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File Documents.630 W Hopkins Ave.0052-2020-BRES (35)
GRADING AND DRAINAGE REPORT PREPARED FOR PAIGE WEST 630 W HOPKINS ASPEN, CO 81611 44.4161.16„, WOODY CREEK ENGINEERING CIVIL DESIGN eb WATER RIGHTS P.O. Box 575 WOODY CREEK, COLORADO 81656 970-309-7 1 30 PREPARED BY JOSH RICE, P.E. MAY 1 8, 2020 RECEIVED 06/30/2020 ASPEN BUILDING DEPARTMENT I hereby affirm that this report and the accompanying plans for the drainage improvements of"Lots M&N, Block 25, City and Townsite of Aspen"was prepared by me for the owners thereof in accordance with the provisions 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. o�Pp 0 L 1 iFN A A ,Q/c�`c 5/18/2020 427.• Josh Rice, P.E. o' License No. • Er;ft.' RECEIVED 06/30/2020 ASPEN BUILDING DEPARTMENT 1. INTRODUCTION 1 2. GENERAL SITE DESCRIPTION 1 2.1 Existing Condition 1 2.2 Proposed Condition 1 2.2.1 Determination of Major/Minor 2 2.3 Drainage Basins 2 2.3.1 Historical Basin EX:1 4 2.3.2 Proposed Basin PR:1.0 4 2.3.3 Proposed Basin PR:1.1 5 2.3.4 Proposed Basin PR:1.2 5 2.3.5 Proposed Basin PR:1.3 5 2.3.6 Proposed Basin PR:1.4 5 2.3.7 Proposed Basin PR:1.5 5 2.3.8 Proposed Basin PR:1.6 5 2.3.9 Proposed Basin PR:1.7 5 2.3.10 Proposed Basin PR:1.8 6 2.3.11 Proposed Basin PR:2.0-2.5 6 2.3.12 Proposed Basin PR:2.6-2.8 6 2.3.13 Proposed Basin PR:2.9 6 2.3.14 Proposed Basin PR:2.10 6 2.3.15 Proposed Basin PR:2.11 6 2.3.1 Proposed Basin PR:2.12 6 2.3.2 Proposed Basins WW:1-WW:3 7 2.4 Stormwater BMP Descriptions 7 2.4.1 Drywell 7 2.4.2 Pervious Pavers(PP1) 7 2.4.3 Pipes 7 2.4.4 Gravel Drains 7 2.4.5 Trench Drain 8 3. 9 PRINCIPLES 8 4. MAINTENANCE 9 4.1.1 Pervious Paver System 9 4.1.2 Drywell 9 APPENDIDX A--NRCS SOILS REPORT 1 APPENDIX B--FEMA FIRM MAP 2 APPENDIX C--PLAN SET 06/30/2020 1i ASPEN BUILDING DEPARTMENT APPENDIX D--HYDROLOGIC CALCULATIONS 4 APPENDIX E--HYDRAULIC CALCULATIONS 5 RECEIVED 06/30/2020 ASPEN BUILDING DEPARTMENT 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 remodel of a single family housing project at 630 West Hopkins Street,Aspen,Colorado, 81611 (the"Site").Facilities providing water quality capture volume and retention have been designed in this report and the associated plan. 2. General Site Description 2.1 Existing Condition The property was platted as"Lots M&N,Block 25,City and Townsite of Aspen." Based on the topograph- ical improvement survey,the lot area is approximately 6,000 square feet. The Site is located on the east side of Aspen(see Figure 1). The NRCS describes the hydrologic soil group as"Type B"(See Appendix A). The lot is currently occupied by a single family dwelling. w»�n ;9 y �' ` µ $ = Section 2.1 shall also ChwgeRoF I9 , �— ,ens,reea,.. `aDa�e"D° op' Gma patlaGaDachAaDen include ground cover, � ; "` drainage patterns, �u ® ® _ ape A�s ® �� Y on topography and Aspen Ski Rental9° , _ receiving water system. _ �l•ry A Aspen Co GaMenC weg v.l�.w1M xall RercD Noltlen Meroll Mming II =aspen Nlckmy Hause`®, ADertment Meneper BRancD:rgvMusepm - _ FmteASYales Q - � sa G oslal5enme^F a naq ` 1,k � © € 9Tkeatre Aspen m . +l \®1 wlaMM rcBrou9Mon wWegn sang teamlrq eemttv za < \ Q mm PM AlcM1neclwe '. ArcDll IUrOen. Aspen Wne85Dluls gR Ilnleriarcl Plan�g� 9 Ei i� QTDe Aspen Club = vyellwv Brick PleyprowJ o - • ❑ Ac QASDen Communuy 830 We. naDelle Iran alwawg CkurcD Hopkins Avenue Q' WA,��zR Tyroloan iotlge u. saw^p Asp n�ewicn eo 1V. p A 'dr \ ae wA"O4^• . Center-ChaDaU of Aspen �4 U ',.+xup 0 a0 ;9 a 9 gg O / `P , R!FDru kAsPrn ® m.Z N 1PResans Gdle i9� / ' Moliy GlDson Latlgc f n © ery Qsi Moms UeE9e waa.N..a 5PeepekeeDark 9 PyremiO&tr° Dit HpusTavnn !ley Hospital / e QSaatlpw MPumaln tptlge my 0 p"--. M II / Aspen lx GeNen .e © # � eatBCDeese _ g n Restaurant antl��.. ass�er CasSlle Rage Apartmems , s^ Google ,a,•�,o E... ,...,. aa.. :maw +^� Figure 1. 211 West Main Street,Aspen Vicinity Map (Source:Pitkin Co.GIS) The site is located away from all major drainage ways and is not located within the floodplain boundaries 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 Section 2.2 shall describe changes to land use, The structure will be remodeled. topography, ground cover, drainage patterns, and receiving systems, or if no change. RECEIVED 06/30/2020 ASPEN BUILDING DEPARTMENT 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 a relatively flat area that slopes at 1%to the north.Drainage basins are delineated on Plan Sheet C200 (Appendix C, C200). 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(10-yr) and major(100-yr) storm events and runoff flowrates for the minor(10-yr)and major(100- yr) storm events. Although the Basins are delineated on Plan Sheet C200 (Appendix C, C200), they are also provided in Figure No. 2 and 3,below. Identify runoff calculation i-year, 10-year and 100-year events were evaluated for the Site using a time method flow path length and slope. Athe site will not affect offsite drainage patterns. ..11113 Table 1. Historical Basin Information TOTAL BASIN IMPERVIOUS AREA % RUNOFF RUNOFF I FLOW PATH FLOWPATH Intensity(5yr) Intensity(10yr) Intensity PEAK FLOW PEAK FLOW BASIN NO. TOTAL BASIN IMPERVIOUS AREA (ACRES) (SLOP COEF.10YR COEF.100YR LENGTH(FT) (FTT) Tc(min) (inmr) (imhr) (100yr)(in/hr) 10YR(CFS) 100YR(CFS) AREA(SF) AREA(SF) (ACRES) EX:1 6,000.00 0.00 0.138 0.000 0% 0.15 0.35 100.00 0.0060 10.56 2.363 2.843 4.541 0.059 0219 Total 6,000.00 0 0.138 0.000 0% - - - 0.059 0.219 Table 2. Proposed Basin Information TOTAL BASIN IMPERVIOUS FLOWPATH % RUNOFF RUNOFF FLOW PATH Intensity(5yr) Intensity(10yr) Intensity PEAK FLOW PEAK FLOW BASIN NO. AREA TOTAL BASIN IMPERVIOUS AREA ( ) IMPERVIOUS COEF.10YR COEF.100YR LENGTH(FT) AFT T) Tc(min) (ir1hr) (imhr) (100yr)(in/hr) 10YR(CFS) 100YR(CFS) AREA(SF) AREA(SF) (ACRES) PR:1.0 736 736 0.017 0.017 100% 0.92 0.96 20.00 0.0325 5.00 3.291 3.960 6.325 0.061 0.102 PR:1.1 192 - 0.004 0.000 0% 0.15 0.35 15.00 0.0325 5.00 3.291 3.960 6.325 0.003 0.010 PR:1.2 325 97 0.007 0.002 30% 0.32 0.47 20.00 0.0200 5.47 3.186 3.833 6.123 0.009 0.021 PR:1.3 304 - 0.007 0.000 0% 0.15 0.35 5.00 0.0100 5.00 3.291 3.960 6.325 0.004 0.015 PR:1.4 446 - 0.010 0.000 0% 0.15 0.35 10.00 0.0100 5.94 3.088 3.715 5.934 0.006 0.021 PR:1.5 282 - 0.006 0.000 0% 0.15 0.35 5.00 0.0250 5.00 3291 3.960 6.325 0.004 0.014 PR:1.6 415 - 0.010 0.000 0% 0.15 0.35 8.00 0.0100 5.31 3.221 3.875 6.190 0.006 0.021 PR:1.7 252 76 0.006 0.002 30% 0.34 0.48 6.00 0.0100 5.00 3.291 3.960 6.325 0.008 0.018 PR:1.8 254 - 0.006 0.000 0% 0.15 0.35 10.00 0.0200 5.00 3.291 3.960 6.325 0.003 0.013 PR:2.0 242 242 0.006 0.006 100% 0.92 0.96 20.00 02500 5.00 3.291 3.960 6.325 0.020 0.034 PR:2.1 264 264 0.006 0.006 100% 0.92 0.96 20.00 0.2500 5.00 3.291 3.960 _ 6.325 0.022 0.037 PR:2.2 226 226 0.005 0.005 100% 0.92 0.96 10.00 02500 5.00 3.291 3.960 6.325 0.019 0.031 PR:2.3 415 415 0.010 0.010 100% 0.92 0.96 10.00 02500 5.00 3.291 3.960 6.325 0.035 0.058 PR:2.4 237 237 0.005 0.005 100% 0.92 0.96 5.00 0.0200 5.00 3.291 3.960 6.325 0.020 0.033 PR:2.5 88 88 0.002 0.002 100% 0.92 0.96 5.00 0.0200 5.00 3.291 3.960 6.325 0.007 0.012 PR:2.6 484 484 0.011 0.011 100% 0.92 0.96 20.00 02500 5.00 3.291 3.960 6.325 0.040 0.067 PR:2.7 292 292 0.007 0.007 100% 0.92 0.96 20.00 02500 5.00 3.291 3.960 6.325 0.024 0.041 PR:2.8 234 234 0.005 0.005 100% 0.92 0.96 20.00 0.2500 5.00 3.291 3.960 6.325 0.019 0.032 PR:2.9 34 34 0.001 0.001 100% 0.92 0.96 5.00 02500 5.00 3.291 3.960 6.325 0.003 0.005 PR2.10 43 43 0.001 0.001 100% 0.92 0.96 5.00 02500 5.00 3.291 3.960 6.325 0.004 0.006 P82.11 62 62 0.001 0.001 100% 0.92 0.96 7.00 02500 5.00 3.291 3.960 6.325 0.005 0.009 PR2.12 40 40 0.001 0.001 100% 0.92 0.96 7.00 0.2500 5.00 3.291 3.960 6.325 0.003 0.006 WW1 37 37 0.001 0.001 100% 0.92 0.96 5.00 0.0200 5.00 3.291 3.960 6.325 0.003 0.005 NW:2 49 49 0.001 0.001 100% 0.92 0.96 5.00 0.0200 5.00 3.291 3.960 6.325 0.004 0.007 0810:3 49 49 0.001 0.001 100% 0.92 0.96 5.00 0.0200 5.00 3291 3.960 6.325 0.004 0.007 Total 6,000 3,705 0.138 0.085 62% 0.336 0.623 RECEIVED 06/30/2020 2 ASPEN BUILDING DEPARTMENT r ------ - I _ ______ i EXi i // AREA�,000 / SF / / / / / / ••••......... / / // Figure 2. Historical Basins RECEIVED 06/30/2020 3 ASPEN BUILDING DEPARTMENT PR:1.2 AREA:324.7 F PR:1.1 AREA:191.• F PR:1.0 AREA:735.8 SF PR:2.9 AREA 33.8 SF WW1 AREA:36.5 SF PR:2.8 AREA:233.9 SF PR:2.0 AREA 242.4 SF PR:2.10 AREA:43.3 SF PR:2.1 PR:1.8 WW2 AREA 48.9 SF PR:2.7 E AREA:264.1 SF AREA:254.0 SF AREA:2922 SF A• •=6,000 S API PR:2.11 AREA:62.0 SF PR:2.2 AREA:226.3 SF WW:3 AREA:48.9 SF PR:1.3 41/ AREA: PR:1.7 AREA:251.5 SF PR:2.12 AREA:39.7 SF ,ft PR2.3 AREA:414.7 SF PR:2.6 PR:2.4 AREA 483.8 SF AREA:237.2 SF PR:2.5 PR:1.4 AREA:87.7 SF AREA 446.1 SF PR:1.5 AREA:281.8 SF PR:1.6 AREA:414.8 SF WPM Figure 3. Proposed Basins 2.3.1 Historical Basin EX:1 Historical Basin EX:1 encompasses the lot. The basin area is approximately 6000 sf. Runoff sheet flows for 100 ft at a 1% slope,resulting in a 100-yr flowrate of 0.219 cfs. 2.3.2 Proposed Basin PR:1.0 Proposed basin PR:1 is comprised of the driveway. The basin area totals 736 sf and is 100%impervious. Based on a flow path of 20 feet at a slope of 3.25%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.102 cfs. RECEIVED 06/30/2020 4 ASPEN BUILDING DEPARTMENT The snowmelted driveway runoff is collected by Trench Drain 1 and Pipe C before being discharged to the drywell. 2.3.3 Proposed Basin PR:1.1 Proposed basin PR:1.1 is comprised of a portion of the northwest yard area. The basin area totals 192 sf and is 0%impervious through the use of a pervious pavement system. Based on a flow path of 15 feet at a slope of 3.25%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.010 cfs. The basin area is collected by the pervious paver system. 2.3.4 Proposed Basin PR:1.2 Proposed basin PR:1.2 is comprised of the remainder of the northwest yard area. The basin area totals 325 sf and is 30%impervious. Based on a flow path of 5 feet at a slope of 1%,the time of concentration is 5.47 minutes. The resulting 100-year flowrate is 0.021 cfs. The only hardscape is the spa. Runoff will either be collected by the spa or if the spa is covered dis- charged to the surrounding pervious paver system. 2.3.5 Proposed Basin PR:1.3 Proposed basin PR:1.3 is comprised of the western yard area. The basin area totals 304 sf and is 0%im- pervious. Based on a flow path of 5 feet at a slope of 1%,the time of concentration is 5 minutes. The re- sulting 100-year flowrate is 0.015 cfs. The area will be collected by Gravel Drains 1 through 4 and discharged to the drywell. 2.3.6 Proposed Basin PR:1.4 Proposed basin PR:1.4 is comprised of southwestern yard area. The basin area totals 446 sf and is 0%im- pervious. Based on a flow path of 10 feet at a slope of 1%,the time of concentration is 5.9 minutes. The resulting 100-year flowrate is 0.021 cfs. The yard area discharges to the ditch. 2.3.7 Proposed Basin PR:1.5 Proposed basin PR:1.5 is comprised of southern entry patio and walkway area. The basin area totals 282 sf and is 0%impervious through the use of a pervious pavement system. Based on a flow path of 5 feet at a slope of 2.5%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.014 cfs. The basin is collected by the pervious paver system. 2.3.8 Proposed Basin PR:1.6 Proposed basin PR:1.6 is comprised of southeastern yard area. The basin area totals 415 sf and is a 0% impervious vegetated area. Based on a flow path of 8 feet at a slope of 1%,the time of concentration is 5.3 minutes. The resulting 100-year flowrate is 0.021 cfs. The yard area discharges to the ditch. 2.3.9 Proposed Basin PR:1.7 Proposed basin PR:1.7 is comprised of eastern yard area. The basin area totals 252 sf and is a 7%imper- vious vegetated area. Based on a flow path of 10 feet at a slope of 2%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.018 cfs. The yard area is an existing low point and runoff will be collected by Gravel Drain 5 before dischargin to the drywell. RECEIVED 06/30/2020 5 ASPEN BUILDING DEPARTMENT 2.3.10Proposed Basin PR:1.8 Proposed basin PR:1.8 is comprised of eastern bike parking area. The basin area totals 254 sf and is 0% impervious through the use of a pervious pavement system. Based on a flow path of 5 feet at a slope of 2.5%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.013 cfs. The basin is collected by the pervious paver system. 2.3.11Proposed Basin PR:2.0-2.5 Proposed basins PR:2.0-2.5 are comprised the eastern roof structures. The roofs have a total area of 1472 sf and are 100%impervious. They are sloped or flat and have a time of concentration is 5 minutes. The resulting 100-year flowrate is 0.204 cfs. The roofs are collected by Pipe B and discharge to the drywell. 2.3.12Proposed Basin PR:2.6-2.8 Proposed basins PR:2.6-2.8 are comprised the upper western roof structures. The roofs have a total area of 1010 sf and are 100%impervious. They are sloped with a time of concentration is 5 minutes. The re- sulting 100-year flowrate is 0.140 cfs. The roofs are collected by Pipe A and discharge to the drywell. 2.3.13Proposed Basin PR:2.9 Proposed basin PR:2.9 is comprised of a portion of the lower western roof structures. The roof has a total area of 34 sf and are 100%impervious. It is sloped with a time of concentration is 5 minutes. The result- ing 100-year flowrate is 0.005 cfs. The roofs are collected by Gravel Drain 4 and Pipe A before being discharged to the drywell. 2.3.14Proposed Basin PR:2.10 Proposed basin PR:2.10 is comprised of a portion of the lower western roof structures. The roof has a to- tal area of 43 sf and are 100%impervious. It is sloped with a time of concentration is 5 minutes. The re- sulting 100-year flowrate is 0.006 cfs. The roofs are collected by Gravel Drain 3 and Pipe A before being discharged to the drywell. 2.3.15Proposed Basin PR:2.11 Proposed basin PR:2.11 is comprised of a portion of the lower western roof structures. The roof has a to- tal area of 62 sf and are 100%impervious. It is sloped with a time of concentration is 5 minutes. The re- sulting 100-year flowrate is 0.009 cfs. The roofs are collected by Gravel Drain 2 and Pipe A before being discharged to the drywell. 2.3.1 Proposed Basin PR:2.12 Proposed basin PR:2.12 is comprised of a portion of the lower western roof structures. The roof has a to- tal area of 40 sf and are 100%impervious. It is sloped with a time of concentration is 5 minutes. The re- sulting 100-year flowrate is 0.006 cfs. The roofs are collected by Gravel Drain 1 and Pipe A before being discharged to the drywell. RECEIVED 06/30/2020 6 ASPEN BUILDING DEPARTMENT 2.3.2 Proposed Basins WW:1-WW:3 Proposed basins WW:1,WW:2 and WW:3 are comprised of a portion of the lower western roof struc- tures. The roofs have a total area of 37,49 and 40 sf and are 100% impervious. They are sloped with a time of concentration is 5 minutes. The resulting 100-year flowrate is 0.005, 0.007 a cfs. The roofs are collected by Gravel Drain 1 and Pipe A before being discharged to the drywell.Stormwater BMPs and Routing The roofs discharge to the lower window wells where the runoff is collected and discharged to the sub- soils below. 2.4 Stormwater BMP Descriptions 2.4.1 Drywell A drywell is being utilized because it is not possible to discharge runoff to the ROW due to a ditch to the south and a low capacity alley to the north. Pipes A,B and C discharge to the drywell. A total impervi- ous area of 3705 sf develops a 100-yr volume of 380 cf. The total active depth is 10 ft. Based on the vol- ume calculation found in the appendix,the total retention volume is 452.91 cf. Therefore,the 6' diameter drywell has capacity to retain the 100-year event. The URMP defines the minimum percolation area based on a minimum percolation time of 24 hours,the volume to percolate and the hydraulic conductivity with equation AP=V/K/43560. The percolation test showed a minimum percolation rate of 2.0 in/min or a hydraulic conductivity of 6.94X10 'ft/s(units con- version). The 100-year storm event to be stored is 380 cf. Therefore,the percolation area required by the drywell is 12.66 square feet. With a circumference of 18.84 ft, a total of 0.67 ft of perc depth is required. The perc depth provided is 5-ft. The drywell will drain within 24 hours based on the equation found on page 8-117. 2.4.2 Pervious Pavers (PP1) The pervious paver system collects only local precipitation and the cross-section is based on the URMP. The cross-section provides 6"of depth and therefore with a void capacity of 0.25 has a storage depth of 1.5"which is greater than the 100-year storm depth of 1.23". 2.4.3 Pipes Pipes A,B and C The total proposed runoff rate adds to 0.623 cfs. A 6-in pipe with a slope of 2%has a capacity when flowing 80%full of 1.12 cfs. Each pipe has capacity to convey the entire site's runoff and therefore is oversized. 2.4.4 Gravel Drains Gravel Drains 1,2, 3,4 and 5 are trench drains dressed with a topping of freely draining decorative gravel. They collect relatively small areas ranging from 40 to 252 sf of area. The smallest drain has a length of 7.44' of length. We will analyze the smallest drain(Gravel Drain 1) and compare it to the larg- est flow area to show that the gravel drains are grossly oversized in capacity. The NDS 3"drain specified in the attached plan set details has an open area of 23.63 sq. in.per foot and a flow capacity of 78.85 gpm /ft(0.175 cfs/ft). Gravel Drain 1 is 7.44' long and therefore has a capacity of 1.30 cfs. The highest run- off rate captured by the gravel drains is 0.007 (Basin PR:1.7). The clogging factor of safety is at a mini- mum equal to 186 or 99.5%. The gravel drains have adequate capacity to collect the tributary ruiafr"r iur r, 06/30/2020 7 ASPEN BUILDING DEPARTMENT 2.4.5 Trench Drain The driveway trench drain collects runoff from PR:1.0. The basin develops a peak runoff rate of 0.102 cfs and is collected by a trench drain of approximately 30 feet long. The 4"ACO drain has an open area of 13.98 sq. in/ft and a flow capacity of 46.6 gpm/ft(0.10 cfs/ft). The 30' long trench drain then has a capacity of 3 cfs or 1.5 cfs with a 50%clogging factor applied. The trench drain is adequate to capture the tributary runoff. 3. 9 Principles 1. Consider stormwater quality needs early in the design process. The 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 and include such BMPs and the green roof,pervious pavers and grass buffers. 4. Reduce runoff rates and volumes to more closely match natural conditions. To the extent possible,impervious areas have been limited and onsite storage provided to reduce discharge rates to as class to historical conditions as possible. Because the site is located in the Aspen Mountain Basin, it is not required to reduce the discharge to historical flowrates. 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 feasible, impervious areas are disconnected from the storm sewer with grass buffers, green roofs and pervious pavers. 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. RECEIVED 06/30/2020 8 ASPEN BUILDING DEPARTMENT Call out operations and maintenance for 4. iVlaintenancc pervious pavers, gravel drains, and 4.1.1 Pervious Paver System trench drains. The following maintenance recommendations for pervious paver systems can be found in Table 8.9 of the URMP. Table 8.9 Maintenance Recommendations for Cobblestone Block Pervious Pavement Required Action Maintenance Objective Frequency of Action and Action Debris and litter Accumulated material should be Routine—As needed. removal removed as a source control measure. Inspection Inspect representative areas of Routine and during a storm events to surface filter fine gravel infill for ensure that stormwater is infiltrating and accumulation of sediment and poor not bypassing the pavement surface on infiltration. frequent basis. Rehabilitating fine To remove fine sediment and trash Routine—Vacuum sweep the as indicated grave infill surface accumulations from the top of the by inspection and if need be replace lost or gravel and restore its infiltrating clogged gravel infill to bring its surface to capacity. be 1/2 below the adjacent blocks. Replace cobble block Restore the pavement surface. Non-routine—When it becomes evident pavement Remove and replace the cobble that the modular blocks have deteriorated pavement blocks, the leveling course significantly and the underlying gravels under the blocks, the infill media, have accumulated much sediment and/or gravel base and geotextile materials when the geotextile fabrics underneath it when the pavement surface shows are clogged. Expect replacement every 10 L _ significant deterioration or when the to 25 years dependent on use and traffic. pavement no longer infiltrates stormwater at rates that are acceptable. 4.1.2 Drywell The following maintenance recommendations for dry wells can be found on page 8-118 of the URMP. Dry wells must be inspected and maintained yearly to remove sediment and debris that is washed into them. The drywell can be access through a manhole lid found on the top of the drywell in the SW corner of the property. A maintenance plan shall be submitted to the City in the Drainage Report describing the maintenance schedule that will be undertaken by the owners of the new residence or building. Minimum inspection and maintenance requirements include the following: • Inspect dry wells as annually and after every storm exceeding 0.5 inches. • Dispose of sediment, debris/trash, and any other waste material removed from a dry well at suita- ble disposal sites and in compliance with local, state,and federal waste regulations. • Routinely evaluate the drain-down time of the dry well to ensure the maximum time of 24 hours is not being exceeded. If drain-down times are exceeding the maximum, drain the dry well via pumping and clean out the percolation area(the percolation barrel may be jetted to remove sedi- ment accumulated in perforations). Consider drilling additional perforations in the barrel. If slow drainage persists,the system may need to be replaced. RECEIVED 06/30/2020 9 ASPEN BUILDING DEPARTMENT APPENDIDX A--NRCS SOILS REPORT RECEIVED 06/30/2020 ASPEN BUILDING DEPARTMENT USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for \ RCS States Department of Agriculture and other Aspen-Gypsum Area, Federal agencies, State Colorado, Parts of Eagle, Natural agencies including the g , Resources Agricultural Experiment Garfield, and Pitkin Conservation Stations, and local Service participants Counties ( f b OF . r • gpi, it 4104, ,_ , . 0 .r .l Ii i . , 1 r j ; PO irie , , . , __ . ,, ir 4 _ _ _. - .1 Tg 0 IIMI•MI•M 60 ft . 06 30 2020 May 1, N20 \,..n-'ciki BUILDING DEPARTMENT 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.nres.usda.gov/wps/portal/nres/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 RECEIVED 06/30/2020 2 ASPEN BUILDING DEPARTMENT 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. RECEIVED 06/30/2020 3 ASPEN BUILDING DEPARTMENT 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 References 15 RECEIVED 06/30/2020 4 ASPEN BUILDING DEPARTMENT 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 RECEIVED 06/30/2020 5 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report 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 RECEIVED 06/30/2020 6 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. RECEIVED 06/30/2020 7 ASPEN BUILDING DEPARTMENT 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. RECEIVED 06/30/2020 8 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report f. Soil Map a v N 341969 341975 341981 341987 341993 341999 342005 I I 39°11'32"N 39°11'32"N 11 a — 1 r- 4 -I D iv a , 1 111 107 i I a W Hopkigs qve >00 G ap u ay ao°"b,-- ea01c7 aR IGCoT oc a0G" 39°11'30"N I - 39°11'3d'N 341969 341975 341981 341987 341933 341999 342005 3 3 v Map Scale:1:255 if printed on A portrait(8.5"x 11")sheet. RD o N 0 3 7 14 21� R EIVED A 0 10 20 40 60 Map projectionFeet :Web Mero3tor Comer coordinates:WGS84 Edge tics:UTM Zone 13N WGS84 0 6/3 0/2 0 2 0 9 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) ig Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. Q Stony Spot Soils Very Stony Spot n Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. tl Wet Spot • Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause p Other misunderstandingof the detail of mapping and accuracyof soil ❑ Soil Map Unit Points pp g .• Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed Blowout Water Features scale. Streams and Canals (g Borrow Pit Transportation Please rely on the bar scale on each map sheet for map * clay Spot Rails measurements. 0 Closed Depression o,/ Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service .r US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) ® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator • Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the 46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more It Mine or Quarry accurate calculations of distance or area are required. 4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as O Perennial Water of the version date(s)listed below. v Rock Outcrop Soil Survey Area: Aspen-Gypsum Area,Colorado,Parts of + Saline Spot Eagle,Garfield,and Pitkin Counties Survey Area Data: Version 10,Sep 13,2019 •• : Sandy Spot Severely Eroded Spot Soil map units are labeled(as space allows)for map scales 1:50,000 or larger. Q Sinkhole 31 Slide or Slip Date(s)aerial images were photographed: Data not available. oa Sodic Spot 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. RECEIVED 06/30/2020 10 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 107 Uracca,moist-Mergel complex, 0.2 100.0% 1 to 6 percent slopes, extremely s Totals for Area of Interest 0.2 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, 06/30/2020 11 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report 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. RECEIVED 06/30/2020 12 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report 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 Merge!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: Structural benches, valley sides, alluvial fans 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 (R048AY237C0) Other vegetative classification: Stony Loam (null_82) Hydric soil rating: No RECEIVED 06/30/2020 13 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report Description of Merge! 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 (R048AY237C0) 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 RECEIVED 06/30/2020 14 ASPEN BUILDING DEPARTMENT 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.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres 142p2_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.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_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.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 RECEIVED 06/30/2020 15 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.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.nres.usda.gov/wps/portal/nres/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 RECEIVED 06/30/2020 16 ASPEN BUILDING DEPARTMENT APPENDIX B-FEMA FIRM MAP RECEIVED 06/30/2020 2 ASPEN BUILDING DEPARTMENT National Flood Hazard Layer FIRMette OFEMA Legend 39°11'45.14"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT ��l ^ I -� , f� i r y Al ' Without Base Flood Elevation(BFE) 6„�lisl 7B40-IP ti Tane, ' r f �:_ ,�� •>1;' Zone A.V.A99 "��' �' • With BFE or Depth zone AE,AO,AH,VE,AR • SPECIAL FLOOD p b Zone AE . . 41 '` t' 1 '� al o 78437/.F f.1 1 •1 , - 4 •�• 6 •` •/ ♦ HAZARD AREAS Regulatory Floodway 4: r E'T •` ` •�AI; ` SAME • •� -4 Iti ,/ sue; O ~• /• Irt a 0.2%Annual Chance Flood Hazard,Areas �� • �♦ •• n ^ r 14 of 1%annual chance flood with average 78 1' ` ' • ••► + ♦. r ♦ AO - depth less than one foot or with drainage Q ► r y ,rB�EET 41 '� I . , �" + Y • y �.�( areas of less than one square mile zonex 785 ' it • ! I.A • • '• � • Future Conditions 1%Annual 7'FEE T I� iq • • Chance Flood Hazard zone x i IF, ,Y , •IirelP. •• rill -• � A Area with Reduced Flood Risk due to FL nr"'E AY 4' '• r•t* 41 T „ . __�►V1 OTHER AREAS OF Levee.See Notes.zone x C ZGl HY•(�E �G�� �,• _ t fr h 4 FLOOD HAZARD r d Area with Rood Risk due to Leveezone o . 10Pi •.4 • 1� • • , •I INO SCREENI Area of Minimal Flood Hazard zone x 0°Lone AE • r F�GF' • ' ASPEN , �� '� ? Y • Effective LOMRs I 11 OTHER AREAS Area of Undetermined Flood Hazard zone o 080141 Ali it l0 • t�[►• T AL 1 ) ` • f GENERAL -—-- Channel,Culvert,or Storm Sewer "' FEE V i.*• •/ • * . �A ' STRUCTURES '''I I I I Levee,Dike,or Floodwall B a , lik -. �: 7u� 1 �� • � z _ .10114 _ Cross Sections with 1%Annual Chance - U . -wi,;,ly�ikr' =f=r • w �T•s Water Surface Elevation T1OS�� T�'^ ``n�aE _ AREA'OF MINIMAL F OOD HAZARD .� `' - o- - - coastal Transect •-�Faoo T`^ 'ngofi � F f=jn^ {t1 °O (r1 • one X - ••-^^•sfs•-..- Base Flood Elevation Line(BFE) Zone',. --I r` i • •�►t�4 _ • ' Limit of Study �t • •• , , Jurisdiction Boundary 1 --- Coastal Transect Baseline 99 ?FEE •T r • •• , II.. • •%• t��. OTHER - — Profile Baseline 08097CD354E �• iii `�9AN ,!, • • ii „yill • • • - a FEATURES Hydrographic Feature ,AV).-'' ii ` - - A eff,8/15/2019 , . , •.,l (<` %, r� Digital Data Available N ' 11, fT,'�. r�� • • No Digital Data Available • 4-•.M , W : MAP PANELS Unmapped t r I � - •t 4 w AM Dalir V• • i The pin displayed on the map is an approximate • • \` lo. point selected by the user and does not represent ,• 08028' ' ` I an authoritative property location. Q11111 � `• • This map complies with FEMA's standards for the use of •N., '' digital flood maps if it is not void as described below. <<<# . ' • The basemap shown complies with FEMA's basemap Co-`�i accuracy standards Z The flood hazard information is derived directly from the -9 3,,p k • M ►'-- authoritative NFHL web services provided by FEMA.This map �y was exported on 5/1/2020 at 5:28:40 PM and does not one. v reflect changes or amendments subsequent to this date and rtv.). time.The NFHL and effective inf ,� Vre D -'' �C1;E - -_ °o become superseded by new dat F. - co This map image is void if the one or more of the following map �3:F'r-'- T1 OS R85jA S111 i A elements do not appear:basemap I ry, zpog�pp{sn 331 USW MOO National 1•o Ortthoimagery,Data G I o °e ma legend,scale bar,map creation datMc6 fingaW itie.14j5i4A V 39°11'17.26"N FIRM panel number,and FIRM effective date.Map images for Feet 1:6,000 unmapped and unmodernized areas cannot,�p�,ysgd(a' 0 250 500 1,000 1,500 2,000 regulatory purposes. /G DEPARTMENT �V BUILDING DEP APPENDIX C-PLAN SET RECEIVED 06/30/2020 3 ASPEN BUILDING DEPARTMENT SKI HAUS REMODEL WOODY CREEK ENGINEERING WOODY CREEK ENGINEERING,LLC P.O.BOX 575 WOODY CREEK,COLORADO 81656 (P):970-429-8297 630 WEST HOPKINS AVENUE WOODYCREEKENGINEERING.COM ASPEN CO 8161181,1 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 0 U'--_ CODE,COA TECHNICAL MANUALS,AND APPLICABLE ; oRP�••••••.;FNs= STATE AND FEDERAL REGULATIONS.WHERE THERE IS CONFLICT BETWEEN ;'c°�;:os�'�AA R%%,d THESE PLANS AND THE TECHNICAL MANUAL OR ANY APPLICABLE ' +,5/18/2020- -` 1 r Aspen Ranger Station "a"�a i h •,'�`"•�""'� ""�" i 42T 9 ® sr V STANDARDS,THE HIGHER QUALITY STANDARD SHALL APPLY.ALL UTILITY ® 9 WORK SHALL BE INSPECTED AND APPROVED BY THE UTILITY. _., A 2 `7 Triangle Parl 2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION I) - _SS/ONAI�G\''� a AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS Ii 2 BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND,WHERE z POSSIBLE,MEASUREMENTS TAKEN IN THE FIELD.THE INFORMATION IS NOT Aspen Ski Rental 9 W Frerrc/�Sr 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 Aspen Historical Society a SPECIFICATIONS,AND A COPY OF ANY PERMITS AND EXTENSION Temporarily dosed M AGREEMENTS NEEDED FOR THE JOB ONSITE AT ALL TIMES. B/erke Sr C 9 z 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OF ^.. tyHall SAFETY INCLUDING,BUT NOT LIMITED TO,EXCAVATION,TRENCHING, �^Sr SHORING,TRAFFIC CONTROL,AND SECURITY. Q en Marolt Mining 2 Aspen Hickory House 5. IF DURING THE CONSTRUCTION PROCESS CONDITIONS ARE inching Museum takeout ENCOUNTERED WHICH COULD INDICATE A SITUATION THAT IS NOT --Local arttfacts•at-a t] © IDENTIFIED IN THE PLANS OR SPECIFICATIONS,THE CONTRACTOR SHALL O former silver mill y a CONTACT THE WOODY CREEK ENGINEERING,LLC IMMEDIATELY. 9 NI = 6. ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO ro i Rowland+Broughton t�s/cep-w cr Early Learning Cent THE LATEST REVISION OF SAID STANDARD UNLESS SPECIFICALLY STATED n Forum Phi Architecture Architecture/Urban... OTHERWISE. I Interiors I Planning 7. THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN IN o _,-•\ ,c y 9 9 The Aspen Club o 9 Yel ACCORDANCE WITH MUTCD TO THE APPROPRIATE RIGHT-OF-WAY ro z U r Li ti 2 AUTHORITY(TOWN,COUNTY OR STATE)FOR APPROVAL PRIOR TO ANY o �/ n a ty CONSTRUCTION ACTIVITIES WITHIN OR AFFECTING THE RIGHT-OF-WAY. CK C \ ^ 630 West Annabelle Inn �' THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL 5 5 piHr+nb Hopkins Avenue Q 11/til 2 Tyrolean Lodge TRAFFIC CONTROL DEVICES AS MAY BE REQUIRED BY THE n.y Ave 8rn$I © © CONSTRUCTION ACTIVITIES. 0 wH�'k'^save unity CeAsnter ter-Chabaden Jewish oof Aspen �' MATERIALS NECESSARY FOR THE CON COMPLETION OP THE NNTEND DBOR AND D z j S, z IMPROVEMENTS SHOWN ON THESE DRAWINGS OR AS DESIGNATED TO BE Y N z U wMr//Cr 4. © D PROVIDED,INSTALLED,OR CONSTRUCTED UNLESS SPECIFICALLY < 0_ CO Y d ' cti y1r Bluegreen Vacations law NOTED OTHERWISE. SHALL BE RESPONSIBLE FOR KEEPING ROADWAYST 0 r CO o Gay wHopklgy Ave Innsbruck Aspen.. Molly Gibson Lod FREE AND CLEAR F AL9. THE L CONSTRUCTION DEBRIS AND DIRT TRACKED FROM y = NI ^ THE SITE. z O '' wHoA4nl°Ave INFORMATION 10. THE NON CONTRACTOR RECORD DRAWINGS KEP SHALL BE RESPONSIBLE T THE DING AS-BUILT ` ' �J JLd P St Moritz Lodge y CONSTRUCTION SITE AND AVAILABLE AT ALL TIMES. i CD 'm^ 9 11. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE (Y) •(/ ;Shadow Mountain Lodge SCALED FROM ANY DRAWING.IF PERTINENT DIMENSIONS ARE NOT SHOWN, Cr) Q a CONTACT WOODY CREEK ENGINEERING,LLC FOR CLARIFICATION AND H 4 ANNOTATE THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS. 5r1r2020 DATE OF PUBLICATION In ' 15.THE CONTRACTOR SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF w S 9 WhOanAve THE COLORADO PERMIT FOR STORM WATER DISCHARGE,THE STORM 5/18/2020 PERMIT w WATER MANAGEMENT PLAN,AND THE EROSION CONTROL PLAN. c, Aspen Ice Garden 16. ALL STRUCTURAL EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE LIMITS OF CONSTRUCTION PRIOR TO ANY OTHER o EARTH-DISTURBING ACTIVITY.ALL EROSION CONTROL MEASURES SHALL BE 3 ° MAINTAINED IN GOOD REPAIR BY THE CONTRACTOR UNTIL SUCH TIME AS BSI GOOgie.. THE ENTIRE DISTURBED AREA IS STABILIZED WITH HARD SURFACE OR c, LANDSCAPING. w 17. THE CONTRACTOR SHALL SEQUENCE INSTALLATION OF UTILITIES IN Y VICINITY MAP N SUCH A MANNER AS TO MINIMIZE POTENTIAL UTILITY CONFLICTS.IN �� GENERAL,STORM SEWER AND SANITARY SEWER SHOULD BE 0 100 200 400 800 414 CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRY o Scale:1^=zoo' 0 UTILITIES. o 3 X 0 COVER SHEET o In 0 0 0 C 1 O 0AECE'VED 06/30/2020 ASPEN BUILDING DEPARTMENT WOODY CREEK ENGINEERING WOODY CREEK ENGINEERING,LLC P.O.BOX 575 WOODY CREEK,COLORADO 81656 (P):970-429-8297 PR:1.2 AREA:324.7 F PR:1.1 WOODYCREEKENGINEERING.COM AREA:191.6 SF PR:1.0 AREA:735.8 SF PR:2.9 AREA:33.8 SF WW:1 AREA 36.5 SF AR:2.8 AREA:233.9 SF sly 0 PR:2.0 AREA:242.4 SF PR:2.10 CILIC AREA:43.3 SF EX 'II ,Ar AREA=6,000 SF WW:2 PR:2.1 PR:1.8 AREA:48.9 SF PR:2.7 E AREA:264.1 SF AREA:254.0 SF AREA:292.2 SF A- A=6,000 S- PR:2.11 ... PR:2.11 AREA:62.0 SF oPPp0,L1�FNs PR:2.2 AREA:226.3 SF v�;:09'� 'P7p*•O- WW'3 PR:1.3 •�s427;_c F AREA:48.9 SF 427, AREA: r PR:1.7 AREA:251.5 SF •1--- A _ ;"?h PR:2.12 I s`ryONAI�G�'� AREA 39.7 SF .f `1„ PR:2.3 AREA:414.7 SF PR:2.6 PR:2.4 AREA:483.8 SF AREA:237.2 SF I IJI PR:2.5 W PR:1.4 AREA 87.7 SF AREA 446.1 SF 0 ARE.5 O AREA:281.8 SF AR AREA:414.8 SF 3 W U) ,,, 7 IMPERVIOUS FLOW PATH Ct L o_ TOTAL BASIN % RUNOFF RUNOFF FLOW PATH Intensity(5yr) Intensity(10yr) Intensity PEAK FLOW PEAK FLOW BASIN NO. AREA SLOPE Tc(min) TOTAL BASIN IMPERVOUS AREA (ACRES) IMPERVOUS COEF.10YR COEF.100YR LENGTH(FT) (FT/FT) (inrhr) (inlhr) (100yr)(in/hr) 10YR(CFS) 100YR(CFS) o AREA(SF) AREA(SF) (ACRES) co 0 EX:1 6,000.00 0.00 0.136 0.000 0% 0.15 0.35 100.00 0.0060 10.56 2.363 2.843 4.541 0.059 0.219 - O j M z Total 6,000.00 0 0.138 0.000 0% - - - 0.059 0219 �d`/ a 0 IMPERVIOUS FLOW PATH = BASIN NO. TOTAL BASIN AREA SLOPE RUNOFF RUNOFF FLOW PATH SLOPE Tc(min) Intensity(5yr) Intensity(10yr) Intensity PEAK FLOW PEAK FLOW Z r TOTAL BASIN IMPERVIOUS AREA (ACRES) IMPERVIOUS COEF.10YR COEF.100YR 1 LENGTH(FT) (FT/FT) (inlhr) (inrhr) (100yr)(inlhr) 10YR(CFS) 100YR(CFS) NI AREA(SF) AREA(SF) (ACRES) n o I_I_ PR:1.0 736 736 0.017 0.017 100% 0.92 0.96 20.00 00325 5.00 3291 3.960 6.325 0.061 0.102 O 0 PR:1.1 192 - 0.004 0.000 0% 0.15 0.35 15.00 00325 5.00 3291 3.960 6.325 0.003 0.010 0 PR:1.2 325 97 0.007 0.002 30% 0.32 0.47 20.00 0.0200 5.47 3.186 3.833 6.123 0.009 0.021 CO u` Ci) CO PR:13 304 - 0.007 0.000 0% 0.15 0.35 5.00 0.0100 5.00 3.291 3.960 6.325 0.004 0.015 a a PR:1.4 446 - 0.010 0.000 0% 0.15 0.35 10.00 00100 5.94 30 w88 3.715 5.934 0.006 0.021 H PR:1.5 282 - 0.006 - 0000 0% 0.15 0.35 500 00250 5.00 3291 3.960 6.325 I 0.004 0.014 5/18/2020 DATE OF PUBLICATION 0 PR:1.6 415 - 0.010 0.000 0% 0.15 0.35 800 00100 5.31 3221 3.875 6.190 0.006 0.021 w PR:1.7 252 76 0.006 0.002 30% 0.34 0.48 600 00100 5.00 3.291 3.960 6.325 0.008 0.018 5/18/2020 PERMIT Y w PR:1.8 254 - 0.006 0.000 0% 0.15 0.35 10.00 0.0200 5.00 3.291 3.960 6.325 0.003 0.013 x PR:2.0 242 242 0.006 0006 100% 0.92 0.96 20.00 0.2500 5.00 3.291 3.960 6.325 0.020 0.034 0 PR:2.1 264 264 0.006 0.006 100% 0.92 0.96 20.00 0.2500 5.00 3.291 3.960 6.325 0.022 0.037 0 PR:2.2 226 226 0.005 0005 100% 0.92 0.96 10.00 0.2500 5.00 3291 3.960 6.325 0.019 0031 0 PR:2.3 415 415 0.010 0.010 100% 0.92 0.96 10.000.2500 5.00 3291 3.960 6.325 0.035 0058 i PR:2.4 - 237I 237 0.005 0005 - 100% 0.92 - 0.96 500 00200 5.00 3.291 3.960 6.325 0.020 " 0033 2 PR:2.5 88 88 I 0.002 0.002 100% 0.92 _-- 0 96 i 5 00 0 0200 5 00---- 3291 3.960 6.325 0.007 0.012 • x PR:2.6 484 484 I 0.011 0.011 100% 0.92 _-- 0.96 I-- 20.00 0 2500 5 00__-- 3 291_-- 3.960 6.325 0.040 - 0.067 • Y w PR:2.7 292 292 0.007 0.007 100% 0.92 0.96 20.00 0.2500--- 5.00 !. 3.291 3.960 6.325 0.024 0.041 x PR:2.8 234 234 0.005 0.005 100% 0.92 0.96 20.00 0.2500 5.00--- I 3 291 3.960 6.325 0.019 0.032 o PR:2.9 34 34 0.001 0.001 100% 0.92 0.96 5.00 0.2500 5.00 l 3.291 3.960 6.325 0.003 0.005 0 PR:2.10 43 43 0.001 0.001 100% 0.92 0.96 5.00 0.2500 5.00 1.... 3.291 3.960 6.325 0.004 0.006 0 PR:2.11 62 62 0.001 0.001 100% 0.92 0.96 7.00 0.2500 5.00 3.291 3.960 6.325 0.005 0.009 3 PR:2.12 40 40 0.001 0.001 100% 0.92 0.96 700 1 0.2500 1 5.00 3.291 3.960 6.325 0.003 0.006 x 0 5550:1 37 37 0.001 0001 100% 0.92 0.96 5.00 0.0200 5.00 3.291 3.960 6.325 0.003 0005 BASINS o 5455:2 49 49 0.001 0.001 100% 0.92 0.96 5.00 00200 5.00 " 3291 3.960 6.325 0.004 0.007 rr o WW3 49 49 I 0.001 0.001 100% 0.92 0.96 5.00 0.0200 5.00 3.291 3.960 6.325 0.004 0.007 x co o Total 6,000 3,705 0.138 0.085 62% 0.336 0623 / /0 O , v L IOECE'VED 06/30f2020 ASPEN BUILDING DEPARTMENT / MATERIALS LEGEND / WOODY CREEK CONC DRIVE;HEATED;RE MEP ENGINEERING / S. I CONC PAVER;HEATED;RE MEP WOODY CREEK ENGINEERING,LLC P.O BOX 575 \ � LE. P WOODY CREEK,COLORADO 81656 ET P�$�EX_-E (P):970-029-8297 / // \\\Ek`UE DECK WOODYCREEKENGINEERING.COM \C P�S`EX uE 12b as -- -CTV -T / ° - ,' GRAVEL(POROUS);RE CIVIL TM-\ T° � REROUTE SANITARY SEWER A x 15.94'of 4"TRENCH DRAIN @ 1.00 33.27'of6"PVC@2.00% /� ""^ _ w / AROUND DRYWELL / o° \� 7.26'of 6"PVC@2.00% REROUTE GAS SERVICE °Oo8°o°°000 000a° p 7 w ! AROUND DRYWELL UTILIZE o°o°°e eo°°o eo°°o e DECORATIVE STONE a 6.01'of 6"PVC@2.00% / EXISTING GAS METER oo°aoao°a °ao°a °°o°a CLEAN OUT A2 .. �� �� LOCATION °°oQ g°�oQ go„oa�°9oa RIM.OUTA2 , b i � \?use 14.56'of 4"TRENCH DRAIN @1.00% 8` p / fff `d„F' \\\\\\\\ GARDEN INV IN 7931 23 6"PVC' F • 9 ' ^ IN NV IN 7931.23 6"PVC �,.rs 12.50'of 6"PVC @ 2.00% ilt 458'of 6"PVC@200 ` . \ ? 'PIPE A 0+00- RYWELL INV IN:7931.32 6'PVC a N i^, :793317 / INV IN9931324'PVC ,� �!`� �°,� '/ fI (!'� N N7930.256"PVC / z z z z z z z z INV OUT:7931.32 6'PVC r, Ts 11� r it / rt • INV I 7930.25 6"PVC z z z z z z z z c a ( INV I 7930.25 6"PVC 4.19'of 4"PVC@200% [f ,.__ r -- �....�„„.„ LAwN z z z z z z z z F xYl/// ,/ c ••E B:0+00 / 13.38'of 6'PVC@2.00°. [ zyP/ ® ' Iy ry [ 7.02'of 6"PVC@2.00% OU^ INV IN7931 596'PVC ,t u s / ;''pPP� �F,P=_ INV IN:7931.594 PVC v� et / FFE'0p-°a a '�,...'., O RI •N .24B-2 7G0 � 4A.P/.....,O i INV OUT:7931.59 6"PVC XI�9' " icy air ' I %30.39 6"PVC f 427, / - �� / EXISTING CONTOUR t'�5/18/2629 F �j��y INVO :7930.396"PVC 4.22'of 4'PVC @ 2.00% z 'f ���,�� GRAVEL DRAIN 4 � , - � , n 1 -_ 4 / 8.25'of 4"PVC@1.00% / EiIoNAI�G\''' 17.67'of 6"PVC @ 2.00% �� 7934,74 PROPOSED CONTOUR WINDOW WELL DRAIN is , / INV IN:7931.944"PVC ift:'"111:- / ® PIPE INV IN:7931 94 4'PVC u4GRAVELDRAIN3GRAVEL DRAIN 5 INV OUT.7931 94 6"PVC 1234.4 4 PVC @ 1.00 h 13.90'of 4"PVC @ 1 00/ k\ 7934.74s• / 4.26 of4 PVC @2.00% b_� /0„,.7 '15.83'of 6"PVC@2.00% WINDOW WELL DRAIN �,7P� / ,� / GRAVEL DRAIN /I GRAVEL DRAIN 2 /a t� INV I 7930 90 6"PVC J ° / 7934.of4"PVC@1.00% {p ,79�3 � NVL:7530.864"PVC G GAS METER w INV IN:7932.26 6"PVC / 7934 74 # ENV aUT.7930.90 6"PVC / / INV IN:7932.26 4"PVC n INV OUT:7932.26 6"PVCii u„ r Q Ail`�'' WINDOW WELL DRAIN 79347934.74. C� 1+00 GRAVEL DRAIN 1 E ELECTRIC METER / 4.29'of 4"PVC @ 2.00% s "� 7.44'of 4"PVC @ 1.00% / O 7934.74 7.44'of 6"PVC @2.00% " UTILITY SERVICE CLEAN OUT A-1 r / E E=ELECTRIC RIM:7934A0 E 934 74 INV OUT:7IPEA 1 PVCMet as° PIPE A:I+O / 3 '� / - UG=GASERGROUND LLI co z / _ _ - / q'/ 31.96'of6"PVC@2.00% S-- SS=SANITARY SEWER I Z / / / / w W=WATER # 3 PIPE 6:0+82 0 A' �t t Tel-PHONE LINE t. ` / �,u Cable=CABLE LINE CO .. EANOUT B-1 m ..,7 L. RI•::7934.00 z "' INV WT:7931.866"PVC / - PROPERTY LINE c M 0 z HEA ED POROUS PAVER 1 NI \ ,Amy C SEE r500 / w 0 i / ea °: NOTES: COco 9 U) / / / 1. ALL INTERNAL ROOF DRAINS AND GUTTERS v/ '^ / SHALL BE CONNECTED TO EITHER PIPE A OR B. v♦ \i! w / / 2. BASINS PR:2.0-2.5 SHALL BE CONNECTED TO PIPEB. 5/18/2020 DATE OF PUBLICATION Z w 3 OWLINE EXISTING DITCH 3. BASINS PR:2.6-2.8 SHALL BE CONNECTED TO 5nenozo PERMIT w PIPE A. z w W\ / U K Ixx o ABANDON EXISTING WATER \ POROUS GRAVEL\ / 0 SERVICE IN PLACE PER COA w SEE C500 WATER DEPARTMENT w STANDARDS PROVIDE NEW 2" \ 0 TYPE K COPPER WATER w z SERVICE MINIMUM 18"FROM w OLD TAP w\ w NEW ALINGMNET SHALL w 0 AVOID DRIPLINE / > 0 3 z. / GRADING AND sTE DRAINAGE PLAN 0 iell 0 5 10 20 40 0 OI, ECE 1'VD / Scale:,"_10' 06/30t2020 ASPEN BUILDING DEPARTMENT PIPE A PROFILE 7935 A PROPOSED GRADE _ _ WOODY CREEK ENGINEERING 7836 — — - - EXISTING GRADE CLEAN CUTA2 WOODY CREEK ENGINEERING,LLC RIM:7934 56 P.O.BOX 575 INV IN:7931.23 6"PVC 7.44'of 6"PVC @ 2.0000/r� WOODY CREEK,COLORADO 81656 7933 INV OUT.7904.23 6"PVC - CLEAN OUT A-1 (P).970-429-8297 / R►,1:7934.00 4.58'of 6"PVC @ 2.0%--� wn IP V OUT:7932.41 6"PVC WOODYCREEKENGINEERING.COM 6.01'of6"PVC 2.00/ �/ �•• DRYWELL / rn U 7932 @ f ����� - RIM:7933.17 c - „��,��� INV IN:7930.25 6"PVC 33.27'of 6"PVC @ 2.00� / INV IN:7930.30 6"PVC INV IN:7930.25 6"PVC — 81,1 7931 7.26'of 6"PVC @ 2.00% 'USN pi® 7930 I 7929 I -0+02+00 0+25 0+50 0+75 1+00 1+05 ," ,p,OO LICE"- Steton `,53'y.UA A.;p..d'o G/p5 I,5/18/2020 ' I 427'. - ss/ONAIeG'' PIPE B PROFILE Pipe C PROFILE 7935 7935 Zt J LLI EXISTING GRADE 0,0°IO / 7934 a 7934 PROPOSED GRADE \ _ 0 XISTING GRADE PROPOSED DE -� 933 7933 - — TRENCH DRAIN, m m Q EANOUT B-1 _ W 4: r^ R.d:0 93T709031.86 6"PVC c Zvi 0_CLEANOUT B-2 7932 1 I: Z O 7932 `LA' DRYWELL INV IN:7930.396"PVC RIM:7933.17 INV OUT:7930.39 6"PVC co'o INV IN:7930.25 6"PVC INV IN:7930.30 6"PVC\ / �i /�/ / INV IN:7930.25 6"PVC a �Aj; 7 J/ - ,7931 .�7l9� et 7931 Q 7.02 oil/ i z_ I'yP. C 0 Mid O 7930 7930 z n -0+02+00 0+13 'I Station W a o 11 7929 O M 0 U- -0+02+00 0+25 0+50 0+75 0+62 / , `� /� Station v, \� a 5/18/2020 DATE OF PUBLICATION Z U 5/18/2020 PERMIT Y W U Y O O O 3 2 E z w U U O3- O O ._ X 0 PROFILES o 0 / N N 0 5 10 20 40 Ilp. C400 Scale:1"=10'HORIZONTALVERTICAL EYED 10X EXAGGERATION VERTICAL 06/30t2020 ASPEN BUILDING DEPARTMENT Vehicle Tracking Control(VTC) SM-4 Vehicle Tracking Control(VTC) SM-4 SM-4 Vehicle Tracking Control(VTC) HMA Depth vanes �C i 111111 !I�.' !_'1!<f RIto WOODY CREEK Existing Pavement (See'Exhibit F of ConstructionriE 20 V'11� `OM OW SE k'�rtl ENGINEERING a Excavation slamaras7 24 From Edge Od Trench or ,IRE4 Any Cracked Pavement n p_ :lii Q' R0fd'Im e�- W Edges d Trench) " " "" Sadfetl anti Recompadetl aww.on cma sD �y�Y � otorimeto men. � 4. ��� ® RoetlwaY Base Ma[eral va,En s.IMn:E runs Ixm MX omen 0 � a si alswim..ARTA ,i L� Air Mas mu s'°' 5 1' BASE COARSE 18'CL8 ABC N45287d 2.w s'x' `Z mx5eminn��x w.ryl(�J""w,w at TM 2'1.-. _�� R '� - z R caaeaanacomaeaWeLAVOCIL IP Yw .PO"'D9I *a1P.Ra1EP2>bar WAa,N.c" :' WOODY CREEK ENGINEERING,LLC III BaDYNII n 1 Not le ,Np1 ep Ma _ P.O.BOX 575 AxYr AAI A:•, Exc9dl2'(Su Mahe Screened '3 Y » •� ,xJ,G Nxuve Material May be Permitted) 4 `P- WOODY CREEK,COLORADO 81656 '�' 0 Dennxre atinterface Nor' x-nn1 ay-xx T DECORATIVE STONE O: 'I _ S.DUfdl BackRll OA \ -.. I4 P 970-429-8297 -- (including Bedding) °?,-19tyt a 1.0'MIN. i.O'MIN. masw:.AFnr� .'•'•�E•'•'•��t- MIN DEPTH DIAMETER 1'X1 WOODYCREEKENGINEERI NG.COM Scarmetl and Racompedetl SECT.EMS. a R E N -�- - e rP II 1 =11 Trench Bosom eRe m leer"sumrnm> £rime owx ar.� ranuS e MDI) l- _�-W-I MIRIFI 140NL OR EQUIVALENT s^ " SECTION A _ NIP. _ \' ern,Lant.exomcn ,¢k en snNwR mxGx ud�.wm �!g>2/o . s,2o _. q"WASHED ROCK Notes: �Rxn,�RAK P ell I1s+'°�y M�'viiwraxm"'snxcrl.x � -�'�,��8��AR �` MIN.DEPTH=2„ m sLOR 1m a PANSYENr S0 ' Rm w VTC-2.AGGREGATE VEHICLEHI �TRRA KING CONTROL WITH CK IMPENETRABLE LINER,ATTACH TO DRAIN 1.Trench MuSt�ai�aoa,�Wgrbre�afarthe�dromm�Hng reireethl�Wiii� ax tAriu s'a ,l IIIHIIIIII m �N 2.Ens.pavement shall be SaWCIA and In ���� A` wets mm 3"NDS PRO SERIES CHANNEL must.occur after backtilling and before paving.dr patch may be an w acceptable ahem g ''l^ ryr'� '�T c Eg v DRAIN&GATE occurs,the rev crock a e ins IIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII z �.wm. tailor mast sawmate bev imTdv�ble Can Idressnd r�x: aRTESNu Invement. m and Thicker patches mpuRv RAanurc SECTION A 1111111111111111111111111111111m may he �ryapeai90 m�a", Construction liftsaa a 0 ®M GRAVEL DRAIN ca'Exhibit F.uunryhinproject2098%addmmnieepmwrflo curves 2%oualbesubmmeaane hawed maybe More information. 9°61 `8111 in se cox%Olmaum(ABCOuM d.Ig2%d ae mum be COMpaeaefirea by 8% STM u carves are not sob for patch shall conform.. VTC-3 VEHICLE TRACKING CONTROL W/CONSTRUCTION des a(ABC cturea�gnenmma and used he wmpeawve,.mew of maximum aggregate per cubl moisture.Flow maybe area asap alternative,.mad VTC-1.AGGREGATE VEHICLE TRACKING CONTROL )AAT OR TURF REINFORCEMENT MAT(TRMl contain at least.approved by utility provider AM City of Aspen aEng' in� maximum sdu p Use arrow fill mue E.Redding for Pexib.lines.11 he dd cmshed scree.r.,free ARTR.or EA direction of Mil. eent reure bottomadequ n suppca of wens WON-7. excavation or after any aewatering action.. laban Drainage and Flood Control District Urban Drainage and Flood Control District Urban Drainage and Flood Control District S.roahmmeOf tr CeoChedareaS wiMin Fseevthe Cn City Right Of Way mudaleo meet the reguirem November 2010 Uhan Stain,Drainage ntma Manual Volume VTC-3 November 2ol0 Urban Stom,D g Criteria Manual Volame3 VTC-5 VTC-4Drban Storm Drainage Criteria Manuel Volume November 2010 Standard 9.%Neter ines shall be a minimum of 71.below the ground surface.Refer to the Water Oistdbution standards for a...nal iuter lino requirements. TRENCH AND PATCHING DETAILS """ "" C dire ENGINEERING DEPARTMENT a.m, .o`yp00 LICFN CITY OP ASPEN �. UAA.'•' 'TsF, win 517 E HOPXENS STREET STANDARD DETAILS vO•j'pOYV a;�,,c; 61N.CDOT CLASS D 4500 PSI CONCRETE W/ ASPEN,CO 81611 PHONE:(gto)gzo-sogo SNOWMELT TUBING TIED TO 04 REBAR @ 18 IN. t s427 oz0 w,v,.mummn..,.....,s,nr,s,unnmwonno.n.co.nsuaon, O.C.EACH WAY TEST STRENGTH WITH TEST CYLINDERS !(�^Ag+� a.,aonn Concrete Washout Area(CWA) MM-1 Concrete Washout Area(CWA) ° ° (REMOVE SNOWMELT TUBING IF NOT �:-'�S G`,; , Silt Fence(SF) SC-1 P° x k >P ° x x SNOWMELTED). I - S/ONAI r,' SM-4 Vehicle Tracking Control(VTC) - n = aREw xa� I° 1 1 a 1 1 °I R10 RIGID INSULATION BOARD E.Fu�,�.,J-. 1' 4 4.rl,m rope. F.,a ,* 6 IN.ABC CLASS 6 ROAD BASE ', . r re PF aRn,arw arm. I Z.a 1 X SF , wlmENwEE OF ISPa gnWm BE EA RETR Mar RremE..,m¢r and u SOON AS YxE eta ''��''__ ""En""' _ MEE POST wiun'inO' 1_'�(Il_ _ �-'asRleOx ixoDa xEeEssmlxouNaNlamupwxG A STORM THAT CAUSES sutsAa ,s .nox xar w n`" UNDISTURBED SUB-GRADE OR ®NExNCE %xxL. - 'X41+ .0 aFD an ruwZ1 RT.EAT.NEKREcu,r gOR EECioan sF a.H u L'D users lxae flu IyaO m,de,.Nanpd,a,.a.�e�ar..m 95%COMPACTED FILL SPRONO m auF'"rinm:PERT. srccndrs uo mRREcmE MEasuREs sxwin eE III III _III III III III ON ENT ild6=1111401."3* Fr- NNi RE xp�0AN«mA�m�) SILT FENCE a0 I A-4-'e-_ i' a600',EAr OF4.RE CWA svrLE BE giaxlE REo REPAST w ENLARGED K x WIEFE wliaEs.caS DE ows"iNNICTON WE NEE Pxm REM NA ACCESS MIS p( ;:•s-�-p-V IiNOUEb FOR ME..12.15 EnCONCRETE FMNm in DEPTH ACCUMULATED Elm as wmwE/car vuNi ea ersr,eua rmr�o uxa DRIVEWAY POUR 1 1 I- -IW Tn.' CONCRETE WASHOUT AREA PLANNm Fxa T.E sit she,N A RATFR-rY., COMSTRUOPON EN n PRIOR m DE/LOIN.,of ROCS. NOTE COMPACTEDaE�aRN woo CDMRXER NrD DEPOSED Of PROPERLY. m ceens >m O E� Pegg xf Nxw E�x set.."Ohm O Nnr 1. CONCRETE SHALL BE CDOT CLASS CONCRETE,TESTED AND APPROVED BY CONTRACTOR. Q UN�- _ ,14 a PR rva SNAIL IN 200 CONCRETE FOR DE PROJECT Is wncm sEci"iPw.wmO u caws.00ISAaE'On r aR�ai ROCF 7- 2.CONTROL JOINTS TO BE 10-12'MAX.EXPANSION JOINTS EVERY 40'UNLESS OTHERWISE SHOWN ON DRAWING. MIME J ---- '-S®h. F 3.SNOWMELT AREAS INDICATED ON LANDSCAPE AND ARCHITECTURAL PLAN(S);AREAS NOT INDICATED FOR �} MAN OR°THERA.STABLIRO M A MANNER APPRO.BF SE LOCAL MIMETOH. cRODno a MIN inn®CDR 1 i yz Mln JPa, SLOPE R...AA AEA A.A.R.A.reAAATAEe.AA A.,AAR,�nre,AR.a...A A.A.,. �ELE MAD O c MS)/ �'cVIPS°iTw"`c.NrCASES'MAE°."S SNOWMELT SHOULD MATCH THIS DETAIL,BUT EXCLUDE THE SNOWMELT SYSTEM AND INSULATION BOARD. cant O x O wx.1 lOS65 L(s0.Te 99 Nwr aunlsmcm odcnarB°s°ro"`woi oLTAL sNi110oulri°ect"°u�w°fTN1S' _R/108011. 4.HOLD SNOWMELT TUBING MINIMUM 2 IN FROM CONCRETE LIMITS. O 6rE r ro' MIN SECTION A DETAIL 1 aNruNolOs"s xmm.ILT FENCE m � �y ..a cNoS.,n cuiscrnE IE.a,no S,Rum aE 5.STEEL REINFORCEMENT IS#4 GRADE 40 REBAR PLACED AT MAX OF 18"O.C.EACH WAY. 'Tow TOE ' rnM eawa. a soar m aO.2A,r.EP SCUD ea WEIRD um. 6. ABC CLASS 6 ROAD BASE SHALL BE COMPACTED TO 95%OF MAXIMUM MODIFIED PROCTOR DENSITY WITHIN 2%OF (:WA-1 CONCRETE WASHOUT AREA DlnexBr DF nE FxlaxE OPTIMUM MOISTURE AS DEFINED BY ASTM 1557 METHOD C. .caw arms Ew4Nowar 0 u0`",N 9 mxsm'•CS0 .Nn:.CSe.m NIE xTaargO .sin Pun,ER FaR o -csA iNSruurxw LOwrn. S.mum MUM..M IN xRD uw O m RE a1OAm E PAV NIP W Oar MO SILT FENCE 2-CO NOT LOCATE AN urMxm CNN NUNIN wO.Of ANY SATuaL OR"xwE PArwtwr a Rr 1xt ExO O DE ow n amaFuxo m aaxnl,a�.uwr raw NIP s WASHED Vi aaN,emaY g.ra DNNN. MST ROLL WENTB R*ILrm'W nor LOCALE w"Nln''''rI An MILS OP aaxnlX61M1Or SWRCES IF tlDII:NMY JAIenCMM N4C gW DEINt1 Tk,T VMr FAOY WTen 6twD.N0 088050 Z ACE rowaE�i.'rtwu�iMSrII us �NO A's'Ox"mtRARR06 ML�ourTMioLxvlPi551aW wvsvrEz uc aolm cnuvs.O m dice omE Shoup aF usm IME2t 1.i�J- Srer ti E.In SILT fExc LINESURD A CRaxo STOWE ARE SKULL BE USED.CONCREE"� A �a ohm woo Cn w dive mwu..m saute a avm axEm INS n a x RE CN A SF..BE INSTAL.PRmR TO camREIC PUCE.?ON STE. I MIN.COOT CLASS D 4500 PSI CONCRETE Os RSE ■U 4,cm,SHALL xcwoE A Fur sulnaREUE NT TIw a ier LEAST I'Isr 0.MOP.. PROVIDE 3"JOINTS FOR POROUS MATERIAL 3 L - LEADING OUT OF THE wmSaEFACE PIT SF..EE a:1 OR Fwmr.THE PP NOSH.SHALL RE.enEO a MExxEsa or aaTExnEE Has LE.r DEM /� o "I Limo THEE°c"a0u o LOM,TISETI WATER HE B" era hefQTx0 0,r.P �.em�91RRODxOIrq PROMS�BD I SHALL��x� sSML Nlnuurl SNARL car'. / DRAINAGE KNOCKOUT / cMo 0 SECTION A 7.Igns 100 eE PIAOm AT ME 2Ofa CEnOr�aflx°E�AaPIxETE.cvr.AroD 31N.CDOT CLASS D 4500 PSI CONCRETE W/ OF CONCRETE TRUCKS AND NM.Ras. °P°Mi°� - SNOWMELT TUBING TIED TO#4 REBAR @ 18 IN. / -i a O.C.EACH WAY m SF-1. SILT FENCE B.CASE mr_WnTm WEE.Far POURER BERM DDxsDn«:rmx, O Z VTC and Flood Con.District November ° TEST STRENGTH WITH TEST CYLINDERS CO Urban Storm Drainage Criteria Manual volumes / (REMOVE SNOWMELT TUBING IF NOT I d • • SNOWMELTED). < o R10 RIGID INSULATION BOARD T November 2010 Urban Drainage and Flood Control District SF-3 ' u� U BORE OUT 30%OF TOTAL AREA TO CREATE 1 IA Urban Stone Drainage Criteria Manual Volume 3 SC-I Silt Fence(SF) R=o.zs 5 5 's � I �'�O ��O O� '•O�I�O� 6 IN M N.THICKNESS,4"NO.57 AND 6"NO.57 POROUS SPACE UJ o Sheer Step Detail ti _ _ CoeA-BxiNina ease haw one line mremdn.mill to 6"offset snort of me nanladthe fie or lane 21'IFT or 8�9Y%(MAXI �/T. Q unemdWE remin. i _ STONE SUBBASE n %Center of existing edge or lane line po remain) 1 E. I I-III-III-III-III-III-III-III • UNDISTURBED SUB-GRADE OROL•Lote- -2 Sao INSTALLATION&T-TOP ASPHALT REMOVAL DETAIL _ 95%COMPACTED FILL 12"min. COMPACTION51 CO O 1.SILT FPCE MUST EC PLIAUT AWAY FROM TTE TOS.EV THE SLOPE TO AIL.FCM MAMA amFs Existing Asphalt ESleet Step(milling) I Full-depth AsphaN PrEsrraa=STm vnaa Mine aLOi1E�aID`s`FE INSTALLED ALLOW nit RAT FOR RFPI.ACFFEET ASPHALT I V/ CO < w MONO RID COMMON. NUMBER OF DEPTH FEET ON EACH SIDE OF TRENCH BARRIER CURB&GUTTER-TYPE A 1 A DEPUTES O.IC 4.ANEW TRENCH SHIML EE MICE sox DEMLE.NO RON,CRATERS,BACNICS.OR SINvs aFLORAEM SILT TO UNDISTURBED SOLID BASE,OR (Catch Type for Typical Edge of Street) CD CD a lNsn. cases-gage of milling TEN me center lane. NOTE 5/1 E/2020 DATE OF PUBLICATION z WHICHEVER IS GREATER** Z camera lane 1. CONCRETE SHALL BE CDOT CLASS CONCRETE,TESTED AND APPROVED BY CONTRACTOR. 5/18/2020 PERMIT w TRENCH BY NAM. }} HEWN *-21 2. CONTROL JOINTS TO BE 10-12'MAX.EXPANSION JOINTS EVERY 40'UNLESS OTHERWISE SHOWN ON DRAWING. Y COMPALTON MALL BE SUCH 090TWA ar ONT s 50 ROOTS BEING Puum Our OF ANCHOR LO Existing 005001l Esheer area I(ma1,50) Fan-a»m AsphaN 5.9" 5• 3. SNOWMELT AREAS INDICATED ON LANDSCAPE AND ARCHITECTURAL PLAN(S);AREAS NOT INDICATED FOR w A.slip 85800 ...........SWOLL n N A.im Ir µas R nOIED iOANic*09m m ncsms.. asfx01.r ASPHALT R=0.25• SNOWMELT SHOULD MATCH THIS DETAIL,BUT EXCLUDE THE SNOWMELT SYSTEM AND INSULATION BOARD. CC s sad EDGE EABx swL HE AMMO.rD THE sRXm usxc r HOW gurc sent, IIIIIIIIIIIIIIIIII nS" KNENE SORa"m a 4.HOLD SNOWMELT TUBING MINIMUM 2 IN FROM CONCRETE LIMITS. } DOWN INC SHARE .n.NEs um wEs MmuD eE Pup..s urxm mE rurx MENTINTIM OF Tr 1"IFTor�.3%(MAXI 1- 1" 5.STEEL REINFORCEMENT IS k4 GRADE 40 REBAR PLACED AT MAX OF 18"O.C.EACH WAY. o c05e -xidirg ea9enne or lane line..bit remweA Min or 6'onset beyond the Center d me proposes 1 _ O _ s`FORCE ME Mgr:' BE c atlaealane line. rum...I IFTS / 6. ABC CLASS 6 ROAD BASE SHALL BE COMPACTED TO 95%OF MAXIMUM MODIFIED PROCTOR DENSITY WITHIN 2%OF o PAINED PERPENUICLIEN TO TIE CONTOUR TO CREATE A NEM Center of proposed edge or lane line R=1.5'R=0.25•/ E.� OPTIMUM MOISTURE AS DEFINED BY ASTM 1557 METHOD C. ININ.PQM flOMS MONO THE DOD OF THE SILT rOCE tns icuer tam 2d). yy / ,SILT MCC STALL GCPRIOR i0 MT LAND MM..AmMTdEx E 6' it Sri u1 MINIMUM OF 4"OF -� cc _ 12'mm. -A REPLACEMENT ASPHALT 1-CAB• PERVIOUS PAVER DETAIL 0 Existing Asphalt �SM1eer Step(milling) Full-tlepth Asphalt BACKPILL MATERIAL IN TWO COMPACTEDLIFIS Z 1.Ir19Ea01 909x�x nMMDA1EAND NNMEN MEN 16 80T�.1 0 066510N. **army,EDGESOPREPLACEMENT ORMATCR TO EXISTING '-'L COMPACTED.' N E �� EM ASPHALT SHALL NOT ARRfDxr NDARDg PWnss,0n, RA.BLOTS)WNCE. a AmaiNu Our cures SURFACE COMPACT GREATS WmC1aVERlR BARRIERnType CURB aGUTMER-s B Y ONO"A•°'aM 1 WBEELP TTI THE ma^Come"erEouPrs GREATER (spinforRaised Medians) w Fn]Wn,AND PFFFORa RECESS.'Mvn1EaONtE. WE¢EL PATE (Pi w I.FREQUENT NE LIB Earanbn mum rWNEmuxcEAARE xm CONNECT Cr POwNOPERATING CONNECT. waED BE BETIDING co v"Nam TROBVJOHET. The SaWCut shad b*full depth and 12"minimum from the existing.ge of Ophalc. } AWa H rEREB TMfPS`pIID.REAM OR RPV.CflIEHT MU.BE HINTED UPON The WI.Of the milling dellba1,TITe as the MUn,but of the Mottle Of full AlWOf the Ica o The Milling area stall be tzmmimum.I..t oao he apmine Eau wiam dim.axiatmg aagM1an. O Nrne:concrete must conform to cool CMss'D•(mm am zaaey compressne so-engm of 3.23 FT p 4.SEMEN!ACOARRATED 6500 pei1.806ofth'i strength must be gamed in the first 7 days. - 1 CD TO PAWNS THE FIAMDDIPLOT UPSTREAM nmug�Of eaneame T8'n'S a Zil'Sache adgaammemniedereaaahanbepaRAdedmme r-'P PAVER AREA:26.74 SF mums ls.PPRomuAaLr r°F TM NM.TYPICALLY WEN OEM OF ACCUMULATED mat sversa seams atmaewa nl u»mulaa erase shah be pamanaimlmrmme ••Lvimh of Curb and Gutter dependent net aeaignatea location car matauatinn REQUIRED POROUS AREA:2.14 SF OF W e SUCH As SASSING. 1 X s�n�maxR�an� ,xr MICE Pnw THERE ARE sdOlrs WOO tarn lanes here practical me longitudinal seams at the edges of the mxiee areas shall be parallel 8.28 FT 0.29 FT z OF 3-1/2"GAP AREA=3.44 SF p me tan: seams al the endS 01.millnd areas shall be perpendicular , 1tr.r.aNc Rm eta aEs st.,o��eEOE°ANr.asT Psi LEr POROUS AREA=11% DETAILS 1 m a TENT CONTROL tO me alredion d travel. DEPENDING ON EXISTING ASPHALT THICKNESS �.�«TP+d sFFa ce en Alm..,Laren OR 8Dr8N0E gT50040 As 6009 6 Pen Br 009 d",ou DON ASPHALT MAY BE SAW OR WHEEL CUT BARRIER CURB AND GUTTER DETAILS / g om�N, tiL�PET M m ARD COWLS �mENGINEERING Eq o 6sE ET NT STI ROIMVILg mw,mE aana ) CD° 0.29 FT x aWDE"B'aLENICE"S.A� �dU1501GMt8 A410 WWI OEIIYL SNOUT H USD MIEN REVISED ARe ASPEN,CO 81611 �, PHONE:fO210.5Og0�� X64 „® ^ 0 OLn • SF-4 Urban Drainage and Flood Control District November 2010 ■/V- il 4.E TrAf EVE' D 06/30/2020 ASPEN BUILDING DEPARTMENT �n �e��aayb�� nini WOODY CREEK E / Antic yr-0/4? n l,OR? �rwv 57 GUMS �.�a.�,�w�,a ENGINEERING ar "r a.rra•nr ".`awwrr`r .wabm- �n-ate .«a PFE SIZE AN49 1N?l 459 em'6 1 4" QT t]a cr _ �°' °' °` IIII�1 DRIVEWAY TRENCH DRAIN gg �� m[any 8- C15 10 Ll �\� DEAD END �— WYE m eeasv8 `" �, /0 r r08 as.g,,,-..+. 27 .R1Ps.rwr.�.�ro�m.,m..e \"��I I� � "� _AREA i 7 rtr �' ,4 ,� r -,f ys --j\ -Nit,,<"' ' WOODY CREEK ENGINEERING,LLC rar N msxx • au¢ra.ry vrsnaeawm�rrmrame �" em+a P.O.BOX 575 •I p - �W ,Q c 2 ACO DRAIN WOODY CREEK,COLORADO 81656 Mr>4nN wRr anr�yn[Mr S (P)970-429-8297 [lPz a� .. ItTilE:iTitnrr•Ililr llmir:ltriittalil�r><• ADA) OR L4P SECT/ON ro cc GATE VALVE Ern. 0 -LAY COPPER AT<IWORY ! ALL Arm.row. @ a a,• fie- ©®B �� WOODYCREEKENGINEERING.COM II ' `m`"a ay.wV.•r. mnnr.,' i °°�` '"�""'""°"'ar.,r�„aawr,r "°r'°` \ l"✓l"i�� S Product Features CO NAS ate.as �i O ='JL— TYP. WATER SERVICE DETAILK �:ZZ���? ®.ne • Certified to EN 1433 Load Class E-135,000Ibs-2,788 psi�� 90;,45;22 5 rwr.m,-rsurrc caa' A--ia•w ar mans 'IIIIy�IAIII 5, • aN TEE ELBOW,HORIZONTAL OR c, ,/i•/az',Or rw�"'� "X°a'H 0 s µ _I I,_" -�� �y�� Usnrrvwy✓w.w ussr Uses'QUtkLok'bolsess taking system BOTTOM OF VERTICAL I fur Rauw t ��� /lam Suitable for use w181 K100,KS100,H10P8,H106I0,H100K8 4.4 a'�'xar� �'-1,r�w,ar .ww•n•wwuev Nu. l��lJ` ,/`/����/l�/1��� H100KS8,and NW100 channels t aa,a ay„„..., arra.ramra-ra �l r,•Fot"`amwa�.. a _ _ am as `wDoor • a w •mr..mxvr ae Manufactured from ductile iron to ASTM A 53684-Grade 654512 a-,pay a �� ,r-,/ :r-,n u �`•�, FNMA.,ear wvr sow.N�� VERTICAL THRUST BLOCK DETAIL • E-coated for improved resistance against rust r tor rar Ix tar an tor tat ars am Am 'ma.wwrae x a'�°wr ,wrw ro '� • Complies with ADA-American Disabilities Act CIS\f , z asr ''''' m taro of 1990 Section 4.5.4 ' i�asv-r —a.arm rw A 14. PA PM MOO woo raw us Ewa IPA 2155 yaw ,a/a,°1`vr' I .4 r�a.�Mrr •..rasa V.•l =S _ "'•"""rr —� \ .dam • Bicycle Tire Penetration Resistant to AS 3996-2006 z. z. m. m. mz. z. m. ,. .aa am ,tar >.� mm am ,am xi>s am a,a, r c .el— n- .'.w° i z� �\ N�dR'- os ni bra k t mw'mu) ar symt xo nnrvu.er•a,xr fait uce m"a;,rav arw .wrraaror,«r ear,... O��@111 �\��� .,., ��'�+ I V�!1 - GICI rk a a �..�aa�awa Or .raRAMMVs,w,ffi1IWINT,ma 5,e.yarAA5 n..r,.� ..wya,w,.,,,..� ' r,.rw i�© a0 WW1 '''' , /I,."` ro.as w�.M.Ma O '�PpO F 474.44444,, sani emni _K , �� .., wa .�yraflaa p � � s� r pux, 'g an M .' .rwer awr rwr.+-2.a,.ry, - 'N •,G°.'O�SUAA;pTc.,.o; a... aao A £ - ADJACENT WATER LINES „-ma n6/zozD F yay« a ,r-,i an TYPICALVALVE 5. GATE ,., g=c-'. PLAN N THE SAME TRENCH iv a27•, .TES n.r= waa��a '"'Rag.TO r �_ ► .w as my waaaa ELEI/ATION " aa ��a" „ I S/ � �� �'� COMBINATION AIR VALVE MANHOLE DETAIL s ONAL 14. dW pm nm EW :® A K am aA .625 m f`"" en,e,a ,.m am ay ram, ,.,a ,.A ,=n ww a Al Jaws Ana,,,,.a,a,rc...amom N. .... CONCRETE THRUST RESTRAINT DETAILS m`=Oe"°°"`r"t" a"`"'" "� VS.„a I--�� _L SpecificationsGeneral_ The surface drainage system shall be ACO Drain K100,KS100,H1008,H100- n`w` Pial_ ELEVATION myscmr 10,H100KS,H100KS8,and NW100 channels'complete w1N ACO Type WWAD[VI Itall.MEKIITS `M""'"aa as„o- 10 WATERL/NE/CULVERT CROSSING 478Q long tudinal ductile ron grate with Qu ckLoa lack ng as manufactured m—_ ,.serra \ IoI °7 , by ACO,Inc.or s m tar approved. l�IIII//// Materials � r S a'^'ar5 ,oy MO sevr o The covers shall be manufactured from ductile iron and have minimum �.ars wrx war '�rvr — "r'°%fNe • ® 'Vane 1,1A1 no s.. wni acm, properties as follows: AWED OR.51427. 91LM =PSC Cua a µ, l •Independently certified to meet Load Class E pen tyce .7,IN covrAr MIN INSULATION SECTION to EN 1433.135,0001bs-2,788 psi MORMIAN Of / % vaawr I-AMC aw,arr I •Ductile iron to ASiM A 536 84 Grade 65-45-12 O Done man. \ +a"Y m sour j j/ e 1� i •Intake area of 22.5 sq.m.(145.16 cm')per ha8 meter of grate a ,� 's"r''a` JI i, ',: '. The overall width o14.85"(123mm)and overall length of 19.69"15IXlmml. �.�t § ^ y� wo x am IIIfli �I'I 1 Ti.s.n sawam ---, aH a .a a m Slots measure at a maximum o 0.28"17mm). �L O r Installation r� scsraao cur rata• j e a �`ms m O o' The trench drain system and grates shall be installed in accordance oath the �ncanv ,ra manufacturer'sinstallation lestmO60ns and recommendations. 'taw. niaa�y' YagEST" _e<mr 'delete as appropriate i— IT nxu "r ZOO; ` ararew/r:rcrrrzaurrrzrar—smtaw 0"mrrrcr zarc srwu ec mmaum rcn ury ov,rs ru moo scumwns,vn nnro ar ^mo-s rl.vr- -rwx -7:..----rswa a //�j 0 9 erxsus zwc srva wawa rw an or,rsw Rare naxumr.am awrrac grew," L ALLPPMt. nnNaacrrcMrs Vi 11 =AM rmu¢wnic CL 1 amvm N:!" mere or sxanwx m rmc waw.vr s .,a„®a. A NO a ccvun .nca.nmirs�, -o•,wxy..wcan m c� palm. ,+r,sr,uib" 9 Q April www.ACODrain.us Ct z O sma arwr ar usm awwmw n:,«lY"sore r,a,ress„w re 60w rare.SEAR II. � 3 WATER MAIN FIRE HYDRANT ASSEMBLY A r27,„r„ma+r,,.0 a-,,00.,- a„,,,„,a�,o ^ r9 TRENCH CROSS SECTION INSTALLATION DETAIL &= R"""'"""""a"'" `/, ,r,a WATER/SEWER CROSSING 0_ a i �0.25 FT O N GRADE: 7933.17 DESIGN:GDD pr CO`�/ °af CITY OF ASPEN ALL STANDARD DETAILS Laughlin Water DETac coo PROJECT NUMBER eL o WATER DEPARTMENT WATER LINE EXTENSIONS FOR WATER LINES Engineers.tar CHECK.coo D-1 2.00 FT-- ° f} L DEVELOPMENT O ,�""„ mraim DATE dnrvuaav 25,Ai DRIVEWAY POUR CONCRETE < a AND SUB-GRADE , 2.00 FT = ` cMol y w 5 0 2.00 FT i \ / 11 d IE:7930.25 t �- � jr^Cl- I rr 400 FT Ix 24"1-1/2 IN. , .Arsokt• d r..",'4:, 5/18/2020 DATE OF PUBLICATION CD CLEAN STONE )�••.TN,••� �� 12.87 FT Lv i4id,s4' 1.00 FT _ ^� �, 5/18/2020 PERMIT Y 81N THICK PRECAST CONCRETE )*...11120.• a L����•i'. t" LID SECTION WITH RUST ����.,c 0.67 FT RESISTANT ACCESS HATCH •-•• ��2.00 FT N } WITH LIFTING HANDLES ` `+•� .At o 6IN STEEL PERFORATED S 4ia0 PIPE COVERED IN MIRADI ).•ram •.' •. FABRIC SOCK yfs*' • ACTIVE DEPTH� . DRAIN ) =er a • • =10.4 4s-lr•4r w 241N STANDARD 0' z DO NOT CONNECT TO MANHOLE CAST IRON •t �-.••__ • 6.00 • •t•t`• Y FOUNDATION DRAIN RING AND SOLID COVER ) a! L "�-���iI•�' w :9-" ' '. 6.00 FTEr 1IN DIAMETER )1 • • • • • U 3/4-IN WASHED ROCK PERC.HOLES ) o a _ - • • i� • �. o 0/ --DEPTH VARIES. j f I °o SOIL BACKFILL AROUND .. r. IIIIIII -1 SEE PLAN. 2'MIN WIDTH MEASURED FROM EDGE • • • `'• • FOUNDATION PER STRUCTURAL '• • . ` , �, PL. AND GEOTECHNICAL OF ASPHALT ••�. • " • • • • 't__10>04 x ENGINEERS i ai i s O -_�4"MIN AASHTO#3 'All ( • • NAM 01111111111 i'%-�iT'i�iT'iiT'i ��i �%i : DETAILS 2 0 my..'y�,�.:y .,A.,A., 8"MIN AASHTO#57 OR#67 _�• ' f �6"MIN C-33 SAND �� L 4v41,4 s w at- w ag. s rT-IT10 G 4r AOS �r1/06 �G 1 2.00 FT o POROUS GRAVEL • • • • • • •S • • • ' C501 WINDOW DRAIN DETAIL •4•� ' ' �•L ' fir•, ' ,•',� j t Ix Lv DRYWELL DETAIL etECE ED 06/30/2020 ASPEN BUILDING DEPARTMENT EXISTING CONTOUR PROPOSED CONTOUR WOODY CREEK ®.. PIPE ENGINEERING GRAVEL DRAIN % WOODY CREEK ENGINEERING,LLC " � P.O.BOX 575 --Mil" WOODY CREEK,COLORADO 81656 -//�` PsI Ex_E G� GAS METER (P).970-429-8297 / c\\\Ek Ex, WOODYCREEKENGINEERING.COM / \0 P—S`FX uE -T� �_EX UE� E ELECTRIC METER TTT I E�_ / �c> REROUTETA SEWER �_, / AROUOUNDDDRY DRYWELL / c \ REROUTE GAS SERVICE PROPERTY LINE �� AROUND DRYWELL UTILIZE --� EXISTING GAS METER 8p 0 ��, I LOCATION \-i' m,; UTILITY SERVICE --ccs, p NI 7 / // E E=ELECTRIC / _ �" I / UG=UNDERGROUND GAS II (A). SS=SANITARY SEWER /„ v / I / W=WATER / „ / Tel=PHONE LINE ;.,' 0LION_. % / c f Cable=CABLE LINE ,°°�.o5�°A"."��so; " .,5/18/2020 F .t 427:, �,y tib /n `i a, % / I !Si—AL�,r 3 /8u / / � W u / n n P�_ / I..I..I /u / o 8 n / O / / „ n 5 / W co vi 0 N7------,. / I itll / 0 a / . _..1 __________ MI� / w cow w / 7 Ci) CO Q CC 5/18/2020 DATE OF PUBLICATIONCC Z W 3 w 5/18/2020 PERMIT w al IV\ Er U 0 O ABANDON EXISTING WATER \w 0 SERVICE IN PLACE PER COA WATER DEPARTMENT 8 STANDARDS PROVIDE NEW 2" \ co TYPE K COPPER WATER w z SERVICE MINIMUM 18"FROM w OLD TAP w\ w NEW ALINGMNET SHALL w U AVOID DRIPLINE 0 0 0 X O UTILITIES 0 0 C6000 5 10 20 40 ��r w Scale:1"=10' IAECEVED 06/30/2020 ASPEN BUILDING DEPARTMENT EXISTING CONTOUR .ift4 PROPOSED CONTOUR WOODY CREEK ENGINEERING ®nu PIPE GRAVEL DRAIN WOODY CREEKENGINEERING,LLC P.O.BOX 575 LE, WOODY CREEK,COLORADO 81656 P—$ [X_uE (P):970-429-8297 /l l c\\\Ek-Uf G GAS METER WOODYCREEKENGINEERING.COM 7 \c P2S`Ex uE ---\ PEss`� GATE �e � % �� E ELECTRIC METER f'5.-''' i r� m PROPERTY LINE 1 i/ \ // ml ; �` � UTILITY SERVICE I // %y / I CONCRETE WASHOUT E=ELECTRIC IITRACKING PAD UG=UNDERGROUND GAS t 7 SS=SANITARY SEWER /! I / / W—WATER ;�o`yP00 LOFN-- Tel=PHONE LINE `5°A""�s�- v / o,.oe �,o- ' 5/18/2020 G 1 / Cable=CABLE LINE I427:_ / - ss/ONAI& / W b /� /7 if 1 w / / 0 1 / O , // 0 JI wU Y a / /7 o tr.'4---------,d._____ o to o Se �� � / , O QQ I/ 3 ----zed / = Z 5 w �I n O I..L 0 7 (/) cr) (1) 5/18/2020 DATE OF PUBLICATION w 3 w 5/18/2020 PERMIT Y W W / 0 \w\ U 0 w\ 0 0 w z w z EE W W 0 U 0 0 O 0 EROSION o SEDIMENT o CONTROL 0 0 C 7 0 O�ECE D U 06/30 2020 ASPEN BUILDING DEPARTMENT APPENDIX D-HYDROLOGIC CALCULATIONS RECEIVED 06/30/2020 4 ASPEN BUILDING DEPARTMENT TOTAL FLOW FLOW PEAK PEAK IMPERVIO X RUNOFF RUNOFF Intensity Intcn-lily TOTAL IMPERVIO BASIN PATH PATH Intensity FLOW FLOW BASIN NO. US AREA IMPERVIO COEF. COEF. Tc (min) (10yr) (100yr) BASIN US AREA AREA (ACRES) US 10YR 100YR LENGTH SLOPE (5yr) (inrhr) (inrhr) (inrhr) 10YR 100YR AREA (SF) (SF) (ACRES) (FT) (FT/FT) (CFS) (CFS)` e e e e e e e o EX:1 i 6,000.00 0.00 i 0.138 0.000 : 0X 0.15 0.:�5 100.00 : 0.0060 10.56 : 2.363 2.843 : 4.541 0.059 : 0.213 e 4 0 0 0 + 0 0 o e o Total 0 6,000.00 0 e 0.138 0.000 o OX e• - IDe• - o 0 0.053 0 0.213 TOTAL FLOW FLOW PEAK PEAK TOTAL IMPERVIO BASIN IMPERVIO X RUNOFF RUNOFF Intensity Intensity PATH PATH Intensity FLOW FLOW BASIN NO. US AREA IMPERVIO COEF. COEF. Tc (min) (10yr) (100yr) BASIN US AREA AREA LENGTH SLOPE (5yr) (inrhr) 10YR 100YR AREA (SF) (SF) (ACRES) (ACRES) US 10YR 100YR IFT1 [FT/FTl (inrhr) (inrhr) ICFSI ICFS1 0 0 + PR:1.0 736 736 0.017 0.017 100X 0.32 0.36 20.00 0.0325 5.00 3.231 3.360 6.325 0.061 0.102 0 0 o r PR:1.1 1:32 - 0.004 0.000 0X 0.15 0.35 15.00 0.0325 5.00 3.291 3.9E,0 6.325 0.003 0.010 0 0 0 PR:1.2 325 37 0.007 0.002 i 30X 0.32 0.47 20.00 0.0200 5.47 3.186 3.633 6.123 0.003 0.021 e o PR:1.3 : SO4 - 0.007 0.000 : 0X 0.15 0.35 5.00 : 0.0100 5.00 3.291 3.360 6.325 0.004 0.015 0 o e e o 0 0 0 PR:1.4 : 446 - 0.010 0.000 : 0X 0.15 0.35 1i 0.00 : 0.0100 5.34 3.088 3.715 5.934 0.006 : 0.021 O 0 o e o 0 0 0 PR:1.5 : 282 - . 0.006 0.000 : 0X 0.15 0.35 5.00 : 0.0250 5.00 3.291 3.960 6.325 0.004 : 0.014 e o PR:1.6 : 415 - 0.010 0.000 : 0X 0.15 0.35 8.00 : 0.0100 5.31 3.221 3.875 6.190 0.006 s 0.021 e e PR:1.7 : 252 76 : 0.006 0.002 : 30X 0.34 0.48 6.00 : 0.0100 5.00 3.231 3.360 6.325 0.008 : 0.018 e o PR:1.8 : 254 - : 0.006 0.000 ; 0X 0.15 0.35 10.00 : 0.0200 5.00 3.231 3.360 6.325 0.003 : 0.013 e e e e o e o 0 PR:2.0 : 242 242 : 0.006 0.006 : 100X 0.32 0.36 20.00 : 0.2500 5.00 3.291 3.360 6.325 0.020 : 0.034 0 0 PR:2.1 : 264 264 : 0.006 0.006 : 100X 0.32 0.36 20.00 : 0.2500 5.00 3.291 3.:360 6.325 0.022 : 0.037 e 0 + PR:2.2 ? 226 226 : 0.005 0.005 100X 0.32 0.36 10.00 0�.2500 5.00 3.251 3.:360 6.325 0.013 0.031 e . o e o o o PR:2.3 ; 415 415 I 0.010 0.010 : 100X 0.92 0.96 10.00 0.2500 5.00 3.291 3.960 6.325 0.035 0.058 e o e e o o e o PR:2.4 : 237 237 : 0.005 0.005 : 100X 0.92 0.36 5.00 i 0.0200 5.00 3.291 3.360 6.325 0.020 : 0.033 e o PR:2.5 : 88 88 : 0.002 0.002 : 100X 0.32 0.36 5.00 : 0.0200 5.00 3.291 3.360 6.325 0.007 : 0.012 0 0 0 0 PR:2.6 : 484 484 : 0.011 0.011 100% 0.92 0.36 20.00 : 0.2500 5.00 3.291 3.960 6.325 0.040 : 0.067 0 0 0 0 o e e PR:2.7 : 232 232 : 0.007 0.007 : 100X 0.32 0.36 20.00 0.2500 5.00 3.231 3.960 6.325 0.024 : 0.041 0 0 0 o e PR:2.8 : 234 234 : 0.005 0.005 : 100X 0.32 0.36 20.00 0.2500 5.00 3.231 3.960 6.325 0.013 0.032 O 0 0 . 0 PR:2.9 i 34 34 0.001 0.001 100X 0.32 0.36 5.00 0.2500 5.00 i 3.231 3.960 6.325 0.003 : 0.005 o PR:2.10 : 43 43 : 0.001 0.001 100X 0.32 0.36 5.00 0.2500 5.00 3.291 3.960 6.325 0.004 : 0.006 e + e e e e o PR:2.11 : 62 62 0.001 0.001 100X 0.32 0.36 7.i"0 0 i.2500 5.00 3.291 3.360 6.325 0.005 0.003 e o e e o e o e PR:2.12 : 40 40 i 0.001 0.001 ; 100X 0.32 0.36 7.00 : 0.2500 5.00 3.291 3.360 6.325 0.003 : 0.006 e o e WW1 37 37 E 0.001 0.001 : 100X 0.32 0.36 5.00 : 0.0200 5.00 3.291 3.360 6.325 0.003 : 0.005 O o e e e e .. e W W:2 : 43 49 0.001 0.001 : 100X 0.32 0.36 5.00 : 0.0200 5.00 3.231 3.360 6.325 0.004 : 0.007 W W:3 y 49 49 1 0.001 0.001 1 100X 0.92 y 0.96 5.00 0 0.0200 5.00 0 3.291 3.960 6.325 0.004 0 fECEIVEE . 0 e + o e + e e • fl6/31)/2020 0 + + e o e o ' Total 6.000 ii i 3,705 : 0.138 0.085 i E.2% i 9 0.336 0.623 9PLN A A Ai et A A ' t111:D1Nl'bEPARTMENT APPENDIX E-HYDRAULIC CALCULATIONS RECEIVED 06/30/2020 5 ASPEN BUILDING DEPARTMENT Project: 630 W Hopkins Total Area: 3705 sf Impervious Area: 3705 sf WQCV WQCV Depth: 0.255 in **Based on 76% WQCV Volume: 78.73 cf Imperviousness. Factor of Safety: 1.50 WQCV: 118.10 cf 100-Year 100-yr Storm Depth: 1.23 in 100-yr Storm Volume: 0.00 cf Factor of Safety: 1.00 100-Yr Retention 379.76 cf Drywell Volume Calculation Interior Diameter 6 ft Exterior Diameter 7.04 ft Gravel Ring 2 ft Interior Volume 28.26 cf/ft Gravel Volume --Exterior Area 95.68 sf --Interior Area 38.91 sf --Gravel Area 56.77 sf Void 0.3 Volume 17.03 cf/ft Depth 12.67 ft *****One 11.67 ft drywell 10 active Volume Drywell 282.60 cf Gravel 170.31 cf Total 452.91 cf 8.3848774 -1.615123 Percolation Area Calculation AP=(Vr)/(K)(43200) Where AP: Total area of the sides of the percolation area, square inches Vr: Runoff volume, cubic feet �► K: Hydraulic conductivity, (ft/s) RECEIVED 06/30/2020 ASPEN BUILDING DEPARTMENT K: Percolation Rate (Geotech): 2 in/min Resulting K: 6.944E-04 ft/s Vr: 379.76 cf AP= 12.66 square feet required Circumference 18.84 ft/drywell Min Perc Depth (ft) 0.67 ft Perc Depth Provided (ft) 5 ft RECEIVED 06/30/2020 ASPEN BUILDING DEPARTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday, Mar 24 2020 6 IN AT 2 PERCENT Circular Highlighted Diameter (ft) = 0.50 Depth (ft) = 0.40 Q (cfs) = 1.120 Area (sqft) = 0.17 Invert Elev (ft) = 100.00 Velocity (ft/s) = 6.65 Slope (%) = 2.00 Wetted Perim (ft) = 1.11 N-Value = 0.009 Crit Depth, Yc (ft) = 0.49 Top Width (ft) = 0.40 Calculations EGL (ft) = 1.09 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section 101.00 100.75 100.50 100.25 100.00 99.75 , . ,�r 0 1 06/30/2020 ReacIUILI 1 G DEPARTMENT