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HomeMy WebLinkAboutFile Documents.975 Chatfield Rd.0104.2018 (11).ARBKGrading and Drainage Report Prepared for 975 Chatfield Road, Aspen P.O. Box 575 Woody Creek, Colorado 81656 970-309-7130 Prepared By Josh Rice, P.E. Revised July 27, 2018 April 27, 2018 10/12/2018 i I hereby affirm that this report and the accompanying plans for the drainage improvements of “Lot 7, West Aspen Subdivision, Filing No. 3” was prepared by me for the owners thereof in accordance with the provi- sions of the City of Aspen Urban Runoff Management Plan and approved variances and exceptions listed herein. I understand that it is the policy of the City that the City of Aspen does not and will not assume liability for drainage facilities designed by others. Josh Rice, P.E. License No. 1/11/20187/27/2018 10/12/2018 Reviewed by Engineering 11/13/2018 3:54:18 PM "It should be known that this review shall not relieve the applicant of their responsibility to comply with the requirements of the City of Aspen. The review and approval by the City is offered only to assist the applicant's understanding of the applicable Engineering requirements." The issuance of a permit based on construction documents and other data shall not prevent the City of Aspen from requiring the correction of errors in the construction documents and other data. ii 1. INTRODUCTION ................................................................................................................................ 1 2. GENERAL SITE DESCRIPTION ....................................................................................................... 1 2.1 Existing Condition ....................................................................................................................................... 1 2.2 Proposed Condition..................................................................................................................................... 2 2.2.1 Determination of Major/Minor ................................................................................................................ 2 2.3 Drainage Basins ........................................................................................................................................... 2 2.3.1 Historical Basin EB : 1 .............................................................................................................................. 4 2.3.1 Proposed Basin PB : 1 .............................................................................................................................. 4 2.3.2 Proposed Basin PB : 2 .............................................................................................................................. 4 2.3.3 Proposed Basin PB : 3 .............................................................................................................................. 4 2.3.4 Proposed Basin PB : 4 .............................................................................................................................. 5 2.3.5 Proposed Basin PB : 5 .............................................................................................................................. 5 2.3.6 Proposed Basin PB : 6 .............................................................................................................................. 5 2.3.7 Proposed Basin PB : 7 .............................................................................................................................. 5 2.3.8 Proposed Basin PB : 8 .............................................................................................................................. 5 2.3.9 Proposed Basin PB : 9 .............................................................................................................................. 5 2.3.10 Proposed Basin PB : 10 ........................................................................................................................ 5 3. STORMWATER BMPS AND ROUTING......................................................................................... 5 3.1 General........................................................................................................................................................ 6 3.1.1 Detention Calculation .............................................................................................................................. 7 3.1.2 URMP Sand Filter Requirements Discussion............................................................................................. 7 3.2 Pipe Calculations ......................................................................................................................................... 7 3.2.1 Pipe A ...................................................................................................................................................... 8 3.2.2 Pipe B ...................................................................................................................................................... 8 3.2.3 Pipe C ...................................................................................................................................................... 8 3.2.4 Pipe D ...................................................................................................................................................... 8 3.2.1 Pipe E ...................................................................................................................................................... 8 3.3 Inlet Calculations ......................................................................................................................................... 8 3.3.1 Inlet A1 .................................................................................................................................................... 9 3.3.2 Inlet A2 .................................................................................................................................................... 9 3.3.3 Inlet A3 .................................................................................................................................................... 9 3.3.4 Inlet D1 .................................................................................................................................................... 9 3.3.5 Inlet E1 .................................................................................................................................................... 9 3.4 Trench Drain Calculations ........................................................................................................................... 9 3.4.1 Trench Drain 1 ......................................................................................................................................... 9 3.4.2 Trench Drain 2 ......................................................................................................................................... 9 3.4.3 Trench Drain 3 ......................................................................................................................................... 9 3.5 Outlet Calculations ...................................................................................................................................... 9 10/12/2018 iii 3.6 Operation and Maintenance ..................................................................................................................... 10 APPENDIDX A--NRCS SOILS REPORT.............................................................................................. 1 APPENDIX B--FEMA FIRM MAP ........................................................................................................ 2 APPENDIX C--PLAN SET ...................................................................................................................... 3 APPENDIX D--HYDROLOGIC CALCULATIONS .............................................................................. 4 APPENDIX E--HYDRAULIC CALCULATIONS .................................................................................. 5 APPENDIX F—DETENTION CALCULATIONS ................................................................................ 6 10/12/2018 1. Introduction This report was prepared to meet the requirements of a City of Aspen Engineering Department Grading and Drainage Report for a Major Design. The report was prepared for a single-family housing project at 975 Chatfield Road, Aspen, Colorado, 81611 (the “Site”). Facilities providing water quality capture volume and detention have been designed in this report and the associated plan. 2. General Site Description 2.1 Existing Condition The property was platted as “Lot 7, West Aspen Subdivision, Filing No. 3” Based on the topographical improvement survey, the lot area is approximately 16,827 square feet. The Site is located on the east side of aspen (see Figure 1). The hydrologic soil group as “Type B” (See Appendix A). The lot is currently occupied by a single family home. Figure 1. 975 Chatfield, Aspen Vicinity Map (Source: maps.google.com) 10/12/2018 2 The site is located well away from all major drainage ways and is not located within the floodplain bound- aries the Roaring Fork River. The Site is located within Zone X, as shown and described by FEMA (see FIRM Map, Appendix B.) 2.2 Proposed Condition Existing structure will be remodeled. A pool and patio will be added to the western face of the home. The existing patios will be improved. The eastern entrance path will be regraded. 2.2.1 Determination of Major/Minor The Urban Runoff Management Plan (the “URMP”) has two controlling triggers when determining the permit requirements: interior demolition and exterior disturbed area. Based on these two triggers, Woody Creek Engineering (“WCE”) has determined that water quality capture volume (“WQCV”) and detention is required for the entire property. The Site is located on an extremely steep slope. On average the site slopes 39.5% to the west. The maxi- mum slope is approximately 48.5%. Drainage basins are delineated on Plan Sheet C100 (Appendix C, C100). The basins are described in the following sections. The drainage issues and WQCV treatment BMPs are also described. 2.3 Drainage Basins Both Historical and proposed basins are described below. Table 1, below, describes the impervious area, pervious area, total area, percent imperviousness, flow path length, basin slope, runoff coefficients for the minor (5-yr) and major (100-yr) storm events and runoff flowrates for the minor (5-yr) and major (100-yr) storm events. Although the Basins are delineated on Plan Sheet C.1 (Appendix C, C.1), they are also provided in Figure No. 2 and 3, below. Historical peak flows for the 5-year and 100-year events were evaluated for the Site using a time of con- centration based on the flow path length and slope. The proposed improvements to the site will not affect offsite drainage patterns. Offsite runoff that ran through the property’s drainage easement will still be routed through the drainage easement. Table 1. Basin Information BASIN NO.TOTAL BASIN AREA (ACRES) IMPERVIOUS AREA (ACRES) % IMPERVIOUS RUNOFF COEF. 5YR RUNOFF COEF. 100YR FLOW PATH LENGTH (FT) FLOW PATH SLOPE (FT/FT) Tc (min)PEAK FLOW 5YR (CFS) PEAK FLOW 100YR (CFS) EB:1 0.386 0.000 0%0.08 0.35 108 0.3796 5.79 0.090 0.810 Total 0.386 0.000 0%-----0.090 0.810 10/12/2018 3 Figure 2. Historical Basins BASIN NO.TOTAL BASIN AREA (ACRES) IMPERVIOUS AREA (ACRES) % IMPERVIOUS RUNOFF COEF. 5YR RUNOFF COEF. 100YR FLOW PATH LENGTH (FT) FLOW PATH SLOPE (FT/FT) Tc (min)PEAK FLOW 5YR (CFS) PEAK FLOW 100YR (CFS) PB:1 0.051 0.021 42%0.31 0.50 149 0.2081 6.42 0.047 0.147 PB:2 0.016 0.016 100%0.90 0.96 5 0.4500 5.00 0.047 0.097 PB:3 0.024 0.007 29%0.24 0.47 38 0.1974 5.00 0.019 0.071 PB:4 0.024 0.013 51%0.36 0.53 79 0.2152 5.00 0.028 0.080 PB:5 0.119 0.000 0%0.08 0.35 165 0.2606 8.11 0.024 0.216 PB:6 0.006 0.006 100%0.90 0.96 5 0.4500 5.00 0.018 0.036 PB:7 0.066 0.040 60%0.41 0.56 84 0.1779 5.00 0.090 0.236 PB:8 0.023 0.001 5%0.10 0.38 103 0.1773 7.09 0.007 0.048 PB:9 0.017 0.017 100%0.90 0.96 5 0.4500 5.00 0.050 0.103 PB:10 0.040 0.040 100%0.90 0.96 5 0.4500 5.00 0.118 0.242 Total 0.386 0.161 42%0.448 1.276 10/12/2018 4 Figure 3. Proposed Basins 2.3.1 Historical Basin EB : 1 Historical Basin EB : 1 the lot with an area of 16,829 sf. Runoff sheet flows for 108 ft with 38% slope, resulting in a 100-yr flowrate of 0.810 cfs. 2.3.1 Proposed Basin PB : 1 Proposed basin PB:1 is comprised of the north yard, stairs and a portion of the pool deck with an area of 2207 sf. The basin is 42 % impervious. Runoff follows a flow path of 149 feet at a slope of 21 %, result- ing in a 100-year flowrate of 0.147 cfs. Basin PB:1 travels by overland flow to Trench Drain 1 to Pipe E and finally to the Sand Filter. 2.3.2 Proposed Basin PB : 2 Proposed basin PB:2 is comprised of the driveway with an area of 683 sf. The basin is 100 % impervi- ous. Runoff follows a short flow path, resulting in a time of concertation of 5 minutes and a 100-year flowrate of 0.097 cfs. Basin PB:2 travels by overland flow to Trench Drain 3 to Pipe A and finally to Sand Filter. 2.3.3 Proposed Basin PB : 3 Proposed basin PB:3 is comprised of the south walkway with an area of 1049 sf. The basin is 29% imper- vious. Runoff follows a flow path of 38 feet at a slope of 20 %, resulting in a 100-year flowrate of 0.071 cfs. Basin PB:3 travels by overland flow to Inlets A1 and A2 to Pipe A and finally to Sand Filter. 10/12/2018 5 2.3.4 Proposed Basin PB : 4 Proposed basin PB:4 is comprised of the south walkout and a portion of the south yard with an area of 1064 sf. The basin is 51 % impervious. Runoff follows a flow path of 79 feet at a slope of 22 %, result- ing in a 100-year flowrate of 0.080 cfs. Basin PB:4 travels by overland flow to Inlet A3 to Pipe A to the Sand Filter. 2.3.5 Proposed Basin PB : 5 Proposed basin PB:5 is comprised of the west yard with an area of 5185 sf. The basin is 0 % impervious. Runoff follows a flow path of 165 feet at a slope of 26%, resulting in a 100-year flowrate of 0.216 cfs. Basin PB:5 travels by overland flow and offsite. The basin is untreated and undetained. 2.3.6 Proposed Basin PB : 6 Proposed basin PB:6 is comprised of bamboo deck over a concrete slab next to the pool with an area of 272 sf. The basin is 100 % impervious. Runoff follows a short flow path, resulting in a time of concer- tation of 5 minutes and a 100-year flowrate of 0.036 cfs. Basin PB:6 travels by overland flow to Inlet D1 to Pipe D to Pipe A and finally to the Sand Filter 2.3.7 Proposed Basin PB : 7 Proposed basin PB:7 is comprised of a portion of the pool deck, the new landscape steps and a portion of the south yard with an area of 2888 sf. The basin is 60% impervious. Runoff follows a flow path of 84 feet at a slope of 18%, resulting in a 100-year flowrate of 0.236 cfs. Basin PB:7 travels by overland flow to Trench Drain No. 2 to Pipe A and finally to the Sand Filter. 2.3.8 Proposed Basin PB : 8 Proposed basin PB:8 is comprised of a garden behind outdoor kitchen and a portion of the south yard with an area of 994 sf. The basin is 5% impervious. Runoff follows a flow path of 103 feet at a slope of 17%, resulting in a 100-year flowrate of 0.048 cfs. Basin PB:8 travels by overland flow to Inlet E1 to Pipe E to the Sand filter. 2.3.9 Proposed Basin PB : 9 Proposed basin PB:9 is comprised of west roof with an area of 733 sf. The basin is 100 % impervious. Runoff follows a short flow path, resulting in a time of concertation of 5 minutes and a 100-year flowrate of 0.103 cfs. Basin PB:9 travels by overland flow to Pipe C and finally to the Sand Filter. 2.3.10 Proposed Basin PB : 10 Proposed basin PB:10 is comprised of the east roof with an area of 1752 sf. The basin is 100 % impervi- ous. Runoff follows a short flow path, resulting in a time of concertation of 5 minutes and a 100-year flowrate of 0.242 cfs. Basin PB:10 travels by overland flow to Pipe B and finally to the Sand Filter. 3. Stormwater BMPs and Routing Low impact design has been utilized where possible to provide WQCV and detention. 10/12/2018 6 9 Principles 1. Consider stormwater quality needs early in the design process. The landscape architect and owner considered stormwater requirements early in the process. 2. Use the entire site when planning for stormwater quality treatment. Where possible, overland conveyance was utilized to increase the time stromwater is in contact with natural systems. 3. Avoid unnecessary impervious areas. Impervious areas were reduced where acceptable to the owner and the design team. 4. Reduce runoff rates and volumes to more closely match natural conditions. The proposed peak runoff rates are no greater than historical runoff rates. The historical flow paths are followed. 5. Integrate stormwater quality management and flood control. Through the use of onsite BMPs, stormwater quality management and flood control are integrated in the project. 6. Develop stormwater quality facilities that enhance the site, the community and the environment. The site, community and the environment are enhanced by reducing the amount of sediment and other river pollutants conveyed to the stream system. Hopefully, the use of these stormwater BMPs on this property and throughout the community will improve the water quality of the Roar- ing Fork River and its tributaries. 7. Use a treatment train approach. Where possible, the team utilized partially paved systems such as the south yard landscape steps and entrance steps to interrupt runoff an encourage infiltration. Many basins are partially imper- vious and thus encourage infiltration. 8. Design sustainable facilities that can be safely maintained. The stormwater BMPs located onsite can be easily and safely maintained and are readily accessi- ble. 9. Design and maintain facilities with public safely in mind. Elevation drops to stormwater BMPs are minimal and designed with public safely in mind. 3.1 General Low impact design has been utilized where possible to provide WQCV and detention. Basin Routing is described in Table 2, below. 10/12/2018 7 Table 2. Basin Routing 3.1.1 Detention Calculation Water quality and detention requirements where calculated for all basins except PB:5. To calculate water quality requirements, WCE calculated the total area of the tributary basins, the impervious area of the ba- sins, and time of concentration of the basins. Overall, the basins total area equals 0.267 acres, while the impervious area equals 0.161. The area weighted average time of concentration for existing basins was found to be 5.45 minutes. Based on an overall imperviousness of 60.22% percent, the WQCV in watershed inches is 0.12 in (see Appendix D). In terms of volume, the WQCV over the tributary area of 0.267 acres is 116.4 cf (0.267 ac X 43560 sf/ac X 0.12 in X 1 ft / 12 in). Detention was calculated using the FAA method. The allowable 100-year flowrate was calculated as the historical rate minus the flowrate for proposed basin PB:5. The allowable flowrate is 0.594 cfs (0.810 cfs – 0.216 cfs). In total, 153 cf of detention is required. The proposed grading and pipe networks of the site route runoff into the proposed Sand Filter. The Sand Filter provides 160 cf of detention which is adequate for the WQCV. 3.1.2 URMP Sand Filter Requirements Discussion The bottom area of the sand filter is determined by the equation As=2V/9, where As is the minimum sand area in square feet and V is the total detention volume in cubic feet. Based on this equation, the minimum sand area is 34 square feet (2 X 153cf /9). The plans call for a minimum area of 53.33 sf. 3.2 Pipe Calculations Four primary pipes will be installed in order to route runoff to the Sand Filter Each pipe is described be- low. Basin Node 1 Node 2 Node 3 Node 4 Node 5 PB:1 Overland flow Trench Drain 1 Pipe E Sand Filter PB:2 Overland flow Trench Drain 3 Pipe A Sand Filter PB:3 Overland flow Inlets A1 and A2 Pipe A Sand Filter PB:4 Overland flow Sand Filter PB:5 Overland flow Offsite PB:6 Overland flow Inlet D1 Pipe D Pipe A Sand Filter PB:7 Overland flow Trench Drain 2 Pipe A Sand Filter PB:8 Overland flow Inlet E1 Pipe E Sand Filter PB:9 Overland flow Roof B1 Pipe B Sand Filter PB:10 Overland flow Roof C1 Pipe C Sand Filter 10/12/2018 8 3.2.1 Pipe A Pipes A1 through A-4 collect flow from basins PB:2 (0.097 cfs) and PB:3 (0.071 cfs) for a total of 0.168 cfs. The 4-in pipe is laid at a minimum of 2%. The pipe has a flow capacity of 0.370 cfs at 80% full (see Appendix E, Hydraulic Calculations). Pipes A5 and A6 collect flows from proposed basin PB:4. PB:4 adds adds 0.080 of flow. In total, Pipe A5 is required to convey 0.248 cfs. The 6-in pipe is laid at a minimum of 2%. The pipe has a flow ca- pacity of 0.961 cfs at 80% full (see Appendix E, Hydraulic Calculations). Pipe A7 collects flows from proposed basins PB:9 and PB:10 via Pipe C1 and Pipe B1, respectively. PB:9 adds 0.103 cfs of flow and PB:10 adds 0.242 cfs of flow. In total Pipe A7 is required to convey 0.593 cfs. The 6-in pipe is laid at a minimum of 2%. The pipe has a flow capacity of 0.961 cfs at 80% full (see Appendix E, Hydraulic Calculations). Pipe A8 collects flows from proposed basins PB:7. PB:7 adds 0.236 of flow. In total, the pipe is required to convey 0.829 cfs. The 6-in pipe is laid at a minimum of 4%. The pipe has a flow capacity of 1.584 cfs at 80% full (see Appendix E, Hydraulic Calculations). Pipes A9-A9a collects flows from proposed basins PB:6. PB:6 adds 0.036 of flow. In total, the pipes are required to convey 0.865 cfs. The 6-in pipe is laid at a minimum of 4%. The pipe has a flow capacity of 1.584 cfs at 80% full (see Appendix E, Hydraulic Calculations). Pipe A-10 collects additional flows from proposed basin PB:1 and PB:8 via Pipe E. The basins add 0.147 cfs and 0.048 cfs, respectively,. In total Pipe A10 is required to convey 1.060 cfs. The 6-in pipe is laid at a minimum of 4%. The pipe has a flow capacity of 1.584 cfs at 80% full (see Appendix E, Hydraulic Calculations). 3.2.2 Pipe B Pipe B1 collects runoff from basin PB:10. PB:10 develops 0.242 cfs of runoff during the 100-year event. The 4-in pipe is laid at a minimum of 4%. The pipe has a flow capacity of 0.523 cfs at 80% full (see Ap- pendix E, Hydraulic Calculations). 3.2.3 Pipe C Pipe C1 collects runoff from basin PB:9. PB:9 develops 0.103 cfs of runoff during the 100-year event. The 4-in pipe is laid at a minimum of 4%. The pipe has a flow capacity of 0.345 cfs at 80% full (see Ap- pendix E, Hydraulic Calculations). 3.2.4 Pipe D Pipe D1 collects runoff from basin PB:6. The basin develops 0.036 cfs of runoff during the 100-year event. The 4-in pipe is laid at a minimum of 2%. The pipe has a flow capacity of 0.370 cfs at 80% full (see Appendix E, Hydraulic Calculations). 3.2.1 Pipe E Pipes E1 and E2 and E3 collect flow from basins PB:1 (0.147 cfs) and PB:8 (0.048 cfs) for a total of 0.195 cfs. The 4-in pipe is laid at a minimum of 4%. The pipe has a flow capacity of 0.523 cfs at 80% full (see Appendix E, Hydraulic Calculations). 3.3 Inlet Calculations Four inlets will be installed in order to route runoff to the Sand Filter. Each Inlet is described below. 10/12/2018 9 3.3.1 Inlet A1 Inlet A1 will be an NDS 8” Round Structural Foam Grate, and will capture half of basin PB:3’s 0.071 cfs of runoff. This inlet provides a 50% flow capacity of 0.039 cfs according to NDS. As a result, the inlet has adequate flow capacity. 3.3.2 Inlet A2 Inlet A2 will be an NDS 8” Round Structural Foam Grate, and will capture half of basin PB:3’s 0.071 cfs of runoff. This inlet provides a 50% flow capacity of 0.039 cfs according to NDS. As a result, the inlet has adequate flow capacity. 3.3.3 Inlet A3 Inlet A3 will be an NDS 12” Round Structural Foam Grate, and will capture 0.080 cfs of runoff from Ba- sin PB:4. This inlet provides a 50% flow capacity of 0.157 cfs according to NDS. As a result, the inlet has adequate flow capacity. 3.3.4 Inlet D1 Inlet D1 will be an NDS 6” Round Structural Foam Grate, and will capture 0.036 cfs of runoff from Basin PB:6. This inlet provides a 50% flow capacity of 0.038 cfs according to NDS. As a result, the inlet has adequate flow capacity. 3.3.5 Inlet E1 Inlet E1 will be an NDS 10” Round Structural Foam Grate, and will capture 0.048 cfs of runoff from Ba- sin PB:8. This inlet provides a 50% flow capacity of 0.074 cfs according to NDS. As a result, the inlet has adequate flow capacity. 3.4 Trench Drain Calculations Three trench drains will be installed to route runoff to the Sand Filter. Each trench drain is described be- low. 3.4.1 Trench Drain 1 Trench Drain 1 will be a grate adequate to provide 10 gpm/ft. 3.4.2 Trench Drain 2 Trench Drain 2 will be a grate adequate to provide 10 gpm/ft. 3.4.3 Trench Drain 3 Trench Drain 2 will be a grate adequate to provide 10 gpm/ft. 3.5 Outlet Calculations The outlet will be a 6-in stand pipe with a 5.24-in orifice set at the WQCV elevation of 7797.84. As shown in Table 1, the historical release rate from the site is 0.81 cfs. Since PB:5 flows offsite undetained, the allowable release rate for the sand filter is 0.594 cfs (0.81 cfs – 0.216 cfs). The pipe will discharge at the allowable rate of 0.594 cfs at elevation 7795. A capped 6-in stand pipe will serve as the control. In order to control the discharge to 0.594 cfs, the cap will have a 5.24 in hole as an orifice. The 6-in pipe is sloped at 3.14% and provides 1.4 cfs of capacity when flowing at 80%. The pipe has adequate capacity to 10/12/2018 10 discharge the allowed release rate. A planted scour stop pad will be located downstream of the outlet to prevent erosion. Additionally, a level spreader is provided at end of the scour stop pad to further spread the release. 3.6 Operation and Maintenance Operation and maintenance recommendations for the Sand Filter can be found in Table 4. These standards were acquired from Table 8.14 in the URMP, respectively. In addition, the weir outlet on the sand filter should be checked and cleared quarterly for debris buildup. Table 4. URMP Sand Filter Maintenance Recommendations 10/12/2018 Appendidx A--NRCS Soils Report 10/12/2018 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Natural Resources Conservation Service March 9, 2018 10/12/2018 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 10/12/2018 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 10/12/2018 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties...................................................................................................13 107—Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s..13 108—Uracca, moist-Mergel complex, 6 to 12 percent slopes, extremely...14 References............................................................................................................17 4 10/12/2018 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 10/12/2018 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 10/12/2018 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 10/12/2018 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 10/12/2018 9 Custom Soil Resource Report Soil Map 43 4 1 2 9 0 43 4 1 3 0 0 43 4 1 3 1 0 43 4 1 3 2 0 43 4 1 3 3 0 43 4 1 3 4 0 43 4 1 3 5 0 43 4 1 2 9 0 43 4 1 3 0 0 43 4 1 3 1 0 43 4 1 3 2 0 43 4 1 3 3 0 43 4 1 3 4 0 43 4 1 3 5 0 340630 340640 340650 340660 340670 340680 340690 340700 340710 340720 340730 340630 340640 340650 340660 340670 340680 340690 340700 340710 340720 340730 39° 12' 24'' N 10 6 ° 5 0 ' 4 5 ' ' W 39° 12' 24'' N 10 6 ° 5 0 ' 4 0 ' ' W 39° 12' 22'' N 10 6 ° 5 0 ' 4 5 ' ' W 39° 12' 22'' N 10 6 ° 5 0 ' 4 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 25 50 100 150 Feet 0 5 10 20 30 Meters Map Scale: 1:519 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. 10/12/2018 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Survey Area Data: Version 8, Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Data not available. The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 10/12/2018 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 107 Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s 0.3 53.1% 108 Uracca, moist-Mergel complex, 6 to 12 percent slopes, extremely 0.3 46.9% Totals for Area of Interest 0.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The Custom Soil Resource Report 11 10/12/2018 delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 10/12/2018 Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties 107—Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s Map Unit Setting National map unit symbol: jq4g Elevation: 6,800 to 8,400 feet Mean annual precipitation: 16 to 19 inches Mean annual air temperature: 40 to 43 degrees F Frost-free period: 75 to 95 days Farmland classification: Not prime farmland Map Unit Composition Uracca, moist, and similar soils: 50 percent Mergel and similar soils: 40 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Uracca, Moist Setting Landform: Valley sides, alluvial fans, structural benches Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium derived from igneous and metamorphic rock Typical profile H1 - 0 to 8 inches: cobbly sandy loam H2 - 8 to 15 inches: very cobbly sandy clay loam H3 - 15 to 60 inches: extremely cobbly loamy sand Properties and qualities Slope: 1 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.20 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Very low (about 2.6 inches) Interpretive groups Land capability classification (irrigated): 6s Land capability classification (nonirrigated): 6s Hydrologic Soil Group: B Ecological site: Stony Loam (R048AY237CO) Other vegetative classification: Stony Loam (null_82) Hydric soil rating: No Custom Soil Resource Report 13 10/12/2018 Description of Mergel Setting Landform: Alluvial fans, structural benches, valley sides Down-slope shape: Linear Across-slope shape: Linear Parent material: Glacial outwash Typical profile H1 - 0 to 8 inches: cobbly loam H2 - 8 to 20 inches: very cobbly sandy loam H3 - 20 to 60 inches: extremely stony sandy loam Properties and qualities Slope: 1 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Low (about 3.3 inches) Interpretive groups Land capability classification (irrigated): 4s Land capability classification (nonirrigated): 4s Hydrologic Soil Group: A Ecological site: Stony Loam (R048AY237CO) Other vegetative classification: Stony Loam (null_82) Hydric soil rating: No Minor Components Other soils Percent of map unit: 10 percent Hydric soil rating: No 108—Uracca, moist-Mergel complex, 6 to 12 percent slopes, extremely Map Unit Setting National map unit symbol: jq4h Elevation: 6,800 to 8,400 feet Mean annual precipitation: 16 to 19 inches Mean annual air temperature: 40 to 43 degrees F Frost-free period: 75 to 95 days Farmland classification: Not prime farmland Custom Soil Resource Report 14 10/12/2018 Map Unit Composition Uracca, moist, and similar soils: 50 percent Mergel and similar soils: 40 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Uracca, Moist Setting Landform: Valley sides, alluvial fans, structural benches Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium derived from igneous and metamorphic rock Typical profile H1 - 0 to 8 inches: cobbly sandy loam H2 - 8 to 15 inches: very cobbly sandy clay loam H3 - 15 to 60 inches: extremely cobbly loamy sand Properties and qualities Slope: 6 to 12 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.20 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Very low (about 2.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Stony Loam (R048AY237CO) Other vegetative classification: Stony Loam (null_82) Hydric soil rating: No Description of Mergel Setting Landform: Alluvial fans, structural benches, valley sides Down-slope shape: Linear Across-slope shape: Linear Parent material: Glacial outwash Typical profile H1 - 0 to 8 inches: cobbly loam H2 - 8 to 20 inches: very cobbly sandy loam H3 - 20 to 60 inches: extremely stony sandy loam Properties and qualities Slope: 6 to 12 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Custom Soil Resource Report 15 10/12/2018 Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Low (about 3.3 inches) Interpretive groups Land capability classification (irrigated): 4s Land capability classification (nonirrigated): 4s Hydrologic Soil Group: A Ecological site: Stony Loam (R048AY237CO) Other vegetative classification: Stony Loam (null_82) Hydric soil rating: No Minor Components Other soils Percent of map unit: 10 percent Hydric soil rating: No Custom Soil Resource Report 16 10/12/2018 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 17 10/12/2018 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 18 10/12/2018 2 Appendix B--FEMA FIRM Map 10/12/2018 10/12/2018 3 Appendix C--Plan Set 10/12/2018 NOTES: 1.ALL MATERIALS, WORKMANSHIP, AND CONSTRUCTION OF PUBLIC IMPROVEMENTS SHALL MEET OR EXCEED THE STANDARDS AND SPECIFICATIONS SET FORTH IN THE CITY OF ASPEN ("COA") MUNICIPAL CODE, COA TECHNICAL MANUALS, AND APPLICABLE STATE AND FEDERAL REGULATIONS. WHERE THERE IS CONFLICT BETWEEN THESE PLANS AND THE TECHNICAL MANUAL OR ANY APPLICABLE STANDARDS, THE HIGHER QUALITY STANDARD SHALL APPLY. ALL UTILITY WORK SHALL BE INSPECTED AND APPROVED BY THE UTILITY. 2.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE. 3.THE CONTRACTOR SHALL HAVE ONE (1) SIGNED COPY OF THE APPROVED PLANS, ONE (1) COPY OF THE APPROPRIATE CRITERIA AND SPECIFICATIONS, AND A COPY OF ANY PERMITS AND EXTENSION AGREEMENTS NEEDED FOR THE JOB ONSITE AT ALL TIMES. 4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OF SAFETY INCLUDING, BUT NOT LIMITED TO, EXCAVATION, TRENCHING, SHORING,TRAFFIC CONTROL, AND SECURITY. 5.IF DURING THE CONSTRUCTION PROCESS CONDITIONS ARE ENCOUNTERED WHICH COULD INDICATE A SITUATION THAT IS NOT IDENTIFIED IN THE PLANS OR SPECIFICATIONS, THE CONTRACTOR SHALL CONTACT THE WOODY CREEK ENGINEERING, LLC IMMEDIATELY. 6.ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO THE LATEST REVISION OF SAID STANDARD UNLESS SPECIFICALLY STATED OTHERWISE. 7.THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN IN ACCORDANCE WITH MUTCD TO THE APPROPRIATE RIGHT-OF-WAY AUTHORITY (TOWN, COUNTY OR STATE) FOR APPROVAL PRIOR TO ANY CONSTRUCTION ACTIVITIES WITHIN OR AFFECTING THE RIGHT-OF-WAY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL TRAFFIC CONTROL DEVICES AS MAY BE REQUIRED BY THE CONSTRUCTION ACTIVITIES. 8.THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LABOR AND MATERIALS NECESSARY FOR THE COMPLETION OF THE INTENDED IMPROVEMENTS SHOWN ON THESE DRAWINGS OR AS DESIGNATED TO BE PROVIDED, INSTALLED, OR CONSTRUCTED UNLESS SPECIFICALLY NOTED OTHERWISE. 9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ROADWAYS FREE AND CLEAR OF ALL CONSTRUCTION DEBRIS AND DIRT TRACKED FROM THE SITE. 10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT INFORMATION ON A SET OF RECORD DRAWINGS KEPT ON THE CONSTRUCTION SITE AND AVAILABLE AT ALL TIMES. 11.DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE SCALED FROM ANY DRAWING. IF PERTINENT DIMENSIONS ARE NOT SHOWN, CONTACT WOODY CREEK ENGINEERING, LLC FOR CLARIFICATION AND ANNOTATE THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS. 15. THE CONTRACTOR SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF THE COLORADO PERMIT FOR STORM WATER DISCHARGE, THE STORM WATER MANAGEMENT PLAN, AND THE EROSION CONTROL PLAN. 16.ALL STRUCTURAL EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE LIMITS OF CONSTRUCTION PRIOR TO ANY OTHER EARTH-DISTURBING ACTIVITY. ALL EROSION CONTROL MEASURES SHALL BE MAINTAINED IN GOOD REPAIR BY THE CONTRACTOR UNTIL SUCH TIME AS THE ENTIRE DISTURBED AREA IS STABILIZED WITH HARD SURFACE OR LANDSCAPING. 17.THE CONTRACTOR SHALL SEQUENCE INSTALLATION OF UTILITIES IN SUCH A MANNER AS TO MINIMIZE POTENTIAL UTILITY CONFLICTS. IN GENERAL, STORM SEWER AND SANITARY SEWER SHOULD BE CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRY UTILITIES. 18.HEAT TAPE ALL PIPES.VICINITY MAP 0 100 200 400 800 Scale: 1" = 200' N 7/26/2018 DATE OF PUBLICATION C000 COVER SHEET BE R N S T E N R E S I D E N C E 97 5 C H A T F I E L D R O A D AS P E N 4/27/2018 PERMT WOODY CREEK ENGINEERING, LLC 557 N MILL ST #201 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 7/27/2018 COA REV 1 BERNSTEN RESIDENCE 975 CHATFIELD ROAD ASPEN, CO 1/11/20187/27/2018 10/12/2018 P I P E A 1 INLET A1 RIM:7829.97 INV IN:7828.16 4" PVC INV OUT:7828.16 4" PVC PIPE A2 P I P E A 3 PIPE A4 INLET A2 RIM:7828.71 INV IN:7826.88 4" PVC INV OUT:7826.88 4" PVC PIP E E 1 P I P E E 2 INLET D1 RIM:7806.29 INV OUT:7804.34 4" PVC PIPE D PIPE A9 INLET E1 RIM:7803.24 INV IN:7801.20 4" PVC INV OUT:7801.20 4" PVC PIP E B 1 P I P E C 1 PIPE A 8 PB: (1) 0.05 AC 2206.94 SF PB: (2) 0.02 AC 683.35 SF PB: (3) 0.02 AC 1049.40 SF PB: (4) 0.02 AC 1063.95 SF PB: (5) 0.12 AC 5185.33 SF PB: (6) 0.01 AC 272.37 SF PB: (8) 0.02 AC 994.42 SF PB: (7) 0.07 AC 2888.31 SF PB: (10) 0.04 AC 1750.94 SF PB: (9) 0.02 AC 733.09 SF P I P E A 5 PIPE A6 PIP E A 7 P I P E E 3 PIPE A10 EDG E O F PAV E M E N T CH A T F I E L D RO A D SILVER KING DRIVE S 71 DEGREES 57'00'E 207.23' N 77 DEGREES 33'54 " W 1 7 0 . 6 7 ' N 0 2 D E G R E E S 0 6 ' 0 0 " E 4 8 . 0 8 ' N 0 0 D E G R E E S 1 9 ' 3 0 " W 5 3 . 9 0 ' S 2 3 D E G R E E S 0 8 ' 0 0 " W 8 1 . 0 0 ' DECK: 7827.20 EDGE:7826.86 WALKOUT:7827.00 FFE:7837.1 FFE:7814.90 FFE:7814.90 EX:7814.40 TR E N C H D R A I N N O . 1 : 7 8 0 6 . 5 6 78 0 7 . 6 5 78 0 8 . 6 5 78 0 9 . 6 5 78 1 0 . 6 5 78 1 1 . 7 1 78 1 2 . 7 1 78 1 3 . 7 1 78 1 4 . 7 1 7814.1 78 1 4 . 8 0 78 1 5 . 8 0 78 1 6 . 8 0 78 1 7 . 8 0 78 1 8 . 8 0 78 2 1 . 5 0 DE C K : 7 8 0 6 . 5 8 78 1 0 . 7 1 TOW:7807 TO W : 7 8 0 4 TO W : 7 8 1 0 78 2 6 . 9 TO W : 7 7 9 8 . 6 5 EXISTING WALL TOW:7809.09 FFE:7805.5 78 1 4 . 2 7 78 0 7 . 1 5 78 0 8 . 1 5 78 0 9 . 1 5 78 1 0 . 1 5 78 1 3 . 2 7 78 1 2 . 2 7 78 1 1 . 2 7 78 1 0 . 2 7 TOW:7809.50-7812 SLOPED TOW:7812.50 TOW: 7813.50-7815.5 SLOPED EX : 7 8 0 6 . 8 9 6 BW:7806.59TRENCH DRAIN NO. 1:7806.56 TR E N C H D R A I N 2 : 7 8 0 6 . 5 6 PB: (1) 0.05 AC 2206.94 SF TR E N C H D R A I N N O . 3 INLET A3 RIM:7820.00 INV IN:7816.59 4" PVC INV OUT:7816.58 6" PVC JUNCTION 1 RIM:15615.48 INV IN:7805.43 6" PVC INV IN:7805.50 4" PVC INV IN:7805.50 4" PVC INV OUT:7805.43 6" PVC JUNCTION 3 RIM:7803.77 INV IN:7803.22 6" PVC INV IN:7803.22 4" PVC INV OUT:7803.22 6" PVC PIPE A9a JUNCTION 4 RIM:7804.12 INV IN:7800.00 4" PVC INV IN:7800.00 6" PVC INV OUT:7795.93 6" PVC TO W : 7 8 0 1 . 5 EB: 1 0.39 AC 16828.88 SF EDG E O F PAV E M E N T CH A T F I E L D SILVER KING DRIVE S 71 DEGREES 57'00'E 207.23' N 77 DEGREES 33'54 " W 1 7 0 . 6 7 ' N 0 2 D E G R E E S 0 6 ' 0 0 " E 4 8 . 0 8 ' N 0 0 D E G R E E S 1 9 ' 3 0 " W 5 3 . 9 0 ' S 2 3 D E G R E E S 0 8 ' 0 0 " W 8 1 . 0 0 ' 7/26/2018 DATE OF PUBLICATION C000 COVER SHEET BE R N S T E N R E S I D E N C E 97 5 C H A T F I E L D R O A D AS P E N 4/27/2018 PERMT WOODY CREEK ENGINEERING, LLC 557 N MILL ST #201 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 7/27/2018 COA REV 1 Feet 1":10' 201005 C100 BASINS 1/11/20187/27/2018 10/12/2018 78 1 9 . 8 0 78 2 0 . 8 0 78 2 1 . 3 0 EX:AVG: 39.5% MAX 48.5% -45.1% -38.1% -25.0% -14.3% -31.9% 7806.59 7813.00 7813.00 7806.59 7806.78 7806.99 7806.50 7804.00 7803.00 7801.50 7795.00 7796.00 7806.63 7806.62 7806.21 7806.66 7806.08 7806.21 7 8 0 0 7 8 0 5 7 8 1 0 7 7 9 7 77 9 8 77 9 9 7 8 0 1 7 8 0 2 7 8 0 3 7 8 0 4 7 8 0 6 7807 780 8 78 0 9 7 8 1 1 7 8 1 2 7 8 1 3 7 8 1 4 78 2 0 78 1 9 78 2 1 7 8 1 0 78 1 5 78 2 0 7 8 2 5 782 2 78 2 3 78 2 4 7 8 2 6 782 7 78 2 8 78 2 9 7830 7 8 3 5 78 3 1 7 8 3 2 78 3 3 7 8 3 4 78 3 6 P I P E A 1 INLET A1 RIM:7829.97 INV IN:7828.16 4" PVC INV OUT:7828.16 4" PVC PIPE A2 P I P E A 3 PIPE A4 INLET A2 RIM:7828.71 INV IN:7826.88 4" PVC INV OUT:7826.88 4" PVC PIP E E 1 P I P E E 2 INLET D1 RIM:7806.29 INV OUT:7804.34 4" PVC PIPE D PIPE A9 INLET E1 RIM:7803.24 INV IN:7801.20 4" PVC INV OUT:7801.20 4" PVC PIP E B 1 P I P E C 1 PIPE A 8 5. 1 % 78 3 6 78 3 6 78 3 5 . 5 0 7835 7834 7833.5 0 783 3 . 5 0 78 3 2 783 2 7831 7829 7829.50 7830 783 0 . 5 0 7831 . 5 0 78 3 3 78 3 2 . 5 0 7834.5 0 P I P E A 5 PIPE A6 PIP E A 7 P I P E E 3 PIPE A10 -38.7 % -35.3 % -40.8% 7806.59 EDG E O F PAV E M E N T CH A T F I E L D RO A D S 71 DEGREES 57'00'E 207.23' N 77 DEGREES 33'5 4 " W 1 7 0 . 6 7 ' N 0 2 D E G R E E S 0 6 ' 0 0 " E 4 8 . 0 8 ' N 0 0 D E G R E E S 1 9 ' 3 0 " W 5 3 . 9 0 ' S 2 3 D E G R E E S 0 8 ' 0 0 " W 8 1 . 0 0 ' DECK: 7827.20 EDGE:7826.86 WALKOUT:7827.00 FFE:7837.1 FFE:7814.90 FFE:7814.90 EX:7814.40 TR E N C H D R A I N N O . 1 : 7 8 0 6 . 5 6 78 0 7 . 6 5 78 0 8 . 6 5 78 0 9 . 6 5 78 1 0 . 6 5 78 1 1 . 7 1 78 1 2 . 7 1 78 1 3 . 7 1 78 1 4 . 7 1 7814.1 78 1 4 . 8 0 78 1 5 . 8 0 78 1 6 . 8 0 78 1 7 . 8 0 78 1 8 . 8 0 78 2 1 . 5 0 DE C K : 7 8 0 6 . 5 8 78 1 0 . 7 1 TOW:7807 TO W : 7 8 0 4 TO W : 7 8 1 0 78 2 6 . 9 TO W : 7 7 9 8 . 6 5 EXISTING WALL TOW:7809.09 -19.9% 7 7 9 5 78 0 0 7 8 0 0 780 5 7 8 0 5 781 0 7 8 1 0 7 8 1 5 7 8 1 5 7 8 2 0 7 8 2 0 7 8 2 5 7 8 2 5 7 8 3 0 783 0 783 5 7 8 3 5 7 7 9 6 7 7 9 7 7 7 9 8 77 9 9 7 7 9 9 78 0 1 7 8 0 1 78 0 2 7 8 0 2 780 3 7 8 0 3 78 0 4 7 8 0 4 78 0 6 7 8 0 6 7 8 0 7 780 7 780 8 7 8 0 8 780 9 7 8 0 9 7 8 1 1 781 1 7 8 1 2 781 2 781 3 7 8 1 3 7 8 1 4 7 8 1 4 78 1 6 7 8 1 6 7 8 1 7 78 1 7 7 8 1 8 7 8 1 8 7 8 1 9 7 8 1 9 7 8 2 1 7 8 2 1 7 8 2 2 7 8 2 2 7 8 2 3 7 8 2 3 7 8 2 4 7 8 2 4 7 8 2 6 7 8 2 6 7 8 2 7 7 8 2 7 78 2 8 7 8 2 8 782 9 7 8 2 9 7 8 3 1 783 1 7 8 3 2 78 3 2 78 3 3 7 8 3 3 7 8 3 4 783 4 78 3 6 7 8 3 6 7 8 3 7 7 8 3 7 7 8 3 8 78 3 8 7 8 3 8 7806.71 7806.71 FFE:7805.5 78 1 4 . 2 7 78 0 7 . 1 5 78 0 8 . 1 5 78 0 9 . 1 5 78 1 0 . 1 5 78 1 3 . 2 7 78 1 2 . 2 7 78 1 1 . 2 7 78 1 0 . 2 7 TOW:7809.50-7812 SLOPED TOW:7812.50 TOW: 7813.50-7815.5 SLOPED EX : 7 8 0 6 . 8 9 6 BW:7806.59TRENCH DRAIN NO. 1:7806.56 7806.66 7806.29 TR E N C H D R A I N 2 : 7 8 0 6 . 5 6 TR E N C H D R A I N N O . 3 INLET A3 RIM:7820.00 INV IN:7816.59 4" PVC INV OUT:7816.58 6" PVC JUNCTION 1 RIM:15615.48 INV IN:7805.43 6" PVC INV IN:7805.50 4" PVC INV IN:7805.50 4" PVC INV OUT:7805.43 6" PVC JUNCTION 3 RIM:7803.77 INV IN:7803.22 6" PVC INV IN:7803.22 4" PVC INV OUT:7803.22 6" PVC 7806.71 7806.71 7806.71 7806.71 7806.717806.71 PIPE A9a JUNCTION 4 RIM:7804.12 INV IN:7800.00 4" PVC INV IN:7800.00 6" PVC INV OUT:7795.93 6" PVC TO W : 7 8 0 1 . 5 7/26/2018 DATE OF PUBLICATION C000 COVER SHEET BE R N S T E N R E S I D E N C E 97 5 C H A T F I E L D R O A D AS P E N 4/27/2018 PERMT WOODY CREEK ENGINEERING, LLC 557 N MILL ST #201 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 7/27/2018 COA REV 1 Feet 1:119.99999966 201005 C200 GRADING & DRAINAGE SPOT ELEVATION XXXX.XX CONC. = CONCRETE HP = HIGH POINT TD = TRENCH DRAIN TOW=TOP OF WALL BW=BOTTOM OF WALL UTILITY SERVICE E=ELECTRIC UG=UNDERGROUND GAS SS=SANITARY SEWER W=WATER Tel=PHONE LINE Cable=CABLE LINE PROPERTY LINE WALL TRENCH DRAIN (TD) PIPE NOTES: 1.INLETS 1.1.A1 SHALL BE NDS 8-IN ROUND 1.2.A2 SHALL BE NDS 8-IN ROUND 1.3.A3 SHALL BE NDS 12-IN ROUND 1.4.D1 SHALL BE NDS 6-IN ROUND 1.5.E1 SHALL BE NDS 6-IN ROUND 2.TRENCH DRAINS 2.1.2.1.TRENCH DRAINS 1-3 SHALL PROVIDE A MINIMUM OF 10 GPM/FT 3.SITE WALLS 3.1.SEE STRUCTURAL AND LANDSCAPE DRAWINGS FOR ADDITIONAL INFORMATION 1/11/20187/27/2018 10/12/2018 El e v a t i o n Station 7793 7794 7795 7796 7797 7798 7799 7800 7801 7802 7803 7804 7805 7806 7807 7808 7809 7810 7811 7812 7813 7814 7815 7816 7817 7818 7819 7820 7821 7822 7823 7824 7825 7826 7827 7828 7829 7830 7831 7832 7833 7834 7835 7794 7795 7796 7797 7798 7799 7800 7801 7802 7803 7804 7805 7806 7807 7808 7809 7810 7811 7812 7813 7814 7815 7816 7817 7818 7819 7820 7821 7822 7823 7824 7825 7826 7827 7828 7829 7830 7831 7832 7833 7834 7835 -0+020+00 0+25 0+50 0+75 1+00 1+25 1+50 1+75 2+00 2+18 INLET - (9) RIM:7836.00 INV IN:7834.50 6" PVC INV OUT:7834.17 4" PVC PIPE A1 12.06' of 4" P V C @ 2 . 0 0 % INLET - (10) RIM:7836.00 INV IN:7833.93 4" PVC INV OUT:7833.93 4" PVC PIP E A 2 28 . 0 1 ' o f 4 " P V C @ 2 0 . 5 7 % INLET A1 RIM:7829.97 INV IN:7828.16 4" PVC INV OUT:7828.16 4" PVC PIPE A3 19.26' of 4" PVC @ 6.66% INLET A2 RIM:7828.71 INV IN:7826.88 4" PVC INV OUT:7826.88 4" PVC PIPE A4a 8.84' of 4" PVC @ 13.41% PIP E A 4 48. 6 9 ' o f 4 " P V C @ 1 8 . 7 0 % INLET A3 RIM:7820.00 INV IN:7816.59 4" PVC INV OUT:7816.58 6" PVC PIPE A 5 15.3 7 ' o f 6 " P V C @ 7 . 4 3 % INLET - (30) RIM:7820.00 INV IN:7815.44 6" PVC INV OUT:7815.43 6" PVC PIP E A 6 32 . 7 2 ' o f 6 " P V C @ 3 0 . 5 7 % PIPE A7 4.01' of 6" PVC @ 7.37% INLET - (26) RIM:7806.58 INV IN:7805.37 6" PVC INV IN:7805.14 6" PVC INV OUT:7805.14 6" PVC PIPE A8 14.21' of 6" PVC @ 7.79% INLET - (19) RIM:7806.28 INV IN:7804.03 6" PVC INV OUT:7804.03 6" PVC PIPE A9 10.44' of 6" PVC @ 7.70% JUNCTION 4 RIM:7804.12 INV IN:7800.00 4" PVC INV IN:7800.00 6" PVC INV OUT:7795.93 6" PVC PIPE A10 3.94' of 6" PVC @ 7.17% El e v a t i o n Station Pipe B PROFILE 7805 7806 7807 7808 7809 7810 7811 7812 7813 7814 7815 7816 7817 7818 7819 7820 7821 7822 7823 7824 7825 7806 7807 7808 7809 7810 7811 7812 7813 7814 7815 7816 7817 7818 7819 7820 7821 7822 7823 7824 7825 -0+020+00 0+25 0+500+55 INLET - (24) RIM:7821.00 INV OUT:7819.50 4" PVC PIP E B 1 55 . 0 1 ' o f 4 " P V C @ 2 5 . 4 5 % El e v a t i o n Station Pipe C PROFILE 7805 7806 7807 7808 7809 7810 7811 7812 7813 7814 7815 7806 7807 7808 7809 7810 7811 7812 7813 7814 7815 -0+020+00 0+25 0+37 INLET - (25) RIM:7811.64 INV OUT:7809.00 4" PVC PIPE C 1 36.8 0 ' o f 4 " P V C @ 9 . 5 1 % El e v a t i o n Station Pipe D PROFILE 7802 7803 7804 7805 7806 7803 7804 7805 7806 -0+10 0+000+05 PIPE D 8.26' of 4" PVC @ 13.56% El e v a t i o n Station Pipe E PROFILE 7793 7794 7795 7796 7797 7798 7799 7800 7801 7802 7803 7804 7805 7806 7794 7795 7796 7797 7798 7799 7800 7801 7802 7803 7804 7805 7806 -0+020+00 0+25 0+50 0+74 8.26' of 4" PVC @ 13.56% JUNCTION 4 RIM:7804.12 INV IN:7800.00 4" PVC INV IN:7800.00 6" PVC INV OUT:7795.93 6" PVC INLET - (17) RIM:7804.11 INV OUT:7802.85 4" PVC INV OUT:7802.85 4" PVC PIPE E 2 37.56' o f 4 " P V C @ 4 . 4 0 % INLET E1 RIM:7803.24 INV IN:7801.20 4" PVC INV OUT:7801.20 4" PVC PIPE E 3 20.61 ' o f 4 " P V C @ 5 . 8 0 % PIP E E 1 16. 0 7 ' o f 4 " P V C @ - 1 3 . 8 8 % PIPE E1 STA: 0+58.17 TOP EL: 7803.20 BOTTOM EL: 7802.83 7/26/2018 DATE OF PUBLICATION C000 COVER SHEET BE R N S T E N R E S I D E N C E 97 5 C H A T F I E L D R O A D AS P E N 4/27/2018 PERMT WOODY CREEK ENGINEERING, LLC 557 N MILL ST #201 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 7/27/2018 COA REV 1 Feet 1":20' HORIZONTAL 201005 C300 PIPE PROFILES Pipe A PROFILE NOTES: 1.INLETS 1.1.A1 SHALL BE NDS 8-IN ROUND 1.2.A2 SHALL BE NDS 8-IN ROUND 1.3.A3 SHALL BE NDS 12-IN ROUND 1.4.D1 SHALL BE NDS 6-IN ROUND 1.5.E1 SHALL BE NDS 6-IN ROUND 2.TRENCH DRAINS 2.1.TRENCH DRAINS 1-3 SHALL PROVIDE A MINIMUM OF 10 GPM/FT 3.PIPE SLOPES 3.1.PIPE A 3.1.1.A1-A7 MIN SLOPE 2% 3.1.2.A8-A10 MIN SLOPE 4% 3.2.PIPES B AND C 3.2.1.PIPE B1 AND C1 MIN SLOPE 4% 3.3.PIPE D 3.3.1.PIPE D1 MIN SLOPE 2% 3.4.PIPE E 3.4.1.PIPE E1-E3 MIN SLOPE 4% EXISTING GRADE PROPOSED GRADE VERT:1":2' 1/11/20187/27/2018 10/12/2018 MIN 1.5 FT C-33 SAND 7795 7790 7800 WELL DRAINED NATIVE SOIL 7/26/2018 DATE OF PUBLICATION C000 COVER SHEET BE R N S T E N R E S I D E N C E 97 5 C H A T F I E L D R O A D AS P E N 4/27/2018 PERMT WOODY CREEK ENGINEERING, LLC 557 N MILL ST #201 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 7/27/2018 COA REV 1 C400 DETAILS SPOT ELEVATION XXXX.XX CONC. = CONCRETE HP = HIGH POINT TD = TRENCH DRAIN TOW=TOP OF WALL BW=BOTTOM OF WALL UTILITY SERVICE E=ELECTRIC UG=UNDERGROUND GAS SS=SANITARY SEWER W=WATER Tel=PHONE LINE Cable=CABLE LINE PROPERTY LINE WALL TRENCH DRAIN (TD) PIPE NOTES: 1.INLETS 1.1.A1 SHALL BE NDS 8-IN ROUND 1.2.A2 SHALL BE NDS 8-IN ROUND 1.3.D1 SHALL BE NDS 10-IN ROUND 1.4.E1 SHALL BE NDS 6-IN ROUND 1.5.F1 SHALL BE NDS 6-IN ROUND 2.TRENCH DRAINS 2.1.TRENCH DRAIN 1 SHALL PROVIDE A MINIMUM OF 0.005 CFS/FT 2.2.TRENCH DRAIN 2 SHALL PROVIDE A MINIMUM OF 0.006 CFS/FT 2.3.TRENCH DRAIN 3 SHALL PROVIDE A MINIMUM OF 0.012 CFS/FT SAND FILTER WATER ELEVATIONS AND OUTLET DETAIL SCOUR STOP EROSION CONTROL MAT MIN. 6 IN. MIN. 2 FT. LENGTH MINIMUM GRAVEL DIAMETER: 34 IN. NATIVE SOIL LEVEL SPREADER DETAIL 1/11/20187/27/2018 10/12/2018 78 1 9 . 8 0 78 2 0 . 8 0 78 2 1 . 3 0 EX:AVG: 39.5% MAX 48.5% INLET A1 RIM:7829.97 INV IN:7828.16 4" PVC INV OUT:7828.16 4" PVC INLET A2 RIM:7828.71 INV IN:7826.88 4" PVC INV OUT:7826.88 4" PVCINLET D1 RIM:7806.29 INV OUT:7804.34 4" PVC INLET E1 RIM:7803.24 INV IN:7801.20 4" PVC INV OUT:7801.20 4" PVC 78 3 6 78 3 6 78 3 5 . 5 0 7835 7834 7833.5 0 783 3 . 5 0 78 3 2 783 2 7831 7829 7829.50 7830 783 0 . 5 0 7831 . 5 0 78 3 3 78 3 2 . 5 0 7834.5 0 EDG E O F PAV E M E N T CH A T F I E L D RO A D S 71 DEGREES 57'00'E 207.23' N 77 DEGREES 33'5 4 " W 1 7 0 . 6 7 ' N 0 2 D E G R E E S 0 6 ' 0 0 " E 4 8 . 0 8 ' N 0 0 D E G R E E S 1 9 ' 3 0 " W 5 3 . 9 0 ' S 2 3 D E G R E E S 0 8 ' 0 0 " W 8 1 . 0 0 ' DECK: 7827.20 EDGE:7826.86 WALKOUT:7827.00 FFE:7837.1 FFE:7814.90 FFE:7814.90 EX:7814.40 TR E N C H D R A I N N O . 1 : 7 8 0 6 . 5 6 78 0 7 . 6 5 78 0 8 . 6 5 78 0 9 . 6 5 78 1 0 . 6 5 78 1 1 . 7 1 78 1 2 . 7 1 78 1 3 . 7 1 78 1 4 . 7 1 7814.1 78 1 4 . 8 0 78 1 5 . 8 0 78 1 6 . 8 0 78 1 7 . 8 0 78 1 8 . 8 0 78 2 1 . 5 0 DE C K : 7 8 0 6 . 5 8 78 1 0 . 7 1 TOW:7807 TO W : 7 8 0 4 TO W : 7 8 1 0 78 2 6 . 9 TO W : 7 7 9 8 . 6 5 EXISTING WALL TOW:7809.09 FFE:7805.5 78 1 4 . 2 7 78 0 7 . 1 5 78 0 8 . 1 5 78 0 9 . 1 5 78 1 0 . 1 5 78 1 3 . 2 7 78 1 2 . 2 7 78 1 1 . 2 7 78 1 0 . 2 7 TOW:7809.50-7812 SLOPED TOW:7812.50 TOW: 7813.50-7815.5 SLOPED EX : 7 8 0 6 . 8 9 6 BW:7806.59TRENCH DRAIN NO. 1:7806.56 TR E N C H D R A I N 2 : 7 8 0 6 . 5 6 TR E N C H D R A I N N O . 3 INLET A3 RIM:7820.00 INV IN:7816.59 4" PVC INV OUT:7816.58 6" PVC JUNCTION 1 RIM:15615.48 INV IN:7805.43 6" PVC INV IN:7805.50 4" PVC INV IN:7805.50 4" PVC INV OUT:7805.43 6" PVC JUNCTION 3 RIM:7803.77 INV IN:7803.22 6" PVC INV IN:7803.22 4" PVC INV OUT:7803.22 6" PVC JUNCTION 4 RIM:7804.12 INV IN:7800.00 4" PVC INV IN:7800.00 6" PVC INV OUT:7795.93 6" PVC TO W : 7 8 0 1 . 5 7/26/2018 DATE OF PUBLICATION C000 COVER SHEET BE R N S T E N R E S I D E N C E 97 5 C H A T F I E L D R O A D AS P E N 4/27/2018 PERMT WOODY CREEK ENGINEERING, LLC 557 N MILL ST #201 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 7/27/2018 COA REV 1 Feet1:119.99999966 201005 C500 EROSION SEDIMENT PLAN PROPERTY LINE PROPERTY LINE 1/11/20187/27/2018 10/12/2018 1037837.329 CKRC2594 7 HOUSE SILVER KING DRIVE WV CH A T F I E L D R O A D WV WV 57835.677 RC25947 2017842.392 UE 202 7842.505 UE1 203 7842.335 UC 204 7842.072 UC 2057842.346 UC1 2067842.377 UC1 2077842.570 UC2 208 7842.437 UC3 2097843.470 UC3 2107842.316 TP 2117842.310 EP 2127842.602 ETP 2137841.871 UE 2147842.076 UE1 2157841.982 UC 2167842.240 CE 2177841.891 UE 2187842.018 UE12197842.061 UC 2207841.810 CE221 7841.602 UE 2227841.862 UE1 2237841.958 UC 2247841.001 UE 2257841.126 UE1 226 7841.412 UC 227 7840.059 UE 2287840.264 UE1 2297839.429 UE12307839.177 UE 2317841.228 UC 2327842.281 UC 2337842.198 TP 2347839.270 UG 235 7839.800 UG 2367839.755 UG 2377840.213 CE 2387840.551 CE 2397840.577 UG 2407836.117 WK CL 2' 2417835.171 WK CL 2' 2427833.656 WK CL 2' 2437832.871 WK CL 2'2447832.203 WK CL 2' 2457831.385 WK CL 2' 2467829.279 WK CL 2' 2477828.813 WK CL 2' 248 7828.289 WK CL 2'2497828.020 WK CL 2' 2507827.451 WK CL 2' 2517826.615 WK CL 2' 2527822.431 VE 2537821.389 VE 2547818.944 VE 2777820.313 UC 2787820.489 UC 2797824.422 UC 280 7824.837 UC 2817828.851 UC 2827834.479 UC 2837834.676 UE 7833.939 UE 1017839.020 TS FRON T 102 7837.333 RC25947 1047837.404 SMH 1057837.209 FF GARA G E 106 7837.316 FF SILL 1077837.193 FF 1087836.668 UG MARK 1097835.101 TS WALK 1107838.987 CKTSDRIVE 1117835.946 CLWK 1127826.840 CLWK 113 7814.895 FF 1157835.102 CKTSWALK 1167837.091 FF 117 7827.219 FF118 7827.202 FF 1207814.406 PATIO @ T O E S T 121 7821.874 FF CRAWL 17837.361 RC 25947 67838.993 TS FRON T F.F. 7814.9' PATIO @ T O E STEP 78 1 4 . 4 ' F.F. GA R A G E 7837.2' SILL 7837.3' F.F. 7837.2' F.F. 7827.2' F.F. 7837.1' F.F. CR A W L SPACE 7821.9' F.F. 7827.2' WOOD W A L K LANDIN G 7826.8' WOOD WALK 7835.9' APPROX . PATH ELECTR I C LINE GASLIN E CONCRE T E DRIVEW A Y P I P E A 1 INLET A1 RIM:7829.97 INV IN:7828.16 4" PVC INV OUT:7828.16 4" PVC PIPE A2 P I P E A 3 PIPE A4 INLET A2 RIM:7828.71 INV IN:7826.88 4" PVC INV OUT:7826.88 4" PVC PIP E B 1 P I P E A 5 PIPE A6 E G INLET A3 RIM:7820.00 INV IN:7816.59 4" PVC INV OUT:7816.58 6" PVC INV OUT:7805.43 6" PVC 1037837.329 CKRC259 4 7 HOUSE SILVER KING DRIVE LOT 6 WV CH A T F I E L D R O A D LOT 7 27793.985 NO5 REBA R 2407836.117 WK CL 2' 241 7835.171 WK CL 2' 242 7833.656 WK CL 2' 2437832.871 WK CL 2'244 7832.203 WK CL 2' 245 7831.385 WK CL 2' 2467829.279 WK CL 2' 2477828.813 WK CL 2' 248 7828.289 WK CL 2'2497828.020 WK CL 2' 250 7827.451 WK CL 2' 2517826.615 WK CL 2' 252 7822.431 VE 2537821.389 VE 254 7818.944 VE 2557814.756 VE256 7809.767 VE 2577806.984 VE 258 7804.594 VE2597802.923 VE 2607800.346 VE2617797.669 VE 262 7796.449 VE 2637795.767 VE 268 7794.038 VE 2697794.184 VE 2707794.271 VE 2717798.948 VE 2727801.495 VE 2737802.607 VE 101 7839.020 TS FRONT 1027837.333 RC25947 1047837.404 SMH 1057837.209 FF GARAGE 106 7837.316 FF SILL 107 7837.193 FF 1087836.668 UG MARK 110 7838.987 CKTSDRIV E 1167837.091 FF 1177827.219 FF1187827.202 FF 1207814.406 PATIO @ T O E S T 1217821.874 FF CRAW L 17837.361 RC 25947 67838.993 TS FRONT PATIO @ T O E STEP 78 1 4 . 4 ' F.F. GAR A G E 7837.2' SILL 7837.3' F.F. 7837.2' F.F. 7827.2' F.F. 7837.1' F.F. CR A W L SPACE 7821.9' F.F. 7827.2' EDGE O F B R U S H APPROX . PATH EX:AVG: 39.5% MAX 48.5% E G 7/26/2018 DATE OF PUBLICATION C000 COVER SHEET BE R N S T E N R E S I D E N C E 97 5 C H A T F I E L D R O A D AS P E N 4/27/2018 PERMT WOODY CREEK ENGINEERING, LLC 557 N MILL ST #201 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 7/27/2018 COA REV 1 Feet 1:119.99998486 201005 C600 UTILITIES PROPERTY LINE NOTES: 1.1.UPGRADE ELECTRIC 1.2.RELOCATE ELECTRIC METER 1.3.UTILIZE EXISTING 1.3.1.GAS 1.3.2.WATER 1.3.3.SANITARY 1.3.4.CABLE 1.3.5.TELEPHONE 1.4.RUN UNDERGROUND GAS FROM HOUSE TO OUTDOOR KITCHEN TO MECHANICAL ROOM 1/11/20187/27/2018 10/12/2018 4 Appendix D--Hydrologic Calculations 10/12/2018 City of Aspen Urban Runoff Management Plan Chapter 8 – Water Quality 8-30 Rev 11/2014 Figure 8.13 Aspen Water Quality Capture Volume 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 WQ C V ( w a t e r s h e d -in c h e s ) Effective Imperviousness of Tributary Area to BMP (percent) WQCV SF 10/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 1 Area =0.051 Acres Percent Imperviousness =42.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =5 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.31 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.31 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.2081 149 0.31 N/A 0.39 6.42 1 2 3 4 5 149 Computed Tc =6.42 Regional Tc =10.83 User-Entered Tc =6.42 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =2.99 inch/hr Peak Flowrate, Qp =0.047 cfs Rainfall Intensity at Regional Tc, I =2.33 inch/hr Peak Flowrate, Qp =0.036 cfs Rainfall Intensity at User-Defined Tc, I =2.99 inch/hr Peak Flowrate, Qp =0.047 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 1 Paved Areas & 5YR-PB1 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 2 Area =0.016 Acres Percent Imperviousness =100.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =5 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.90 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.90 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 5 Computed Tc =0.24 Regional Tc =10.03 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =4.92 inch/hr Peak Flowrate, Qp =0.070 cfs Rainfall Intensity at Regional Tc, I =2.43 inch/hr Peak Flowrate, Qp =0.035 cfs Rainfall Intensity at User-Defined Tc, I =3.29 inch/hr Peak Flowrate, Qp =0.047 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 2 Paved Areas & 5YR-PB2 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 3 Area =0.024 Acres Percent Imperviousness =29.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =5 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.24 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.24 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.1974 38 0.24 N/A 0.18 3.56 1 2 3 4 5 38 Computed Tc =3.56 Regional Tc =10.21 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =3.66 inch/hr Peak Flowrate, Qp =0.021 cfs Rainfall Intensity at Regional Tc, I =2.41 inch/hr Peak Flowrate, Qp =0.014 cfs Rainfall Intensity at User-Defined Tc, I =3.29 inch/hr Peak Flowrate, Qp =0.019 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 3 Paved Areas & 5YR-PB3 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 4 Area =0.024 Acres Percent Imperviousness =51.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =5 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.36 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.36 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.2152 79 0.36 N/A 0.30 4.34 1 2 3 4 5 79 Computed Tc =4.34 Regional Tc =10.44 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =3.45 inch/hr Peak Flowrate, Qp =0.029 cfs Rainfall Intensity at Regional Tc, I =2.38 inch/hr Peak Flowrate, Qp =0.020 cfs Rainfall Intensity at User-Defined Tc, I =3.29 inch/hr Peak Flowrate, Qp =0.028 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 4 Paved Areas & 5YR-PB4 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 5 Area =0.119 Acres Percent Imperviousness =0.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =5 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.08 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.08 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.2606 165 0.08 N/A 0.34 8.11 1 2 3 4 5 165 Computed Tc =8.11 Regional Tc =10.92 User-Entered Tc =8.11 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =2.70 inch/hr Peak Flowrate, Qp =0.024 cfs Rainfall Intensity at Regional Tc, I =2.32 inch/hr Peak Flowrate, Qp =0.021 cfs Rainfall Intensity at User-Defined Tc, I =2.70 inch/hr Peak Flowrate, Qp =0.024 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 5 Paved Areas & 5YR-PB5 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 6 Area =0.006 Acres Percent Imperviousness =100.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =5 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.90 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.90 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 5 Computed Tc =0.24 Regional Tc =10.03 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =4.92 inch/hr Peak Flowrate, Qp =0.026 cfs Rainfall Intensity at Regional Tc, I =2.43 inch/hr Peak Flowrate, Qp =0.013 cfs Rainfall Intensity at User-Defined Tc, I =3.29 inch/hr Peak Flowrate, Qp =0.018 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 6 Paved Areas & 5YR-PB6 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 7 Area =0.066 Acres Percent Imperviousness =60.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =5 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.41 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.41 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.1779 84 0.41 N/A 0.32 4.40 1 2 3 4 5 84 Computed Tc =4.40 Regional Tc =10.47 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =3.44 inch/hr Peak Flowrate, Qp =0.093 cfs Rainfall Intensity at Regional Tc, I =2.37 inch/hr Peak Flowrate, Qp =0.065 cfs Rainfall Intensity at User-Defined Tc, I =3.29 inch/hr Peak Flowrate, Qp =0.090 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 7 Paved Areas & 5YR-PB7 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 8 Area =0.023 Acres Percent Imperviousness =5.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =5 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.10 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.10 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.1773 103 0.10 N/A 0.24 7.09 1 2 3 4 5 103 Computed Tc =7.09 Regional Tc =10.57 User-Entered Tc =7.09 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =2.87 inch/hr Peak Flowrate, Qp =0.007 cfs Rainfall Intensity at Regional Tc, I =2.36 inch/hr Peak Flowrate, Qp =0.005 cfs Rainfall Intensity at User-Defined Tc, I =2.87 inch/hr Peak Flowrate, Qp =0.007 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 8 Paved Areas & 5YR-PB8 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 9 Area =0.017 Acres Percent Imperviousness =100.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =5 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.90 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.90 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 5 Computed Tc =0.24 Regional Tc =10.03 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =4.92 inch/hr Peak Flowrate, Qp =0.075 cfs Rainfall Intensity at Regional Tc, I =2.43 inch/hr Peak Flowrate, Qp =0.037 cfs Rainfall Intensity at User-Defined Tc, I =3.29 inch/hr Peak Flowrate, Qp =0.050 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 9 Paved Areas & 5YR-PB9 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 10 Area =0.040 Acres Percent Imperviousness =100.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =5 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=0.64 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.90 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.90 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 5 Computed Tc =0.24 Regional Tc =10.03 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =4.92 inch/hr Peak Flowrate, Qp =0.176 cfs Rainfall Intensity at Regional Tc, I =2.43 inch/hr Peak Flowrate, Qp =0.087 cfs Rainfall Intensity at User-Defined Tc, I =3.29 inch/hr Peak Flowrate, Qp =0.118 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 10 Paved Areas & 5YR-PB10 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 1 Area =0.051 Acres Percent Imperviousness =42.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =100 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.50 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.31 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.2081 149 0.31 N/A 0.39 6.42 1 2 3 4 5 149 Computed Tc =6.42 Regional Tc =10.83 User-Entered Tc =6.42 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =5.75 inch/hr Peak Flowrate, Qp =0.147 cfs Rainfall Intensity at Regional Tc, I =4.48 inch/hr Peak Flowrate, Qp =0.114 cfs Rainfall Intensity at User-Defined Tc, I =5.75 inch/hr Peak Flowrate, Qp =0.147 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 1 Paved Areas & 100YR-PB1 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 2 Area =0.016 Acres Percent Imperviousness =100.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =100 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.96 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.90 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 5 Computed Tc =0.24 Regional Tc =10.03 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =9.45 inch/hr Peak Flowrate, Qp =0.144 cfs Rainfall Intensity at Regional Tc, I =4.67 inch/hr Peak Flowrate, Qp =0.071 cfs Rainfall Intensity at User-Defined Tc, I =6.33 inch/hr Peak Flowrate, Qp =0.097 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 2 Paved Areas & 100YR-PB2 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 3 Area =0.024 Acres Percent Imperviousness =29.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =100 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.47 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.24 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.1974 38 0.24 N/A 0.18 3.56 1 2 3 4 5 38 Computed Tc =3.56 Regional Tc =10.21 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =7.03 inch/hr Peak Flowrate, Qp =0.079 cfs Rainfall Intensity at Regional Tc, I =4.62 inch/hr Peak Flowrate, Qp =0.052 cfs Rainfall Intensity at User-Defined Tc, I =6.33 inch/hr Peak Flowrate, Qp =0.071 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 3 Paved Areas & 100YR-PB3 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 4 Area =0.024 Acres Percent Imperviousness =51.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =100 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.53 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.36 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.2152 79 0.36 N/A 0.30 4.34 1 2 3 4 5 79 Computed Tc =4.34 Regional Tc =10.44 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =6.63 inch/hr Peak Flowrate, Qp =0.084 cfs Rainfall Intensity at Regional Tc, I =4.57 inch/hr Peak Flowrate, Qp =0.058 cfs Rainfall Intensity at User-Defined Tc, I =6.33 inch/hr Peak Flowrate, Qp =0.080 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 4 Paved Areas & 100YR-PB4 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 5 Area =0.119 Acres Percent Imperviousness =0.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =100 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.35 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.08 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.2606 165 0.08 N/A 0.34 8.11 1 2 3 4 5 165 Computed Tc =8.11 Regional Tc =10.92 User-Entered Tc =8.11 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =5.19 inch/hr Peak Flowrate, Qp =0.216 cfs Rainfall Intensity at Regional Tc, I =4.46 inch/hr Peak Flowrate, Qp =0.186 cfs Rainfall Intensity at User-Defined Tc, I =5.19 inch/hr Peak Flowrate, Qp =0.216 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 5 Paved Areas & 100YR-PB5 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 6 Area =0.006 Acres Percent Imperviousness =100.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =100 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.96 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.90 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 5 Computed Tc =0.24 Regional Tc =10.03 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =9.45 inch/hr Peak Flowrate, Qp =0.054 cfs Rainfall Intensity at Regional Tc, I =4.67 inch/hr Peak Flowrate, Qp =0.027 cfs Rainfall Intensity at User-Defined Tc, I =6.33 inch/hr Peak Flowrate, Qp =0.036 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 6 Paved Areas & 100YR-PB6 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 7 Area =0.066 Acres Percent Imperviousness =60.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =100 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.56 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.41 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.1779 84 0.41 N/A 0.32 4.40 1 2 3 4 5 84 Computed Tc =4.40 Regional Tc =10.47 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =6.60 inch/hr Peak Flowrate, Qp =0.246 cfs Rainfall Intensity at Regional Tc, I =4.56 inch/hr Peak Flowrate, Qp =0.170 cfs Rainfall Intensity at User-Defined Tc, I =6.33 inch/hr Peak Flowrate, Qp =0.236 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 7 Paved Areas & 100YR-PB7 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 8 Area =0.023 Acres Percent Imperviousness =5.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =100 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.38 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.10 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.1773 103 0.10 N/A 0.24 7.09 1 2 3 4 5 103 Computed Tc =7.09 Regional Tc =10.57 User-Entered Tc =7.09 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =5.51 inch/hr Peak Flowrate, Qp =0.048 cfs Rainfall Intensity at Regional Tc, I =4.54 inch/hr Peak Flowrate, Qp =0.040 cfs Rainfall Intensity at User-Defined Tc, I =5.51 inch/hr Peak Flowrate, Qp =0.048 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 8 Paved Areas & 100YR-PB8 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 9 Area =0.017 Acres Percent Imperviousness =100.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =100 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.96 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.90 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 5 Computed Tc =0.24 Regional Tc =10.03 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =9.45 inch/hr Peak Flowrate, Qp =0.154 cfs Rainfall Intensity at Regional Tc, I =4.67 inch/hr Peak Flowrate, Qp =0.076 cfs Rainfall Intensity at User-Defined Tc, I =6.33 inch/hr Peak Flowrate, Qp =0.103 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 9 Paved Areas & 100YR-PB9 Page 110/12/2018 Project Title: Catchment ID: I.Catchment Hydrologic Data Catchment ID =PB 10 Area =0.040 Acres Percent Imperviousness =100.00 % NRCS Soil Type =B A, B, C, or D II.Rainfall Information I (inch/hr) = C1 * P1 /(C2 + Td)^C3 Design Storm Return Period, Tr =100 years (input return period for design storm) C1 =88.80 (input the value of C1) C2=10.00 (input the value of C2) C3=1.052 (input the value of C3) P1=1.23 inches (input one-hr precipitation--see Sheet "Design Info") III.Analysis of Flow Time (Time of Concentration) for a Catchment Runoff Coefficient, C =0.96 Overide Runoff Coefficient, C =(enter an overide C value if desired, or leave blank to accept calculated C.) 5-yr. Runoff Coefficient, C-5 =0.90 Overide 5-yr. Runoff Coefficient, C =(enter an overide C-5 value if desired, or leave blank to accept calculated C-5.) Illustration NRCS Land Heavy Tillage/Short Nearly Grassed Type Meadow Field Pasture/Bare Swales/ Lawns Ground Waterways Conveyance 2.5 5 7 10 15 Calculations:Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey-Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 5 Computed Tc =0.24 Regional Tc =10.03 User-Entered Tc =5.00 IV.Peak Runoff Prediction Rainfall Intensity at Computed Tc, I =9.45 inch/hr Peak Flowrate, Qp =0.361 cfs Rainfall Intensity at Regional Tc, I =4.67 inch/hr Peak Flowrate, Qp =0.178 cfs Rainfall Intensity at User-Defined Tc, I =6.33 inch/hr Peak Flowrate, Qp =0.242 cfs (Sheet Flow) 20 Shallow Paved Swales Sum CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD 975 CHATFIELD PB 10 Paved Areas & 100YR-PB10 Page 110/12/2018 5 Appendix E--Hydraulic Calculations 10/12/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Sunday, Mar 11 2018 4-IN PVC @ 80% Full Circular Diameter (ft) = 0.33 Invert Elev (ft) = 100.00 Slope (%) = 2.00 N-Value = 0.009 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.26 Q (cfs) = 0.370 Area (sqft) = 0.07 Velocity (ft/s) = 5.04 Wetted Perim (ft) = 0.73 Crit Depth, Yc (ft) = 0.32 Top Width (ft) = 0.26 EGL (ft) = 0.66 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) 10/12/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Sunday, Mar 11 2018 4-IN PVC @ 80% Full Circular Diameter (ft) = 0.33 Invert Elev (ft) = 100.00 Slope (%) = 4.00 N-Value = 0.009 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.26 Q (cfs) = 0.523 Area (sqft) = 0.07 Velocity (ft/s) = 7.13 Wetted Perim (ft) = 0.73 Crit Depth, Yc (ft) = 0.33 Top Width (ft) = 0.26 EGL (ft) = 1.05 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) 10/12/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Sunday, Mar 11 2018 6-IN PVC @ 80% Full Circular Diameter (ft) = 0.50 Invert Elev (ft) = 100.00 Slope (%) = 2.00 N-Value = 0.009 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.35 Q (cfs) = 0.961 Area (sqft) = 0.15 Velocity (ft/s) = 6.54 Wetted Perim (ft) = 0.99 Crit Depth, Yc (ft) = 0.47 Top Width (ft) = 0.46 EGL (ft) = 1.01 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) 10/12/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Sunday, Mar 11 2018 6-IN PVC @ 80% Full Circular Diameter (ft) = 0.50 Invert Elev (ft) = 100.00 Slope (%) = 4.00 N-Value = 0.009 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.40 Q (cfs) = 1.584 Area (sqft) = 0.17 Velocity (ft/s) = 9.40 Wetted Perim (ft) = 1.11 Crit Depth, Yc (ft) = 0.50 Top Width (ft) = 0.40 EGL (ft) = 1.77 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) 10/12/2018 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Jul 26 2018 Outlet Circular Diameter (ft) = 0.50 Invert Elev (ft) = 7797.84 Slope (%) = 3.14 N-Value = 0.009 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.40 Q (cfs) = 1.403 Area (sqft) = 0.17 Velocity (ft/s) = 8.33 Wetted Perim (ft) = 1.11 Crit Depth, Yc (ft) = 0.50 Top Width (ft) = 0.40 EGL (ft) = 1.48 0 1 2 Elev (ft)Section 7797.00 7797.50 7798.00 7798.50 7799.00 Reach (ft) 10/12/2018 Orifice Calculator Qallow (cfs)=0.594 Co =0.6 Ho (ft)=0.68 Ao (sf)=0.149602 Ao (in^2)=21.54271 D (in)=5.24 D(ft)=0.4366 10/12/2018 6 Appendix F—Detention Calculations 10/12/2018 Project: Basin ID: Design Information (Input):Design Information (Input): Catchment Drainage Imperviousness Ia =60.22 percent Catchment Drainage Imperviousness Ia =60.22 percent Catchment Drainage Area A =0.267 acres Catchment Drainage Area A =0.267 acres Predevelopment NRCS Soil Group Type =B A, B, C, or D Predevelopment NRCS Soil Group Type =B A, B, C, or D Return Period for Detention Control T =5 years (2, 5, 10, 25, 50, or 100)Return Period for Detention Control T =100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc =5.45 minutes Time of Concentration of Watershed Tc =5.45 minutes Allowable Unit Release Rate q =cfs/acre Allowable Unit Release Rate q =2.222 cfs/acre One-hour Precipitation P1 =0.64 inches One-hour Precipitation P1 =1.23 inches Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Coefficient One C1 =88.80 Coefficient One C1 =88.80 Coefficient Two C2 =10 Coefficient Two C2 =10 Coefficient Three C3 =1.052 Coefficient Three C3 =1.052 Determination of Average Outflow from the Basin (Calculated):Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C =Runoff Coefficient C =0.57 Inflow Peak Runoff Qp-in =cfs Inflow Peak Runoff Qp-in =0.93 cfs Allowable Peak Outflow Rate Qp-out =cfs Allowable Peak Outflow Rate Qp-out =0.594 cfs Mod. FAA Minor Storage Volume = 0 cubic feet Mod. FAA Major Storage Volume = 153 cubic feet Mod. FAA Minor Storage Volume = 0.000 acre-ft Mod. FAA Major Storage Volume = 0.004 acre-ft 1 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches / hr acre-feet "m"cfs acre-feet acre-feet minutes inches / hr acre-feet "m"cfs acre-feet acre-feet (input)(output)(output)(output)(output)(output)(output)(input)(output)(output)(output)(output)(output)(output) 0 0.00 0.000 0.00 0 0.00 0.000 0.00 0.00 0.000 0.000 1 4.56 0.000 0.00 1 8.77 0.002 1.00 0.59 0.001 0.001 2 4.16 0.000 0.00 2 8.00 0.003 1.00 0.59 0.002 0.002 3 3.83 0.000 0.00 3 7.35 0.005 1.00 0.59 0.002 0.002 4 3.54 0.000 0.00 4 6.80 0.006 1.00 0.59 0.003 0.002 5 3.29 0.000 0.00 5 6.33 0.007 1.00 0.59 0.004 0.003 6 3.08 0.000 0.00 6 5.91 0.007 0.95 0.57 0.005 0.003 7 2.89 0.000 0.00 7 5.54 0.008 0.89 0.53 0.005 0.003 8 2.72 0.000 0.00 8 5.22 0.009 0.84 0.50 0.006 0.003 9 2.57 0.000 0.00 9 4.93 0.009 0.80 0.48 0.006 0.003 10 2.43 0.000 0.00 10 4.67 0.010 0.77 0.46 0.006 0.003 11 2.31 0.000 0.00 11 4.44 0.010 0.75 0.44 0.007 0.004 12 2.20 0.000 0.00 12 4.23 0.011 0.73 0.43 0.007 0.004 13 2.10 0.000 0.00 13 4.03 0.011 0.71 0.42 0.008 0.003 14 2.01 0.000 0.00 14 3.86 0.011 0.69 0.41 0.008 0.003 15 1.92 0.000 0.00 15 3.70 0.012 0.68 0.40 0.008 0.003 16 1.85 0.000 0.00 16 3.55 0.012 0.67 0.40 0.009 0.003 17 1.77 0.000 0.00 17 3.41 0.012 0.66 0.39 0.009 0.003 18 1.71 0.000 0.00 18 3.28 0.012 0.65 0.39 0.010 0.003 19 1.64 0.000 0.00 19 3.16 0.013 0.64 0.38 0.010 0.003 20 1.59 0.000 0.00 20 3.05 0.013 0.64 0.38 0.010 0.002 21 1.53 0.000 0.00 21 2.95 0.013 0.63 0.37 0.011 0.002 22 1.48 0.000 0.00 22 2.85 0.013 0.62 0.37 0.011 0.002 23 1.44 0.000 0.00 23 2.76 0.013 0.62 0.37 0.012 0.002 24 1.39 0.000 0.00 24 2.67 0.013 0.61 0.36 0.012 0.001 25 1.35 0.000 0.00 25 2.59 0.014 0.61 0.36 0.012 0.001 26 1.31 0.000 0.00 26 2.52 0.014 0.60 0.36 0.013 0.001 27 1.27 0.000 0.00 27 2.45 0.014 0.60 0.36 0.013 0.001 28 1.24 0.000 0.00 28 2.38 0.014 0.60 0.35 0.014 0.000 29 1.20 0.000 0.00 29 2.31 0.014 0.59 0.35 0.014 0.000 30 1.17 0.000 0.00 30 2.25 0.014 0.59 0.35 0.015 0.000 31 1.14 0.000 0.00 31 2.20 0.014 0.59 0.35 0.015 -0.001 32 1.11 0.000 0.00 32 2.14 0.014 0.59 0.35 0.015 -0.001 33 1.09 0.000 0.00 33 2.09 0.014 0.58 0.35 0.016 -0.001 34 1.06 0.000 0.00 34 2.04 0.015 0.58 0.34 0.016 -0.002 35 1.04 0.000 0.00 35 1.99 0.015 0.58 0.34 0.017 -0.002 36 1.01 0.000 0.00 36 1.95 0.015 0.58 0.34 0.017 -0.002 37 0.99 0.000 0.00 37 1.90 0.015 0.57 0.34 0.017 -0.003 38 0.97 0.000 0.00 38 1.86 0.015 0.57 0.34 0.018 -0.003 39 0.95 0.000 0.00 39 1.82 0.015 0.57 0.34 0.018 -0.003 40 0.93 0.000 0.00 40 1.78 0.015 0.57 0.34 0.019 -0.004 41 0.91 0.000 0.00 41 1.75 0.015 0.57 0.34 0.019 -0.004 42 0.89 0.000 0.00 42 1.71 0.015 0.56 0.34 0.019 -0.004 43 0.87 0.000 0.00 43 1.68 0.015 0.56 0.33 0.020 -0.005 44 0.86 0.000 0.00 44 1.64 0.015 0.56 0.33 0.020 -0.005 45 0.84 0.000 0.00 45 1.61 0.015 0.56 0.33 0.021 -0.005 46 0.82 0.000 0.00 46 1.58 0.015 0.56 0.33 0.021 -0.006 47 0.81 0.000 0.00 47 1.55 0.015 0.56 0.33 0.021 -0.006 48 0.79 0.000 0.00 48 1.52 0.015 0.56 0.33 0.022 -0.007 49 0.78 0.000 0.00 49 1.50 0.015 0.56 0.33 0.022 -0.007 50 0.77 0.000 0.00 50 1.47 0.015 0.55 0.33 0.023 -0.007 51 0.75 0.000 0.00 51 1.45 0.015 0.55 0.33 0.023 -0.008 52 0.74 0.000 0.00 52 1.42 0.016 0.55 0.33 0.024 -0.008 53 0.73 0.000 0.00 53 1.40 0.016 0.55 0.33 0.024 -0.008 54 0.72 0.000 0.00 54 1.37 0.016 0.55 0.33 0.024 -0.009 55 0.70 0.000 0.00 55 1.35 0.016 0.55 0.33 0.025 -0.009 56 0.69 0.000 0.00 56 1.33 0.016 0.55 0.33 0.025 -0.009 57 0.68 0.000 0.00 57 1.31 0.016 0.55 0.33 0.026 -0.010 58 0.67 0.000 0.00 58 1.29 0.016 0.55 0.32 0.026 -0.010 59 0.66 0.000 0.00 59 1.27 0.016 0.55 0.32 0.026 -0.011 60 0.65 0.000 0.00 60 1.25 0.016 0.55 0.32 0.027 -0.011 Mod. FAA Minor Storage Volume (cubic ft.) =0 Mod. FAA Major Storage Volume (cubic ft.) =153 Mod. FAA Minor Storage Volume (acre-ft.) =0.0000 Mod. FAA Major Storage Volume (acre-ft.) =0.0035 DETENTION VOLUME BY THE MODIFIED FAA METHOD 975 Chatfield Sand Filter Determination of MAJOR Detention Volume Using Modified FAA Method (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 Determination of MINOR Detention Volume Using Modified FAA Method 975 Chatfield FAA, Modified FAA 7/19/2018, 11:06 AM10/12/2018 Project: Basin ID: DETENTION VOLUME BY THE MODIFIED FAA METHOD 975 Chatfield Sand Filter UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 0 0.005 0.01 0.015 0.02 0.025 0.03 0 10 20 30 40 50 60 70 Vo l u m e ( a c r e -fe e t ) Duration (Minutes) Inflow and Outflow Volumes vs. Rainfall Duration Minor Storm Inflow Volume Minor Storm Outflow Volume Minor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume 975 Chatfield FAA, Modified FAA 7/19/2018, 11:06 AM10/12/2018