl O.f, .l tr- +(a) nr- + 9ot calr) c-lc1 aa .+\o+ra) (tz 8o O O O O O O O O O ra) O O I (B ,P o tr.l ooF-c.) .{- $c.t cn aa cn coc\ 9N a..t cn vl oo c\lca c.l F- ca(r) o\t- COr + IJ o z o\ a ,.t tJ. \o If trro I ,Jituo * I fr. c) a.t ITr Ir.o ('.il I'Ir l! () Ir- I ,Ji9-() oo I rJ-r o I o I () ! oA -V dF Eot,o a O6L6)EE,Z -Y,!L=GtTLF tr;(EEA/-o = .9 o)o)(! TL (\t luz q ut Eo+,o a O6LC) lL5.z-Y ,!L=GTo.F EX(EEaAo =-tr.9 I I I I T I I I I r I I I I I I I I I I I 0)L 0l*Lo- t--q c.) c.l \o t-v1 \t oo ,d+ o\+ \o + cl coN n oa aa \o oo aa +,r? c-)ai c7)rn* ! 0)h co c.) c.l+ aot-N$ F-n (-..l c\.f 00c'l r* + r- + 6cl d c.lr- .+ 6l c-* @ c.l + ca.1 ao cO+(a) O + cdZtra. AO O i q O O O OOo O i q O O I rd ,P o r! oor-$+ c.ltr)ca cn co(-.l \q c\l a.t c.l (n u1 ooc!ca clr-o.F-c.) O $ ()! z o, I tr. O \o I Itr. o I tJr o <- I tl. o aa I o al I lr. () I-- I o oo I tl. o I o I o ! o J< F I t ;sl I I I I I I I I I I I I I I ".I HI I I () L 8AoFL r- aON \o co 00 =t\o+ o\ +$ t-- c..1 a.t lr)q N+ n oo..l On oo \oq $ $vl c.) c.I ao ao $ Ea I c.)ca coco+ F-N.{- \o c.l NNs $o9 + ao ar; $ aa\ <. \o t-r + a.l r- .d- ca\ s ctl cac-ltr) \o$ 6ztro. ae <>O Oq O o O O V^l I C6 ,P () r! ootr- c.)ra) ++c.)c.i ca co 00 an N aat a..l ca ,.1 00N c.) c'l tr- ca o\I-*cn + () oz I fr. o \o I tr.() I frr o sIF tu O coIf A c..l I 'F (.) Ir- I tr. (.) oo I,Tr lr- o I tl.() I o o CgF Eo+,o o O6L.() lL5tZ,.Y ,!L=(Uto-F tx(EE OAo = .9 ;o)o(L (\ IIJ =Illt Eo+.o U' O6LO 1L5.z -Y ,;L=GIO- t- tx(EEoAo = .9 t I I I I I I I r I I I I I I I I I I I I ()LIq'A()* L r-q c.)N $ oocl+.f, @ \o oon + $q ooal @ co $ co+ +vl c-)(-.l cnca+ !3,r c.l c1 co c.)* O.1 (-- a.l<- F-n a]+ o\ ,r; + o ca \o t r- '.1|.- $ o,\ 00 $ oov') + t--v.)r- + c.)c1 tr aas(a) \os dz Ea Oc q O O O Oq O q O O O O O OOr) I o cd ,P () r! ooF-$$c.)cn c-l co C..t 9 c..l ca N ca t1 ooc\catat c..lr- tr) o.r-(r) H o z o\ I l! o \o I Itr. O II9- o .f I fr. I 'Ti o (-.l I * () t-- IFl' tr. o oo I l! o I o I o o -v (nF I I ;flI I I I t I r I t t I I I t I (\I HI t I 6)LIq'7, Ir-q cac\\o +nss a.l @ $ no. c.) U? tr-+ cr)r- aa t $ c.)n $ $vl rrl an aa cr)+ Ee cfl c.) a.i CO+ c.) t-- c..l+lr) F* F\ + \o J c..lrf, P c!-f, c..l oiC\$ c.ic!$ r-\ Ns cl NN+V', calc'l a.tc.i+ O \o+ cdZ 8e Oq O O(r) q O q O O O O (a) I o (d ,P o t! 00r- CO +<-c.)co a.) cn @c'l \? cl aora) a] ca v1 00Nao nF- a.l o\F-c.t $ t-l ()! z o\ I f! \o I FJitu o I fr. () +I fr. o c.) I trr o c..l a tJ. (.) tr- If LL (.) oo IF E o I fr. O I o ! o* j1 cnF Eo+,o o O6L 6_) lL5.z-Y ,!L=(Ut O-F tE(Ug OAo = .9 o)o,(o(L I r I I r I I I I I I I I I I I t I I I t o o o oLdi L5.z.-.lL=GtO-F tx(EEoAo =-c.9 () J qA F-.o\ ca an o\ \o \o od$ aovl o\+ \o O\ + c.) c.ica oo c{$ F- tr-+ +vl c.)N ao c.) <- E.r a7) c.) c.)+ c.lr-c!$ nr-N$ car-c!+ cat-N '+ra) c.) (-- ...t+v) t-(..l$ra) ocor-N+ co t--c{<flr) ao c.l a.tco*\o+ (!2 to O O O O q O O Oq O O O q O I o cd# () El 00tr- r) +ooc\ \q o.l co c.l n ooc{co ..1 tr- carr) o\F-ca Os H o oz o\ I tr. o \o I fr. o I o .{- I tr. Otr I I o o.lI E. o tr- I ,r.rL o oo I r! o I o I o r F (\ l-lu =Il{ t I ;EI I I I I I I I t I I I I I I (\I IU =$I t I 0)L o* P t--q c.l an O \o oq \o+ \o\ $F-- OC\r)$ r- F-N c.l9 @ca o.t c.)<f, -f,vl cn(-n ca(a <. U,tr "1i co co CO<- .1 t-- c.l+ c.iN<- \q oo + (-.l oq r-q \o + $ .o $ c\9F- s q \o + c1 c.)a.l++ d2 8o Oq O Oq O Oq O O O O rn I o (d,P 0) lr.l cor-+$co cn cal cn @c\ \c c\ c-l an vl @a.lco c.l t-. rata) o\r-c.t O $ IJ o'ooz IF TLo \o IF tr. c) I J-E.o +I lr.o co I tuo a'lI fr. O r-I I (_) @ IF (-) I|l g (-) I (.) t o H .V F () oz I O F -:a o ()z Eo+,o a o.= lJ. I jL (EL t (Uoo = .9 o)(,) (tr o- (\ l-tuzIlI Eo+,o a oLiiEE.z --;L=(Eto-F tx(0EoAo = .9 I r I I I I I r I r I I I r I I I I I I I d)!a ?,'A F- cdN o\ \o tr--q \o$ 00 ++ N...| t-- 00 ..1 in+ c..ln oo c-l o\\\o ca oo aa ca$ $v? cac'l COC'+ 6)k c1 $ .1 r*(-.l$ na.l a.t+ o9 \o $ t- $ a.lca c- $ oo u1 rr + n c.r $ Nc.) F- $ cn a.l coc.lt $ E cBZ ae Oc O O Oq O O O O O O O O q O I o 6,P 0) t! coF-$+aa co C.l 9 c..t cara) c\ c.) vl ooc\ca nF- aa o\ F.- c.)r)s H () oz I fr. o IrF o I fr. o $ I o c.l I tr. o a\t I E. o F- Ifr tr. () oo I f! o Ii- () I o R J4 (!F High Mesa RV Park - Fire SYstem I I I I I I I I I I I I I I I I I I I I I Network Table - Nodes Node ID Elevation ft Demand GPM Head ft Pressure psi Junc FH-9 5378 1500.00 s431.67 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 53 l3 0.00 s433.33 52.14 Junc FH-3 528s 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-l 5317.2 0.00 5433.33 50.32 Junc J-1 53',79 0.00 5433.33 23.54 Tank Pond 5450 -1500.00 5460.00 4.33 EPANET 2 Page 1 o)o) G(L Lo o.d o o a-l .f, co o $cnq ca ca (o 6la.lq N(a O oo*r-$q c.) Oc.l O a o CB-O:Z 3 N N\o <- 6i al \o.1 \o ca+ tr-\ C\ oo,r1 c\-l ra)c\c'l a.l O Nc.l N .: l)qo.o () tr-s a.) $ an C'+c.)*c\ tar <-9 F- aa O tr-(.i O c.) \o O ca \o >2.OO- E. \J O I tr- \o I r- \o I ,al t'- I !'l r- I ns(.n oo q oloo oo \on oo I \on oo I O -: I q o o0 & O O O O O OO OO q() C) n co oo oo @ co oo @ oo @ O bo_cq<o-] cn c\o\ $ c..l\o \o ca cr) oo$O (r-a] Nt-- <f, coc\ 00t--tr- N o =: c.tI oq IN ()q *Iaa () I$ () E \o I (,) a. tr- I ()o. c\ It-- oq @ r-r (.) $Ico oo. I\oo. ()o. o. o\I Io. 0)o. a. I I C)o. o. I r I I I r I I I I I r r I I I I I r I I Eo+,o a oL. 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P ! o Lr <>O +c.l tcaq a.)c.l c.lca a..laoq (\l aa @.+q <> t--+q Oaa c.t a o 9,=6)v|l\ N ra, ..i co+ \o a.l <- r-\ N oov1 a.tN O rr)onc'j c.l O c.tc.l o.l >..= l)@o.o 0) O $ c.) +q co aa $ ca+c\ i s F-t-rcn ao .o O A \o => l! l, O I r'- \o I r- \o \o !.) r-\o I v1 t---\ot ra)n$olco a.l 0a oo \on oo I \on corn I O O O I o 50 O O O OO OO O OO L0) () cB 00 oo oo @ oo oo oo oo oo O lo.r()J N c.l + c\ co \o aaca \o oo+t-.al Nt-- .+ ooa'l 00F-t-- o.l H .v J c\ I q)o. co INF. ()o. .{- I aa oa. I+ () a- \o I n. 0)a. r- I (.)a. c\ Ir-o. (.)a. 00 I Ir- E ()a. $I oo 6.)o. I ()o. I I 0)a. I I oo. c)o)o(L (\ tlJz I1! Eo+,o o oLV =lL .i r!I-YarL(Eto-F -v, E,E(!9oo = .9 I I r I t I I r r I I r t I I T I T I I I I r r r I I I r I I I I I I t I ;FI (\I IU =$I I I Lo () tr. o (J !E. 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TIIIIIIITIT IITITIII TIITIIIT IIIIIIIIIIIII IrIIIIrIIIIIrrrIIIIIr I I I UI(j(,lo I J J ,,- aa lx = E ,IHl;Z lz3 I lUoo o tI r == =II I o90 O0)oi =' 5' -'oo0)(o(o@ooo !tlT'oq)0)===bb q oioof=o ot'Tt-o0'-ot{d io{ I l/ ril IPIs I t3.t5t\ IP/\1'l o E.f 0)(oo TD 0, @. f a) 3oo I l I l l I I l I ! l Itlr'/| /,7 i'.t/l\ l l I I l / Pdor:3 No 5 91L ic FS ( lr l)rl\)'=# F<l',llS i l'r \tel \ ,li\\Ir zz ili. I l i,i, i! att.; .-.+-i \11 r} oO.{9o26oo o =S*=EdEB+(r!, o o.fuf -A- d.^oNoYJo -o QA A ao d{ b'*3 Ha;€-'+ Ef o ^ +-!D;io.9oP d.o--=. l-"Ero too a ^h, o-- { b-FEO] P E -6-4o' .c^ a -oHsRE' o-o do-u=' E rv,Eo Jo @9. -o Ion Noz-l 2ac) u,,-7il>-ug-oo AaTO m 2 _Tl mm -.t BEILCQNSULTING ttc P.O. Box 8 Rifle, Colorado 816s0 Voice: 9701625-931 I Fax: 970l625-9it5 IIIIIITIIIIIIIIIIIIII