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File Documents.630 W Hopkins Ave.0052-2020-BRES (12)
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. OCTOBER 16, 2020 MAY 1 8, 2020 RECEIVED 10/19/2020 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. Josh Rice, P.E. License No. 11, � ' O'S�0 A A Qi SRO • 10/16/2020 • 427• • Z SS/ONA1. RECEIVED 10/19/2020 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 4.1.3 Gravel Drains 10 4.1.4 Trench Drains 10 APPENDIDX A--NRCS SOILS REPORT 1 APPENDIX B--FEMA FIRM MAP 2 RECEIVED 10/19/2020 1i ASPEN BUILDING DEPARTMENT APPENDIX C--PLAN SET 3 APPENDIX D--HYDROLOGIC CALCULATIONS 4 APPENDIX E--HYDRAULIC CALCULATIONS 5 RECEIVED 10/19/2020 111 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. ...„ = ;V SIP m c9,1 lm.� i —�PenSt ears oe w„ HoQngs Mustang Cna:gDa xenon io renQm npas<paaacnman AaDro 9 .., -4q i u —1 a Sri ® I Pe=p =t© = ti o, ,.atan Rn„I, o Aspen GanM,a; Triangle Park Emlroxnemel Srud#a s Aspen SWPentalQ ` a a Deter' _ ''1¢vaaA ' Aspen Co G.Men9 w8 . vJ.w ICI ®�.in wer.n., 9 March Ranch Nolden Merplt Mming =aspen Hlckoy House ADertmere Menem S PancnlIg.t eum - m purred SYetes Q - � sn G ostal5entce^F a•aq ` 1, © € �TM1eatre Aspen m . +I \®1. wlaMM rcBrpu9mon wWB,.n ashy teaml^9 eemttv za < \/\ Q mm 4hu AmM1neclwe tl Arcnit IUrhen. Aspen Wne85Dhus sIlntenarslPtan gV 9 El 9 The paperClub vyNlawBrickPleygrpwd ry a O y \ - a • ' ❑ An Pr QASDen CammunuY 830 We. ":inn atw'kwP Church HDpNlne Avenue Q' Wpe��a Tyrploan iodgu as ^R As,Jewish Communlry i li®as \ Wyk^• Center-Chehad of Aspen �4 U 's'^'xap 0 a rcV a 5,,, O gg Plueprean varanons ® 4 tel rsansr,AUMrg. / Druck psprn _ p 4941^ w Molly Gipson Ladgr f8�y,sa R Cdlecnnr M^QM wUn.asr .Paepcke Dark © Monza Ledgeear P emiO&rro !ley Hosgral / QSnatlow Mountain tatlge w9 Haus Tavern urn S k Q Rr O n / Aspen Ice G.amR ^A•e © . earBCheese _ q ` Restau Meata h.. _ ss s�er Cason.Rage Apartments '4w F Google as..ai.e,.a :mho +^� Figure 1. 630 West Hopkins Ave,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.) The site is nearly flat and drains primarily to the alley at the south of the property. 2.2 Proposed Condition The structure will be remodeled. Drainage will be collected by pervious paver systems and a drywell. The runoff will be reduced from the historical condition. RECEIVED 10/19/2020 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 using the Rational Method. Although the Basins are delineated on Plan Sheet C200 (Ap- pendix C, C200),they are also provided in Figure No. 2 and 3,below. Historical peak flows for the 5-year, 10-year and 100-year events were evaluated for the Site using a time of concentration based on the flow path length and slope. The proposed improvements to the site will not affect offsite drainage patterns. Table 1. Historical Basin Information TOTAL BASIN IMPERVIOUS FLOW RUNOFF RUNOFF I FLOW PATH FLOWPATH Intensity(5yr) Intensity(10yr) Intensity PEAK FLOW PEAK FLOW BASIN NO. AREA 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 10/19/2020 2 ASPEN BUILDING DEPARTMENT r ------ - I _ ______ i EXi i // AREA�,000 / SF / / / / / / ••••.......... / / // Figure 2. Historical Basins RECEIVED 10/19/2020 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 10/19/2020 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 10/19/2020 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 10/19/2020 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 lit" C IVE D 10/19/2020 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 10/19/2020 8 ASPEN BUILDING DEPARTMENT 4. Maintenance 4.1.1 Pervious Paver System 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 10/19/2020 9 ASPEN BUILDING DEPARTMENT 4.1.3 Gravel Drains Gravel drains surround much of the house perimeter. Gravel drains should be inspected annually to en- sure that the gravel is free draining to the perforated pipe network below. Inspections can be completed with a garden hose. If a drain does not accept inflows,the gravel should be removed,cleaned and the per- forated pipe jetted with high pressure water. 4.1.4 Trench Drains At least annually leaf debris and sediment shall be removed. Trench drains should be inspected annually to ensure that they are free draining. Inspections can be completed with a garden hose. If a drain does not accept inflows,the grate should be removed, cleaned and any blockages removed. RECEIVED 10/19/2020 io ASPEN BUILDING DEPARTMENT APPENDIDX A--NRCS SOILS REPORT RECEIVED 10/19/2020 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 . 10 19 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 10/19/2020 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 10/19/2020 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 10/19/2020 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 10/19/2020 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 10/19/2020 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 10/19/2020 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 10/19/2020 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 341993 341999 342005 3 3 v Map Scale:1:255 if printed on A portrait(8.5"x 11")sheet. RECEIVED o N 0 3 7 14 21N A 0 10 20 40 60 Map projectionFeet :Web Mero3tor Comer coordinates:WGS84 Edge tics:UTM Zone 13N WGS84 10/1 9/2 0 2 0 9 7 G G 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 10/19/2020 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, 10/19/2020 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 10/19/2020 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 10/19/2020 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 10/19/2020 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 10/19/2020 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 10/19/2020 16 ASPEN BUILDING DEPARTMENT APPENDIX B-FEMA FIRM MAP RECEIVED 10/19/2020 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 ��� ^ I -� �� i I i' r y lislir 7j4h1 NI —'fr •4,1,4 Z r • 110 0.2%Annual Chance Flood Hazard,Areas �� • �♦ • • ^ f of 1%annual chance flood with average 78,48 ` • • �•► ♦. r ♦ Arti! - depth less than one foot or with drainage r y �Ef T '� I + `r • I �.�( areas of less than one square mile zone x 78S • ! Ave, l I.A •• • ' 31, • inn Future Conditions 1%Annual ?'FEE T I� iq • Chance Flood Hazard zone x i II. ,Y , • •• • •1 -• � A Area with Reduced Flood Risk due to FL nr"'EAY `� _ '• r•*• 41 T „ . __�►l,.♦ OTHER AREAS OF Levee.See Notes.zone x C ZGl HEY•(��G�� �,• t fr - FLOOD HAZARD r d Area with Rood Risk due to Leveezone o . 10�jil '.4 • 1� i • 1 , • •I INO SCREENI Area of Minimal Flood Hazard zone x 03 Lone AE r + I - Fed • •I• alASPEN , . •�• •. ? ° e . Effective LOMRs 11 OTHER AREAS Area of Undetermined Flood Hazard zone o 111 . F��` 4 0801 • ,�, '' • AP ;fit • i0 • t�[►• f ` f GENERAL ---- Channel,Culvert,orStorm Sewer �` • • * • • �A ' _ ) STRUCTURES I I I I I I I Levee,Dike,or Floodwall B a , LLL W `�, 1 q y—=. 1 _ -* ♦/ _ 20.z -. W • '3� 1 _ � 1 ,T s _listo _ Cross Sections with 1%Annual Chance II — U .� -uj��,ylg�"f-r • r/ ��•s Water Surface Elevation h1O T�'^ '``"�aE 1_ A__REA'OF MINIMAL F OOD HAZARD .� `' . o- — — coastal Transect •. F _ aao T`^ 4afi �_.� �•4f-f ^ {t1 �O (t1 • Or x _ - ^- 513.w-• Base Flood Elevation Line(BFE) Zone',. ` —i r� ^k ♦ i •� '4 _ • ' Limit of Study S$ 1^ • --- �t __ • •• , , Jurisdiction Boundary — Coastal Transect Baseline 89492 r �I Ill" • �• �� OTHER - Profile Baseline c, Z• 7 08097CD35 3E t • •• 0• • } 1 �5,' y' • • II•'M� / • a FEATURES Hydrographic Feature ,AVi•-'' A i• - - eff.8/15/2019 • . .lir , •y ,• (<` ', ii.... 4, as itvi Digital Data Available N �;i - •♦ir. --ram .11 • - f,�. - • No Digital Data Available N • II •• - » f MAP PANELS Unmapped 41,:w'11- V i The pin displayed on the map is an approximate • ♦ \` A point selected by the user and does not represent • - 08028. ` 1 an authoritative property location. Q11111 ., • •• • This map complies with FEMA's standards for the use of `� digital flood maps if it is not void as described below. <<<# . ' • The basemap shown complies with FEMA's basemap (.. .. vill accuracy standards Z -� The flood hazard information is derived directly from the g 3;,FEk • M ►'-- authoritative NFHL web services provided by FEMA.This map 17• 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 ,� -,. �C7;E ,_ °o become superseded by new dat F. �t co This map image is void if the one or more of the following map 3 FE T1 OS R85jA s 11 i ' "A elements do not appear:basemap I ry, o zpog 331 MN M0 National 1•o Ortthoimagery,Data at/Gift:IAA%ma legend,scale bar,map creation date!-Mrkibliiiiff illelAia0 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�,ysld(or 0 250 500 1,000 1,500 2,000 regulatory purposes. / BUILDINGG D DEP�V EPARTMENT APPENDIX C-PLAN SET RECEIVED 10/19/2020 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 CODE,COA TECHNICAL MANUALS,AND APPLICABLE Oppo•U`.FN STATE AND FEDERAL REGULATIONS.WHERE THERE IS CONFLICT BETWEEN moo....4,0 n.q-;,do _� -� � •+of+c„ ow„�„ THESE PLANS AND THE TECHNICAL MANUAL OR ANY APPLICABLE °,onsr2ozo"` 1 Aspen Ranger Station cis sr e h V STANDARDS,THE HIGHER QUALITY STANDARD SHALL APPLY.ALL UTILITY 427 Q ® 9 WORK SHALL BE INSPECTED AND APPROVED BY THE UTILITY. • Triangle Parl 16 2 2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION �� ti AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS `SS70NAl 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. w srerke 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 take:.•ui ENCOUNTERED WHICH COULD INDICATE A SITUATION THAT IS NOT --Local artfacts•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�Rrce�-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 b 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 Iy 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 HOpklns Avenue Q 11/til 2 Tyrolean Lodge TRAFFIC CONTROL DEVICES AS MAY BE REQUIRED BY THE n.y Ave 8rn$I © © CONSTRUCTION ACTIVITIES. 0 8. THE CONTCTOR ISwH�'k'^save unity CeAsnter ter-Chabaden Jewish oof Aspen �' G ALL MATERIALS NECESSARY FOR THEONSIBLE COMP COMPLETION OP THEFOR N TEND DBOR AND z j S, z IMPROVEMENTS SHOWN ON THESE DRAWINGS OR AS DESIGNATED TO BE Y N z U wMill,, y © D PROVIDED,INSTALLED,OR CONSTRUCTED UNLESS SPECIFICALLY Q QL CO 0 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 ...is,.‘ THE SITE. Z o ' wHoAky7°Ave INFORMATION 10. THE NON CONTRACTOR RECORD DRAWINGS KEP SHALL BE RESPONSIBLE T THE DING AS-BUILT ` ' wLd 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) (/ 9 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 Cr ' 15.THE CONTRACTOR SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF w S 9 WHON,Ave 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 o ° MAINTAINED IN GOOD REPAIR BY THE CONTRACTOR UNTIL SUCH TIME AS BSI GOOgie.. THE ENTIRE DISTURBED AREA IS STABILIZED WITH HARD SURFACE OR H 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 \1► CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRY o Scale:1^=zoo' 0 UTILITIES. o 3 X O COVER SHEET o 0 C 0 C 1 O 0AECEVED 10/19/2020 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 ® PR:2.0 AREA:242.4 SF P3SF 2.10 --m 'S\. AREA:43.3 SF EX 'IIAREA=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 AREA 62.0 SF PR:2.2 ,,ORP0O.LIi,FN AREA 226.3 SF ,/0.. ,p,A.,Q,do W/'3 PR:1.3 10/16/2020`A` AREA:48.9 SF 427; ir AREA: / PR:1.7 AREA:251.5 SF ' '4 PR:2.12 1 --`19/ONAI G,0'' AREA:39.7 SF .�ii -- , ` 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 (n ,71 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) (in/hr) (in/hr) (100yr)(in/hr) 10YR(CFS) 100YR(CFS) o AREA(SF) AREA(SF) (ACRES) CO co 0 CD 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 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 LENGTH(FT) (FT/FT) (in/hr) (in/hr) (100)r)(in/hr) 10YR(CFS) 100YR(CFS) 1 > NI AREA(SF) AREA(SF) (ACRES) n o I_I_ P0:1.0 736 736 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 P0:1.1 192 - 0.004 0.000 0% 0.15 0.35 15.00 00325 5.00 3291 3.960 6.325 0.003 0.010 0 P0:1 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 0015 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 0.004 0.014 10/16/2020 DATE OF PUBLICATION CC 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 5ne/2020 PERMIT Y w P0:1.8 254 - 0.006 0.000 0% 0.15 0.35 10.00 0.0200 10/16/2020 COA REV 1 200 5.00 3.291 3.960 6.325 0.003 0.013 Cr 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 0010 100% 0.92 0.96 10.00 0.2500 5.00 1 3291 3.960 6.325 0.035 0058 i PR:2.4 - 237- 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 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 .z_, PR:2.6 484 484 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 z 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 ......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 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 WW: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 5474:2 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 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 i0ii912020 ASPEN BUILDING DEPARTMENT / MATERIALS LEGEND / WOODY CREEK CONC DRIVE; ENGINEERING / HEATED; RE MEP REMOVE EXISTING c ELECTRIC CONC PAVER; REROUTE SANITARY SEWER WOODY CREEK ENGINEERING,LLC / AROUND DRYWELL HEATED; RE MEP P.O.BOX 575 e 4 LE. $ WOODY CREEK,COLORADO 81656 �� 15.94'of 4"TRENCH DRAIN @ 1.00% (P):s7o-0zs-8297 P_ S� Ex_uE / W c �c\\Ek tE c 7.26'of 6"PVC @ 2.00% DECK WOODYCREEKENGINEERING.COM r-\�\ Ek_uE MATCH EX:7933.29 T a E-g�E ABANDON EXISTING SEWER SERVICEGRAVEL/ "or. - P DDNNEC RE CIVIL POROUS), '� TRANSFOF REROUTE GAS SERVICE AT 605 W S'. a T� E c AROUND DRYWELL UTILIZE 33.27'of 6"PVC @ 2.00% // '"`" �v • c EXISTING GAS METER man ' �E o0 000°00 00°��0 LOCATION ` E �E 0 °0 0 DECORATIVE STONE 6.01'of 6"PVC @2.00% �� °° �_p,. 14.56'R 4"TRENCH DRAIN @1.00% �E °o `aoao°ao°o° °oo°a CLEAN OUT / j�\V� RELOCATED PEDESTALS °�oQg°�oQgo„oa.°°°a CABLE AND PHONE \E �E `81,1 / R.236"4 6 b 1 m250of6"PVC@20�'• t' ppEE��EEggTTgqLLgg \E \ GARDEN INV IN:7931 23 6" VC -:........4ATCH EX:7932 43 r INV OUT:7931.236' VC c °g _ �E �E \\\\\\\ 4.58'of 6"PVC@2.00% /I�� �, • DRYWELL E �E Y W. ♦ RIM:7933.17 \E / INV IN:7931.326'P C ' a r \>!` . - A� ! o NV IN 7930.256"PVC �E INV IN:7931 32 4" VC >� 4': INV IN 7930.30 6'PVC z z z z z z z z INV OUT:7931.32 6" VC , � 8.87 FT =l INV IN.7930.25 6'PVC z z z'z LAWN 4.19'of 4"PVC @ 2.00% 'f - �_: �,� / / -3'MIN FROM GAS TO ELECTRIC PER CHAPTER 3 z z z z z z 11 z »a,i,1 /� 13.38'of6"PVC @2.00°. u ' TABLE 2,ENGR DESIGN STANDARDS - - / if ) ______,° ' 7.02'of 6"PVC @2.00%iiift „„„ -_ INV IN'7931 59 6'P.- r '/ i 7~ POO LlC / INV IN:7931.594'• ,E E who ao l 2 MIN FROM STORM TO GAS ' O� ^FNs `�• '°'e+ +• PROVIDE 2'MIN // "� INV V IN:7931.59 6'" �s PER CHAPTER 3 TABLE 2, co ?Z �''• O= u a,,� SEPERATION =..e B CLEANOUT B-2 ENGR DESIGN STANDARDS 10/i6/2020�+ / j�t.: FROM TOSANI ARM '/� _ RIM:7933.24 EXISTING CONTOUR ' 427• TO SANITARY 4.22'of 4"PVC@2.�1 Y INV IN 7930.396"PVC ��/ GRAVEL DRAIN 4 PER CHAPTER 4' / INV OUT:7930.39 6"PVC I .,,', / �c`e GRAVf4'PVC@1.00% 3TABLE 3, : ENGR DESIGN p 17.6T of 6"PVC@2.0'r ° „ 793q,7q ,��/} PROPOSED CONTOUR --_-SsoNA� G''� liiru STANDARDS /(. WINDOW WELL DRAIN INV IN'7931 946'P GRAVEL DRAIN 3 GRAVEL DRAIN 5 Val / ® PIPE INV IN:7931 94 4' a PROVIDE 1 MIN SEPERATION FROM GAS TO ELECTRIC / INV OUT.7931 94 6' 4rili�' 12.83'of 4"PVC @ 1.00. 13.90'of 4"PVC @ 1.00 7934.74 .. PER CHAPTER 3 TABLE 3,ENGR DESIGN STANDARDS 4.26 of 4 PVC @ 2.0I'• b_ / PROVIDE 2'MIN SEPERATION FROM STORM TO ELECTRIC / 1583of6"PVC@2.0,''. WINDOW WELL DRAIN T / r^c^,^%^&^^ GRAVEL DRAIN r i / L a t PER CHAPTER 3 TABLE 3,ENGR DESIGN STANDARDS N/r GRAVEL DRAIN 2 n" PROVIDE 2'MIN SEPERATION FROM GAS TO STORM PER NEW RETAINING WALL BETWEEN ' °ii _, 10.29'of 4"PVC @ 1.00% / {p' ;.44 CHAPTER 3 TABLE 3,ENGR DESIGN STANDARDS / EXISTING RETAINING WALLS t SEE STRUCTURAL ' 79 `74 ; G GAS METER W INV IN 7932.26 6 PVC IIIu„ P / INV IN 7932.264 PVC + WINDOW WELL DRAIN 7931 ii ; INV OUT.7932.26 6 PVC *-„,a- %4.74 INV IN:7930.90 6"PVC / E ELECTRIC METER a ri 'L GRAVEL DRAIN 1 NV IN:7930.864"PVC O 4.29'of 4"PVC @ 2.00% '� 7.44'of 4"PVC @ 1.00% INV OUT:7930.90 6"PVC 7934.74 7.44'of 6"PVC @ 2.00% �" I / UTILITY SERVICE / CLEA"OUTA-' • / E E=ELECTRIC RIM:7934.00 INV CLEAN 6"PVC :::,,,/,„93174 � 1UG=UNDERGROUND3 GAS W U) YZfam / 7/ SS=SANITARY SEWER z / e / _ 31.96'of 6"PVC@2.00% ' smit MATCH EX:7933.88 ° '/ / w W=WATER/ ; _` ; Tel=PHONE LINE o/ Pfrt / Cable=CABLE LINE 3 L CLEANOUT B-1 O - -_,, wvourie3,.866"PVC - - PROPERTY LINE (♦�•� I -----__ _ i a v_. ..,,.,....41 / ': / HEATED POROUS PAVER/ = �I / - I SEE C501 / o / es NOTES: o (n / �_ r Cl- i / 1. ALL INTERNAL ROOF DRAINS AND GUTTERS v/ / SHALL BE CONNECTED TO EITHER PIPE A OR B. v♦ CO H BRIDGE SEE DETAILS / / 2. BASINS PR:2.0-2.5 SHALL BE CONNECTED TO 1 PIPE B. Ix 0/18/zo2o DATE OF PUBLICATION Z / \w /3 I FLOWLINE EXISTING DITCH 3. BASINS PR:2.6-2.8 SHALL BE CONNECTED TO 5/18/2020 PERMIT w PIPE A. 10/16/2020 COA REV 1 / w\/ I / Cr' r ABANDON EXISTING WATER \ POROUS GRAVEL / 3 co SERVICE IN PLACE PER COA w-- / SEE C500 WATER DEPARTMENT w STANTTYPE K COPPIER DE WATER NEW 2" \w / SERVICE MINIMUM 18"FROM z w OLD TAP w / w NEW ALINGMNET SHALLo w U AVOID DRIPLINE / r 0 3 / GRADING AND sTE DRAINAGE PLAN o / N N r �0 / �. 0 5 10 Scale:,"_10' 20 40 iell 0 OI, ECE ED 10/19t2020 ASPEN BUILDING DEPARTMENT PIPE A PROFILE 7935 PROPOSED GRADE _ _ WOODY CREEK ENGINEERING 7934 - - - - EXISTING GRADE CLEAN CUTA2 WOODY CREEK ENGINEERING,LLC RIM:7934 56 P.O.BOX 575 7INV IN:7901.23 6"PVC 7.44'of 6"PVC @ 2.00% WOODY CREEK,COLORADO 81656 7933 - INV OUT.7904.23 6"PVC - CLEAN OUT A-1 (P).970-429-9297 / R►,1:7934.00 4.58'of 6"PVC @ 2.00%-, wn IP V OUT:7932.41 6"PVC WOODYCREEKENGINEERING.COM 6.01'of 6"PVC @ 2.00/ �/ �/ �•• / DRYWELL U 7932 rfr��� � RIM:7933.17 c 2.00%- „�,��� INV IN:7930.25 6"PVC 33.27'of 6"PVC @ 2.00 / INV IN:7930.25 6"PVC INV IN:7930.25 6"PVC — 8p 0 7931 7.26'of 6"PVC @ 2.00% 'USN pl 7930 I 7929 I -0+00+00 0+25 0+50 0+75 1+00 1+05 „•."" Station ;'oOs��•Ll`7, Pipe C PROFILE .9 10n6/2020'st I. 427 .e. Pik 7935 7934 EXISTING GRADES PROPOSED GRADE , 7933 TRENCH DRAIN -N,,,,, LI RIM:7932.59 PIPE B PROFILE INV OUT:7930.53 6"PVC Q 7932 DRYWELL RIM:7933.17 / 0 INV IN:7930.25 6"PVC / INV IN7930.306"PVC INV IN:7930.25 6"PVC 7935 /4\ 7931 3 W CO n z EXIS ING GRADE>, / Z' d � m os 7934 - —- \ -� A030 PROPOSED G- D ' C/^, 3 C 7933 7928 0 N m M z Q EANOUT B-1 o P R./OTI 4:79U34.700931.86 6"PVC = ocl- : CLEANOUT B-2 Z o 7932 RIN:7933.24 — /td��FAI 7928 �I DRYWELL IN IN:7930.39 6"PVC "� I I I RIM:7933.17 IN OUT:7930.39 6"PVC �+_+ N � 11 a INV IN:7930.25 /I//// % INV IN:7930.306"PVC / / INV IN:7930.25 6"PVC /IZ LZ O 7931 lirk Ar 7927 CO (I) 0 T02 o \// CO < wl�i.n � In 7930 7926 10/16/2020 DATE OF PUBLICATION 0 5/18/2020 PERMIT X 10/16/2020 COA REV 1 w K U Y C 7929 7925 I I O 0 -0+00+00 0+25 0+50 0+75 0+82 -0+013+00 0+13 % 2 Station Station cn z w X W CC U C- C 0 0 ,_ X 0 PROFILES o In 0 / N N I. O 0 5 10 20 40 . , C400 7 Scale:1"=10'HORIZONTAL IAECEVED 10X EXAGGERATION VERTICAL 10/19/2020 ASPEN BUILDING DEPARTMENT WOODY CREEK _ �s57 ENGINEERING MATCH EX:7933.88 ' _I`rf 1141411 � �i II N I/i � /4484,4 WOODY CREEK ENGINEERING,LLC a P.O BOX 575 \ _ — — WOODY CREEK,CO -8297LORA 81656 1. \ \ `\.... WOODYCREEKENGINEERING.COM 111S1P11 f Ditch Flowline PROFILE 7935 „O�ypoO,... = doe 0'' Ions/zozo`"` 11 427 7934 V \\ G&\ 1 _ S/ ENG\�''' rn PROPOSED \ S ONAL GRADE m 7933 EXIST! O \ .- 7932 A[ W 7931I I I a -0+00+00 0+25 0+50 0+68 Station 0 W _ v/ n Ditch Flowline B-B PROFILE Ditch Flowline C-C PROFILE Z Y vi z a 7935 7935 0 � 3 Ditch Flowline A-A PROFILE CL (CI 0 7935III 7934 7934 a N m m M / d O O U]934 7933 7933 1� T Z col EXIS ING& EXISTING& ~\EXISTING& y W o PRO••S D PROPOSED PROPOSED p TRADE GRADE NDD 2"BENT•NI E ADD GRADE 2"BENTONITE ADD2"BENTONITE CO w 7933 IN-R 7932 I LINER 7932 LINER Cr) (I) o -0+00+00 0+08 -0+00+00 0+07 -0+00+00 0+07 Ci)Station Station Station CC) w 0' 10/16/2020 DATE OF PUBLICATION CD w 5/18/2020 PERMIT Y 10/16/2020 COA REV 1 w K U Y O 0 0 3 CD z w UU 1- 0 0 ._ DITCH PROFILE & a CROSS SECTIONS o N N 0 5 10 20 40 , , C 4 cL 01cn Scale:1"=10'HORIZONTAL ECE'VED 10X EXAGGERATION VERTICAL 10/19t2020 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 I I I I I I :��.' !_'liltell WOODY CREEK Existing Pavement (See'Exhibit F of ConslroctionriE 10 V'11� `n'�ra ENGINEERING d Excavation S1arldard5) /Id COI SE ET 24 From Edge Of Trench or lR 4 Any Cracked Pavement p_ r ROTH smell Ashram Avms R0fd1A' !- (AI Edges of Trend,) " 'T T "" Sadfetl antl Recompadetl aww.on c,am Sn ^TT� � ��� ® RDetlwaY Base Materel vAmn s.lI3IG[ Fmr Ixm N Mla-� PyJ sl as 5,011. ,yZIX� Mas mu Sbpe 5 1' BASE COARSE 18'CL6 ABC N'3-,5fd 2.. 1's `Z CONSTRUCTION wry m,E1 N NY e T _�� R '� - z M crededand cpmpanea Ter9E Yw T11111 TMREaT W,a,Ras :' WOODY CREEK ENGINEERING,LLC BaGCNII n Li%s Not le ,Np1 rip Me - P.O.BOX 575 PU.S4 AA, A:•, ETcDdl2"(Su table Screened ti('3 Y `"�, ,(* NWve Materiel May be Permitted) 4 rP- WOODY CREEK,COLORADO 81656 IID' Geoextie ermerface Na�' x'nn1 o-xx e T DECORATIVE STONE O� ,I SiT O..Bae1011 Ok \ -.. I4 P 970-029-8297 _ - ...a, -- (including Beading) °.11,2;b a 1.0'MIN. 1.0'MIN. ono. .'•'•�E•'•'•��t- MIN DEPTH DIAMETER 1'X1 WOODYCREEKENGINEERI NG.COM Scardietl and RemmpeMetl ¢c IUG..I""wren OR r N -�- - e aw I I I =I[ Trench Bosom one n luer"sumrn�> £rime owe aR� woJE e WOO l- _�alWM MIRIFI 140NL OR EQUIVALENT s^ " ,y SECTION A _ _ _ \' ernl1011,.wlmex ,¢k eP mnacl mxax ud'su"ilm �!g>2/p S>=/o _lI q"WASHED ROCK Notes: ®Rxn,�bK I1x+'�y a�'uriiwra"m"'snxcrl.x � -�'�,��f�,��R �` MIN.DEPTH=2„ nr see 1v a 5n<.ar dr. ' Rm w VTC-2.AGGREGATE VEHICLEHI �TRRA KING CONTROL WITH IMPENETRABLE LINER,ATTACH TO DRAIN I,Trench must�sl pedasshownorbrecedfortes aronvdHnworkers.Trenchingwiii� axs�AM' 1 IIIIII�F�I m �" subject2,Existing pavement shall be sawcut and ���� A wn �.riN 3"NDS PRO SERIES CHANNEL must.occur after backfilling and before paving."T''patch may be an N `variety alternative. g ''l^ ryr'� '�T c so v DRAIN&GATE 3,Mos cracking Nearing pavement occurs,Me rev rack a reasons. this IIIIIIIIIIIIII IIIIIIIIIIIIII IIIIIIIIIIIIII a EA.rN. contractor east sawmati beyondimnmvi bi cracks IWessnd rye aemxiaE ! 4.Habiluminousm and placedThicker patches mpuRv mlmurc SECTION A 1111111111111111111111111111111 1 m may be patch erya",tree-seE mtructi endExce otde a g'm®1« GRAVEL DRAIN necessary compactedtTwithin ,flproject5-96%set dmoum dol005 f,12%SIdbesulamneae a hawed by ASTM more information. 9°si ` p inre co�, 050SOSSCensEwesignatiof an mum be cNreae defined 02by8% u carves are not deb Per patch shall conform s VTC-3 VEHICLE TRACKING CONTROL W/CONSTRUCTION ass a(ABC ctue�a�gnenal and ends be aompedeave,.mow of maximum Et001..ofcment class moisture.Flow tin may be sum asap alreeoffloan mast VTC-1.AGGREGATE VEHICLE TRACKING CONTROL MAT OR TURF REINFORCEMENT MAT(TRMl contain at Miibty provider am City of Aspen and Es'ein� maximum slump.ueeanow fill must be approved by e.Bedding tor nexible lines.11 be t'mailed scree.ro.kw emee.or per dir.on of utilJty 7.ereare bottom must besorWry and reco after excavation or after any dewamarg action s te SUPport S.PEEWEE trenched areas iMinExc the enCn9of bnemc Right ofWay moat also meal the reguiremenn eel November 201D Uhan SEE,Drainage Criteria Manual Volume Urban Drainage end Flood Control District VTC-3 November 201D Urban Storm g Criteria Manual Volume3 UM.Drainage end Flood Control District VTC-5 VTC-4 urban Storm Drainage Criteria Manuel Volume UM.Drainage end Flood Control District November 201E 8)' 9.Water fines shall be a minimum of 7 f.bebw the ground surface.Refer to the Water Distribution Standards foraredonal LON We requirements ♦♦♦ TRENCH AND PATCHING DETAILS \\ C EI HOPK NS STREET NEERING MENT STANDAR®DETAILS ibi a my ;r,O�ypOO'L/cFls I!I ASPEN,CO 81611 J /'O�' •BOAA r4'••d' PHONE:(gtol gz0-sogo SNOWMELT CDOT TUBING D450E PSI CONCRETE W/ o 'oy Pc:_pi A*n TIED TO#4 REBAR @ 18 IN. 10/16/2020`s% wovoreirmTMcenremssoserromeEwaaEnaichookaxammri, O.C.EACH WAY 427, - TEST STRENGTH WITH TEST CYLINDERS ` Concrete Washout Area(CWA) MM-1 Concrete Washout Area(CWA) - ° - °O (REMOVE SNOWMELT TUBING IF NOT •I•• 40, Silt Fence(SF) SC-1 SM-4 Vehicle Tracking Control(VTC) ° a x k v >0 ° x v x SNOWMELTED). 0. -----srS/ONAI G\'' non I° 1 1 a 1 1 °I R10 RIGID INSULATION BOARD n = "' ' E.Fu�!:'7 -' 4r.Ernr„m,,,,,a.nn.F.,s,,,„,r,ar aal.,esrw n�. 6 IN.ABC CLASS 6 ROAD BASE 1 e-a 1 X SF vE"N MOO P.O.a �o E. row _ SP.. "iNTH 10. 11' :ice- `4 (AND P sx •�xoulsY rauprmn P.Mai TOT uuss SURFACE ,s .Pox wr w """ ply l UNDISTURBED SUB-GRADE OR mnrcAmeo m.o...�� ` III III III 95%COMPACTED FILL DmEmE 1. EOCM :WW2 POSSIBLE :PERIM EAT, aE:max ~� ar m�W neNGw��D.xm ' `P`P-` DEMO°A no°aauF'"riarm nag�"'%Icui'v°mon. srcendrs uo mRREcr1eE REauREs seam eE III III _III III III III ONCE ild6=1116"44-yiSACCESS 1NN1WEI xE �� x • xD�NAWDmA�m�)Mai IWSWhRr flF ME FKYRE �`� mNNI sNICES m SWILL LOC�M ALL ACCESS PCIMS merc"ybu 4 ROTES.,TOR IRE MOS."" NO CONCRETE500100 in BEAM Cnz NECESSARY w awarE/car vat._ea ersrxua oat�o ties DRIVEWAY POUR 1 1 I- -I .ANOM ONOTTLE OWE SELL NE PLS.LEM THE W _ CONCRETE WASHOUT AREA PLANran aria nE sa.. ,N..arm-rYArT DOASInNrox En n anti.m DE N.M.of Nov. NOTE cxg� mEmaxRkt IROgtO mMRXER rim DISPOSED CrPROOF. w ceens ,m 7.1rre am1E0 xr I �x aw..Nam v for 1. CONCRETE SHALL BE CDOT CLASS D CONCRETE,TESTED AND APPROVED BY CONTRACTOR. Q US--- _ 1 BI S 1NF CWA w002.6 NNx wlw¢r arm CONCRETE FOR PE PROJECT Is wscm s¢`r°iaw.wmo u cu+a rE¢Ixsaa'on r aNirt1 mcx. 7- 2.CONTROL JOINTS TO BE 10-12'MAX.EXPANSION JOINTS EVERY 40'UNLESS OTHERWISE SHOWN ON DRAWING. MONO J --- L.s®MD r 3.SNOWMELT AREAS INDICATED ON LANDSCAPE AND ARCHITECTURAL PLAN(S);AREAS NOT INDICATED FOR �} WOO OR OTHERNSE STABLIEO IN A MINER NPRO.BF TIE LOCAL JUamaTOH. cnoUno a xbn i w won 1 z yz YIn JPa, SLOPE ...,a„mno„re.x,..„,.,....„.e*,,,n,m.a,..wre,.,..w..a w a„...,. en.oe NoTS tt�ems)a • e A STEM°i 1.1Tux.Ya616ca.00 A' SNOWMELT SHOULD MATCH THIS DETAIL,BUT EXCLUDE THE SNOWMELT SYSTEM AND INSULATION BOARD. caw H s x e see wnimL ETr.WE � rultr---,-..vol-olcndnAs°ro"`woi o0061 sNi110du"Iv°ecre°u�w,re.00 _MISON. 4.HOLD SNOWMELT TUBING MINIMUM 2 IN FROM CONCRETE LIMITS. O bra r PILT ao' MIN SECTION A ""`I vPrrnolsys r,la:xmm. 000nnllm IIo,Ly aarcloas A,o cuscr,re t�.a,no a,xum ac 5.STEEL REINFORCEMENT IS#4 GRADE 40 REBAR PLACED AT MAX OF 18"O.C.EACH WAY. T"E" 0E ' e ,.Wrcp.arP.�aN an.w,aWa,,,A,..as sm.um 6. ABC CLASS 6 ROAD BASE SHALL BE COMPACTED TO 95%OF MAXIMUM MODIFIED PROCTOR DENSITY WITHIN 2%OF BOBO (:WA-1 CONCRETE WASHOUT AREA DInnMBr a'tic Fxlaxe OPTIMUM MOISTURE AS DEFINED BY ASTM 1557 METHOD C. .nrN antes EaAT=Ta w`",.ID mx:=Po�0NraewT,m r''S,aPIarD .'E Pun s�TT PaR o -rcWA iNmuArox mourn. a.SMELT!WOO RE E I xO mrN e m SE.NO NAV El red OATMEMO Ma SILT FENCE z_CO NOT LOWS AN UNE.CM WEIN MOT or ANY SATURN DROP.PATxw.a Ar>«.ExD v 1.E DE n amWDxD N RWxnx1 amxwr raw El s wraxm OT Oaw emaY gWrD own.. P053 SOLI WEPAB W*IL�N'W rr LE"'Rxmn''''pF Ir MaLS on OaxgND 1MTOr sWRC6 IF tlOII1 r4aNY AAIwCNM N5N1 g W OETNt1 Tk1T VMT FAOY,Alm 6fI0A®00500, CO Z ME srowa2�Ai'rtwM�iMSWI WITH p M�PREF�"mtEARx(1 E6 RL�ourT"ioLxvl"�Pi551eCR wvsvrEz tic aolm cnovs.O m mcn omE snouo 6[usm MRat Y 1.i�J- AT ti EMU In SILT ONO uxm ECVE Dram STOOGE NW NICOL BE ego. M.C. " Ism ors moon n mvn mwm.ow mato a avm ax E m NM M a IRE CON,Nru BE INSTAL.Pre.TO CONCRETE PACE...ON elm. I 4IN.COOT CLASS D 4500 PSI CONCRETE Z o Ma ■U <,CNA SHALL POLKA Fur SIESURh0E PIT THE a AT LOST R'Br a SLOPES PROVIDE 3"JOINTS FOR POROUS MATERIAL 3 L - Lumxa OLF of THE wSTENT.PIT SHALL EE LI OR Fwmr.Ma PM ROOT SelNE COED a AM TOO WI INCOME Or rcamxntE Has LE.r OEM /� o IN NWppI101,NDS TM"xE°pcga0v o NMn ago he 50091 ,m �.eER�aIRROuxoua TRICOTS�16 SNALL WE OF Si. MIMEO N'FIRR caOAL BE r'. / DRAINAGE KNOCKOUT (/ cMo CCI0 SECTION A 7. 9505 swu fiE PIACm Ar ME C@a f0EDC-REE EOVARS 155E c05A 10 31N.CDOT CLASS D 4500 PSI CONCRETE W/ a OF CONCRETE TRUCKS AND FOE MOS. °P°I"ro"s - SNOWMELT TUBING TIED TO#4 REBAR @ 18 IN. / -i a O.C.EACH WAY m SF-1. SILT FENCE S.use EXCAVATED wresN.car PEEL..BOO Dgxslra«:rox, O Z VTC and Floe Control District November ° TEST STRENGTH WITH TEST CYLINDERS CO urban Storm Drainage Criteria Manual volumes / (REMOVE SNOWMELT TUBING IF NOT I a • • SNOWMELTED). < o R10 RIGID INSULATION BOARD T November2010 Urban Drainage and Flood Control District SF-3 ' u� U BORE OUT 30%OF TOTAL AREA TO CREATE 1 �I Urban Stone Drainage Criteria Manual Volume 3 O SC-1 Silt Fence(SF) R=o.zs 5 5 r 5 7111N0411.TE ' O �OO '•0�1�0i6 INM N.THICKNESS,4"NO.57 AND 6"NO.57 POROUS SPACE UJ oSheer Step Detail ti _CR00-Exilingease ran one linemremain.Mill to s"Wsm sleaul me cemanfme fie Plane21'IFTor 8�9Y(MAX) �/T. Q- umul remin. 1II, _ STONE SUBBASEn %cemerMexisurg edge or lane tine po remaml 1¢ e^ III-II -I -I -III-III-II UNDISTURBED SUB-GRADE OROL• oCR 6„ sIto INSTALLATION&T-TOP ASPHALT REMOVAL DETAIL `11 _ 95%COMPACTED FILL12"min. COMPACTIONM O 1.Slid MEE AVAT NE PINCO1 AWAY FRON RE TO.THE SLOPE TO AIL.FCR INTO NmPs Existing Asphalt ESheer Step(milling) I Full-depth AsphaNAT LEAST SE..PFPOEM SLT FENCEir`xa=STET onaa Mine amilc�slD"s`FR roAuaA tie oou Pdar LOCAON RFPI.ACFFEET NASPHALT IV/ CO < w MONO ID COOS.. NUMBER OF DEPTH FEET ON EACH SIDE OF TRENCHBARRIER CURB 8 GUTTER-TVPE A MICE Pox DEMLE.Nn rNvn OOGene,R.c�xnaqOR SSlIul CO MORE.EMIL TO UNDISTURBED SOLID BASE,LT OR (Catch Typefar Typical Etlge ofStreet) CD CDcase B-edge of muting al mE LEnlel0,5ianE. 10/18/2020 DATE OF PUBLICATION z WHICHEVER IS GREATER** Z 1 COMPACT ANCOR TRENCH IN HAND Wref A-JUMPING ITICIC ON EN WHEEL ROL., camera lanev. 1. CONCRETE SHALL BE CDOT CLASS D CONCRETE,TESTED AND APPROVED BY CONTRACTOR. 5/18/2020 PERMIT w yI S.MeN * 2. CONTROL JOINTS TO BE 10-12'MAX.EXPANSION JOINTS EVERY 40'UNLESS OTHERWISE SHOWN ON DRAWING. Y CEMPAENON MO BE SUCH 00 sad Fero WRESTS BEING PLS.Or OF ANCHOR xi fing Asphalt IESloe,SIRS(maling)a Fun-depth MO. 5.5' 1 0/1 6/2 0 2 0 COA REV 1 w TRENCH SAT MEE swu GC wpm TONT s r IS IaaRm m rxc STARES WIC Amu. .5• 3. SNOWMELT AREAS INDICATED ON LANDSCAPE AND ARCHITECTURAL PLAN(S);AREAS NOT INDICATED FOR oE w NortemtGE 6I ffammt mxm R1m Ir ENS H0 IDNQT0 Ta r.E gr... a.SPHAI.T ASPHALT R=0.25" SNOWMELT SHOULD MATCH THIS DETAIL,BUT EXCLUDE THE SNOWMELT SYSTEM AND INSULATION BOARD. CC o s.sad FORE FAHx swL IX IOARm m THE SAXES IISNG r HEM1 gEm sent, iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii MATCH NN`NE SORW"w a 4.HOLD SNOWMELT TUBING MINIMUM 2 IN FROM CONCRETE LIMITS. } DNE THE SONE .n.PEx Ado was waEo tie Mupm s use mE Poste 1"/FT or�.3%(MAX) r1" 5.STEEL REINFORCEMENT IS k4 GRADE 40 REBAR PLACED AT MAX OF 18"O.C.EACH WAY. o 6.AT OE Bre Of A MATI(If SILT MO ALONG A MEM, CANTO-%smog:ante of lane line E be removed:Min to s'onset beyond the center m me proposed 1 _ O a�""1 iEr:�`oo"rr• ' x` c adaealane Line. dna orewnr Jars / 6. ABC CLASS 6 ROAD BASE SHALL BE COMPACTED TO 95%OF MAXIMUM MODIFIED PROCTOR DENSITY WITHIN 2%OF o TO center edge Or 'ney R=1.5'R=0.25'/ E. OPTIMUM MOISTURE AS DEFINED BY ASTM 1557 METHOD C. RONObr rnwl FLOWNG MOUE THE END OF THE SILT MICE. InvIOLr la•'_".1xwM / IL SILT FENCE OPTS BEPRIG TO ANY UM 00656E s AMITIES. e- 6' it Sai u1 MINIMUM OF 4"OF -� T _ 12"Min a BACKE.MATERIAL IN TASPHALT L-uB" PERVIOUS PAVER DETAIL 0 Existing Asphalt �SM1eer Step(milling) Full-depth Asphalt IN TWO COMPACrEDLIFIS Z I.Ir0oitcE" a�H WwafAEAND MNMEN MEN CO RFT� "B.P.7Ni5000"1INA". **NOTE EDGES OF REPLACEMENT OR MATCH TO EXISTING '-'L COMPACTED., N �� ASPHALT ASHfOSr STANDARDS Mw ONT xa roans.ICE. Amass our curs serAex rOMPAm ASPHALT W®CimVERls BARRIER CURB&bGUTTERed TYPEB Y Eauo Aaears wTaw 1 WHEEL PATH THE ma^Come"erEoOPTS GREATER (Spillf Raised Medians) w Boson.AND PEEFew xESsever wvnRwPOE. wE¢eL eATe (Pi Type Or TO 1.PRESIENT CIO NCOON mum�TTN.CEAARE tic Cr CONEDF.E SEGO.warn BE BEp U DOLMEN m mONOIGH wcut s11aI be lull depth and 12"mWbmum from me existing cage of asphalt. )- 1.II.HExrERE B axflC�pIID.MOPE OR RPV.COIEHT SHOULD BE NIM.EO UPON Re deathMd.of the milling shall Den,e same.the lnImu thickness elthe to thop Ilfte of asphalt andth-the existing Ica o The milling area shall ba tzmmimam.but can be apmlM Pau winM1Nm.existing asphalt. O NWe:concrete muss Conrorm to cool Class'D"(min Um zaaer compressne so-engm of 3.23 FT p 6500 pen of this strength must be gamed in the first 7 days. - y CD 70 MOMS THE FUNCTOORT Msmfu. nrO'f=NSIMItrO1vdnal se CI=edgeVoraen adaraasshallbeparallalmme r-'P M- PAVER AREA:26.74 SF mums ls.wPaomuAmLr r°r THE ME.MIMIC WEN own a.ACCUMULATES mat sve,ss seams atmeews pl uemulaa a,aas ahan be pemanairomrmu,e ••witch of Offhand Gutter dependent on designated location car msrauatiori REQUIRED POROUS AREA:2.14 SF direction of aF Woe SUCH AS gA-AIN6. 1 x 5.MOOR on°"� ,xr Pwee WON mslE Are shells Within/um lanes here practical me longitudinal seams at the edges of me mike.areas shall he parallel 8.28 FT 0.29 FT z OF 3-1/2"GAP AREA=3.44 SF p me Iran: seams at me endso millnd areas shall be pe,pendbeum nx�"Er°1n'a.�",nR''sa V oa Es RE75Lan°e:»RIneE°a""aPr"aEa Ps'"•I r�Lx to me abreermn of travel. POROUS AREA=11% m �.awT CONTROLDETAILS 1 DEPENDING ON EXISTING ASPHALT THICKNESS Cr O ' '71 Arm vltmrm eR oTNr t ITZI As,�eP1Mm B.reDaL damSvrneN ASPHALT MAYBE SAW OR WHEEL CUT BARRIER CURB AND GUTTER DETAILS / g omIN,ME tiL�TINT M m .GEMS 'mEN anor A. ENCOMIUMS 6sE ET NT STA TA'OF ILgmw,mWW ,eraCLn 0.29 FT x CONSULT TEN MELo-xx�duBsoler.ora As To WTaw gEluL SNOOD BE USED MEN REVISED aOz ASPEN,coel611 C 5 �, PRONE:000))ISLI000.�.m,...a,w,vr,wl"a„„v„® V 0 0 PERVIOUS PAVER JOINT DETAIL u • SF-4 Urban Drainage and Flood Control District November 2010 ECEVED 10/19/2020 ASPEN BUILDING DEPARTMENT e � b�� ' ro WOODY CREEK E / RIFE 5/49 asraoc>rwv59ros �.�a.�,�� 5,0 ENGINEERING " .r Ew�w,� "`�wr�.`r .warmv yea-ate � .«u PFE SCE AN49 1N?l 459 em'6 1 0- 02 08 LL5 ® V,/.,A. c 03 03 U PIS COMMMI Mil %A2 n,c uxe 8. 03 40 47 �� DEAD END �— WYE mwweeaw8 10 r..0,3 as.g„�..+. 2> .aa'nw,Rnz roemam„nxwnm ���II� "� _ ,. •4 � „« --� WOODY CREEK ENGINEERING,LLC =e mr T msxx esnaev m em+a �m°o°2 t P.O.BOX 575 4 q �' a WOODV CREEK,COLORAD081fi56 P 970-429-8297 ro � O:p�O!• :M.. WOODYCREEKENGINEERING.COM SECT/ON GATE SAL✓E •�.II J MF „w� ff �mw,o,.w a= .„,«�pit I.1.mar 6T912 AT 66 T. ®„«�s�� :1170:,,, �•—;J— TYR WATER SERVICE DETAIL =11il/e, /Z//.!90;45;22.5',OR 11.25' , - p „'.vu Ewa ff,.ax,ua m mr f �S \TEE ELBOW,NORIZONTAL OR r v ,/,"�'""tdqY "`�"iQR IIII 4!'BOTTOM OF✓ERTICAL _ „���\\� aarnvwrm....vwrN�wuw ss. a.yam`°a I �'>:�1,'�°"°` ..w,Wn v w"®""`a°'".° .VJ', ,'\"`/(,il\/`;. ,22 .... dff:4 ss,os .1,74°. , , „„,„„,„. s=A.:gl,„,=_.!11 A.MAL.T„:M..IAMB.MBA A.BM COME 8P ® "-" "'« 90 "-" '"" « 00 . VERTICAL THRUST BLOCK DETAIL ...., NTS 'USN p OE ELTAL AMU..PEP Kell - \.., --;EJO=IIK Y re,ro rir.17ijcZR jiiligigin'"1i 16'ft9l4I:L•e1j0.',,27,:'Z1J2/.7,:.z7,:.,146.;67.'.,i°s"',:.^7,2'4:, i ,u,mc„w cc WI. , IOD L/C" N..6." 7.LL..s.a,A4..s,,,.,o,so,..M,p..r..,.A..As.X.s‘.s.”A.or.1.0..1 r,.1:M-n-A 1.,1o2.NA.p.1 p s,.A7s9M.,”„OoG,p0,,-Ms,,L,A AV:AA AAW.W 1=A,5,B.-1,.,V5r,s,,1I,.VI,5N G2.A0.6,.6,A1,s.,.,A,,.1,....,....,.sM,.,....,....,M.,..,.'.2,.- Zrf...1.... WaM.r,er,„C—N•T S 2O' ,&E'=''.''''''S'6 6.-E.1. „, R« �� ,.,,, ¢,n « —�_ TYPICAL GATE VALVE � ` £> ` ««„ i m, PLAN ADJACENT WATER LINES °1o/1s/zozo"`,.._ IN THE SAME TRENCH «�„ «ELEVATION „„„.„� ��, , .w„,.� "1`•, &l> � �� �'� COMB/NATION AIR VALVE MANHOLE DETAIL -rs/ONAIG\' CONCRETE THRUST RESTRAINT DETAILS m`«`°`" "„rs "`"'""" -- aursn m°°"r:17.rs 1"" _L .669 . 1 ELEVATION „, —� '""`PE"o-' n,.Z,.«nm,� 1 1 WATERLINE/CULVERT CROSSING ILO NO ME ..4„,,,,,_1761.AA ' ITM--- . 0,161.11 , WW.71.66.77''''' Ell —.•....al 0 s s sE... 199.26 JP at- S\ _ AMEBAE BM ......— AT BM Ur i LLJ o„1.L. / �w,a,E 1 INSULATION SECT/ON 0 0 „w irroosTert.'P: 2 Z 4 =MACgA, ,mr.re wm c WATER MAIN FIRE HYDRANT ASSEMBLY I,„E„„ « ,�,ww „,„,„" ,,, ^ TRENCH CROSS SECTION INSTALLATION DETAIL &= 1. '„°""'""""„""`" `/, i „T1 WATER/SEWER CROSSING a a i �0.25 FT O N GRADE: 7933.17 /Y\ ? DESIGN:gDD pr `�/ CffY OF ASPEN ALL STANDARD DETAILS Laughlin Water DETnc.coo PROJECT NUMBER o WATER DEPARTMENT WATER LINE EXTENSIONS FOR WATER LINES Engineers.Water CHECK.cooAm: p-1 2.00 FT f 1 L DEVELOPMENT O ,�,,,, ,N,,,,„, DATE dnrvua8v zs,zoiV DRIVEWAY POUR CONCRETE a 7 AND SUB-GRADE , 2.00 FT = ` cMol y w' o CL2.00 FT I f ai,a•I A IE:7930.25 4 i, 6'X6'STEEL PLATE WITH )�• •� o V J 0 REINFORCED CONCRETE r•�•.~ j! F^ co a OVERLAY ;, $ A v, !�!i-/1 Q ))irei '! . 4.00 FT 24"1-1/2 IN. , SW d .AI,;0), 10/18/2020 DATE OF PUBLICATION CD CLEAN STONE )-•'"•••••• �I► 12.67 FT w ididiiv 1.00 FTC ^� �, 5/18/2020 PERMIT Y 81N THICK PRECAST CONCRETE 1.. ��•) e jej S i, 10/16/2020 COA REV 1 w LID SECTION WITH RUST ��. 0.67 FT o RESISTANT ACCESS HATCH •�•• ��2.00 FT T } WITH LIFTING HANDLES ` `+ � .�" o 61N STEEL PERFORATED L • • ie o PIPE COVERED IN MIRADI )—.•r• •.' •. FABRIC SOCK yti. • ACTIVE DEPTH� . DRAIN )...1...1........... � • a • • =10L'••-1,•a• w 241N STANDARD �' z DO NOT CONNECT TO MANHOLE CAST IRON •� .-.••__ • 6.00 • ••�• Y FOUNDATION DRAIN RING AND SOLID COVER ); Y 4— i•�' x BRIDGE DETAILo :?�:` 6.00 FT o 11N DIAMETER ?�• • . •..i �/ 3/4-IN WASHED ROCK PERC.HOLES ) 'i _ • ". i• P. o --DEPTH VARIES. j f �� Do SOIL BACKFILL AROUND PI """I �.-1 SEE PLAN. 2'MIN WIDTH MEASURED FROM EDGE • • • '• • FOUNDATION PER STRUCTURAL 1111.1%1 • • . ` , ig, � L. AND GEOTECHNICAL OF ASPHALT ..•.4 • ., • • • • ''_.•�"••`•• x ENGINEERS -�.-4"MIN AASHTO#3 )�. •. I d c3=`f0•s a 0 ENE TT.z�TT.z�T��T� 4"CDOT CLASS D 4500 PSI CONCRETE, L.��j: � :� DETAILS 2 It fLi I iL;I I • i L s• i s ••�' o I y.:y�,�.:y,jy.-,y,Y = 8"MIN AASHTO#57 OR#67 SSTEEL PLATETED SEE PERVIOUS PAVER DETAIL _��• 4— ' 1 0 • •,� •� 1"STEEL • • •• • �•�••74 �• • ♦� • •— % —.6"MIN C-33 SAND ���1,: s a a j j . BRIDGE CROSS-SECTION DETAIL • • j • roOLei�y 2.00 FT WINDOW DRAIN DETAIL POROUS GRAVEL SEE STRUCTURAL •' �.. 1 -50 w • • L f L' L:s s • r i v DRYWELL DETAIL ECE ED 10/19/2020 ASPEN BUILDING DEPARTMENT ;7 EXISTING CONTOUR *N PROPOSED CONTOUR WOODY CREEK ®.. PIPE ENGINEERING GRAVEL DRAIN WOODY CREEK ENGINEERING,LLC P.O.BOX 575 WOODY CREEK,COLORADO 81656 GIGAS METER (P).970-429-8297 WOODYCREEKENGINEERI NG.COM REMOVE EXISTING ELECTRIC E ELECTRIC METER REROUTE SANITARY SEWER AROUND DRYWELL f} ��F Lf S�FX-UE \\�E.-UE PROPERTY LINE W \G �E EX-uE MATCH EX:7933.29 f`�E-�� �EX-°E EXISTING UTILITIES `81,1 \ P_ TRANSFORMER E=ELECTRIC 'a"s�I ! °ia °j'�\ / c ABANDON EXISTING SEWER SERVICE ^y> .cyv TRANSFORMECONNECT R t \ ,u� �c �. ` �E \E AROUND EXISTING REROUTE GAS UTCE ILIZE ILIZE AT 605WMAIN It "" " ., S �E EXISTING GAS METER G UG=UNDERGROUND GAS / �E \ LOCATION SS=SANITARY SEWER �� .� RELOCATED PEDESTALS \E �E W=WATER ' a .C1 '°A �"� CABLE AND PHONE �E W Tel=PHONE LINE .ate. TQif �, �./ PEDESTALS �E �E /� �E / C+. Cable=CABLE LINE :;��"0 pq FNs � 4 / 887FT ';:l._ ' ---.._,. / PROPOSED UTILITIES 427 ___,` "' a �� 1 3'MIN FROM GAS TO ELECTRIC PER CHAPTER 3 �. , . --` O TABLE2,ENGRDESIGNSTANDARDS "x-� E=ELECTRIC i .__. �, ` low_ sS/ONAIr,� UG=UNDERGROUND GAS Fre+woo ""/ O 2'MIN FROM STORM TO GAS SS SS=SANITARY SEWER ir 10 / #, ;jPERATION FROM STORM )i�� �� ENGR DESIGN STANDARDS TO SANITARY �• O e' 3EACHAPTER &� lie' r Tel=PHONE LINE „ ENGR DESIGN H., CrC Cable=CABLE LINE [// STANDARDS ' e e g � NOTES: W / �� r PROVIDE 1'MIN SEPERATION FROM GAS TO ELECTRIC /Mk\ PER CHAPTER 3 TABLE 3,ENGR DESIGN STANDARDS Q WATER SERVICE ,- a `- ; PROVIDE 2'MIN SEPERATION FROM STORM TO ELECTRIC 1.ABANDON IN PLACE THE EXISTING WATER O "5lik PER CHAPTER 3 TABLE 3,ENGR DESIGN STANDARDS It /a / SERVICE FROM THE SOUTHERN DITCH EXTENT NEW RETAINING WALL BETWEEN PROVIDE 2'MIN SEPERATION FROM GAS TO STORM PER no ' ` CHAPTER 3 TABLE 3,ENGR DESIGN STANDARDS NORTH.REMOVE EXISTING WATER SERVICE FROM EXISTING RETAINING WALLS „ / THE SOUTHERN DITCH EXTENT SOUTH TO THE SEE STRUCTURAL 5 siiiinre #. _ / WATER MAIN PER COA WATER DEPARTMENT L c STANDARDS. I I I I2.INSTALL 2"TYPE K WATER SERVICE OUTSIDE W z - TREE DRIPLINES A MINIMUM OF 18"FROM THE Z 0 „ / EXISTING TAP LOCATION PER COA WATER Z o_ DEPARTMENT STANDARDS. fi " i SEWER SERVICE Q_ a o ! kOW 1.ABANDON EXISTING SEWER SERVICE PER ASPEN O I ilg r Table 2—Minimum horizontal separation for parallel utilities(feet)* SANITARY DISTRICT STANDARDS. _MATS HEX:793388 a Water** Sanitary SATARYDISTRICTSTANDARDS. c ' t communications 1 1 3 2 2 2 = i / limirmitarp$,.,„,:_., Electric 1 1 1 1 Depth of Depth of ELECTRIC W water line sanitary 1.ABANDON AND REPLACE ELECTRIC SERVICE. O a- 41111*04;tiorp minus ter line water line (/� 9 \ Ld 46, ` minus 4' GAS O r_ p-- lit�� Gas 2 3 2 2 2 1.ABANDON AND REPLACE GAS SERVICE. CO < w H \ _ Alta, Storm 2 2 2 - 10 0c CABLE AND PHONE 10/16/2020 DATE OF PUBLICATION Z Water *** *** 2 10 10 10 1.REMOVE EXISTING CATV AND PHONE 5/18/2020 PERMIT Y 3 / 74, Sanitary *** *** *** 2 10 PEDESTALS.RELOCATE PEDESTALS TO PROPERTY ml�zozo COA REV 1 Ld / J ' 011111 - _ *These depths are based on 2018 Utility Standards. Please confirm depths with utility provider for any updates. PER PLAN. I **Includes,but not limited to,potable,raw water,pressurized raw water and re-use water. 'o I / ***Horizontal separation is not applicable,because vertical separation is achieved. For example,a shallow communications 0 \ line can be located above a water line as long as vertical separation is achieved i ) ' Table 3—Minimum vertical separation at utility crossings(feet)* z N, .;s' w `munication. >' Water** Sanitary w w CC -------.-, 1 Communications 1 1 1 2 2 above 2 ' 0 ABANDON EXISTING WATER Electric 1 1 1 2 2 above 2 0o SERVICE IN PLACE PER COA w\ 0 WATER DEPARTMENT w Gas 1 1 1 2 2 above 2 STANDARDS PROVIDE NEW 2" TYPE K COPPER WATER Storm 2 2 2 2 2 above 2 o SERVICE MINIMUM 18"FROM OLD TAP UTILITIES o Water 2 below 2 below 2 below 2 below 2 2 above K w o NEW ALINGMNET SHALL \ Sanitary 2 2 2 2 below 2 2 i AVOID DRIPLINE N N *The table is intended to be read by first selecting a row and then a column. For example:Water is required to be placed two /� (2)feet below communications,two(2)feet away from other water lines,and two(2)feet above sanitary. �, / "G 0 O cn 0 5 10 20 40 �� lV•V Ix All depths are based on 2018 Utility Standards. Please confirm depths with utility provider for any updates. Scale:1"=10' /► �wy� **Includes,but not limited to,potable,raw water,pressurized raw water and re-use water ECE YED 10/19f2020 ASPEN BUILDING DEPARTMENT EXISTING CONTOUR .fit_ PROPOSED CONTOUR WOODY CREEK ENGINEERING REMOVE EXISTING ® PIPE ELECTRIC GRAVEL DRAIN WOODY CREEK ENGINEERING,LLC P.O.BOX 575 e 'LE. WOODY CREEK,COLORADO 81656 P SS, IPI:970-429-8297 c\\\\E'L / G GAS METER WOODYCREEKENGINEERING.COM C\C ~FU55`Ek_uE MATCH EX:7933.29 m} '_p \ cx-°, P � GATE CONNEC e TRANSFOF / se�� nt !� E \E \ E, ELECTRIC METER AT 805 W \e 4 -,z,\, \E \ 5 \c 8 ,1 . _ _\ \ RELOCATED PEDESTALS \E < PROPERTY LINE / \ _ _\ �� CABLE AND PHONE \r ` , � PEDESTALS \r \E �'� \E \E ,,,, \E UTILITY SERVICE % \E \E E=ELECTRIC CONCRETE WASHOUT \E E ELECTRIC // II / 8.87 FT /..._ a TRACKING PAD UG=UNDERGROUND GAS /( // /7-/ % /1SS=SANITARY SEWER W=WATER 'O0P FN i Tel PHONE LINE /� 'o10/'16../.20.20--'‘ o�7 i' y / Cable=CABLE LINE ,Z,:/ i - . , P. 4 i / 1'__-SS/ONAIENG\.,, NEW RETAINING WALL BETWEEN / EXISTING RETAINING WALLS w / W SEE STRUCTURAL a7 ! a i oco 0 , // �/ // w c - /////�� 3 �3a , / // O s MATCH EX:7933.88 C/^, 3 "ZQ J �// n l/mod Q Se I..L �� \ / . O ' Z / i = Z 5I / w 3 n % / \ / CD LL Yi '^ o 7 Ci) CY) v J 10/16/2020 DATE OF PUBLICATION O Z \W 3 5/18/2020 PERMIT w Y 10/16/2020 COA REV 1 w \ W / K O W O 2 w z z w A o o\ W w\ U U } O O O u. EROSION o SEDIMENT o c, CONTROL a C r7 0 o ECEVED i0ii912020 ASPEN BUILDING DEPARTMENT APPENDIX D-HYDROLOGIC CALCULATIONS RECEIVED 10/19/2020 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 : 0% 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:1.0 736 738 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 : 0% 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 0.32 0.96 10.00 0.2500 5.00 3.231 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 100X 0.32 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 3.360 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 3.231 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 WW: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 3.231 3.960 6.325 0.004 0 fECEIVEE . 0 e + o e + e e • 10/19/2020 0 + + e o e o ' Total 6.000 ii i 3,705 : 0.138 0.085 i 82% i 0.336 0.6239PLN A A A A A A A ' t111:D1Nl'bEPARTMENT APPENDIX E-HYDRAULIC CALCULATIONS RECEIVED 10/19/2020 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 10/19/2020 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 10/19/2020 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 K '//// 99.75 , . ,�r 0 1 10/19/2020 ReacIUILI 1 G DEPARTMENT