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HomeMy WebLinkAboutFile Documents.1411 Crystal Lake Rd.0062.2018 (27).ARBK GRADING AND DRAINAGE REPORT PREPARED FOR 1 4 1 1 CRYSTAL LAKE ROAD, ASPEN A4d& WOODY CREEK ENGINEERING CIVIL DESIGN e= WATER RIGHTS P.O. Box 575 WOODY CREEK, COLORADO 81656 970-309-7 1 30 PREPARED BY JOSH RICE, P.E. NOVEMBER 19, 2018 MARCH 16, 2018 RECEIVED 11/27/2018 ASPEN BUILDING DEPARTMENT I hereby affirm that this report and the accompanying plans for the drainage improvements of"1411 Crystal Lake Road, also known as a parcel of land situated in Section 18 Township 10 South,Rage 84 West of the 6t''P.M."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. 1,0`ap,00 L F :�,,C��Op�U A A4.(< : 11/19/2018 • Josh Rice,P.E. 427. License No. .. , . G\�'� SS/ONA1.E�;,�'� RECEIVED 11/27/2018 ASPEN BUILDING DEPARTMENT 1. INTRODUCTION 1 2. GENERAL SITE DESCRIPTION 1 2.1 Existing Condition 1 2.2 Proposed Condition 2 2.2.1 Determination of Major/Minor 2 2.3 Drainage Basins 2 2.3.1 Historical Basin EB : 1 5 2.3.1 Historical Basin EB : 2 6 2.3.1 Proposed Basin PB : 1.0 6 2.3.2 Proposed Basin PB : 1.1 6 2.3.3 Proposed Basin PB : 1.2 6 2.3.4 Proposed Basin PB : 1.3 6 2.3.5 Proposed Basin PB : 1.4 6 2.3.6 Proposed Basin PB : 1.5 6 2.3.7 Proposed Basin PB : 1.6 6 2.3.8 Proposed Basin PB : 1.7 7 2.3.9 Proposed Basin PB : 1.8 7 2.3.10 Proposed Basin PB : 1.9 7 2.3.11 Proposed Basin PB : 1.10 7 2.3.12 Proposed Basin PB : 1.11 7 2.3.13 Proposed Basin PB : 1.12 7 2.3.14 Proposed Basin PB : 1.13 7 2.3.15 Proposed Basin PB : 2.0 8 2.3.16 Proposed Basin PB : 2.1 8 2.3.17 Proposed Basin PB : 2.2 8 2.3.18 Proposed Basin PB : 2.2a 8 2.3.19 Proposed Basin PB : 2.3 8 2.3.20 Proposed Basin PB : 2.4 8 2.3.21 Proposed Basin PB : 2.5 8 2.3.22 Proposed Basin PB : 3.0 8 2.3.23 Proposed Basin PB :4.0 9 2.3.24 Proposed Basin PB : 5.0 9 2.3.25 Proposed Basin PB : 6.0 9 2.3.26 Proposed Basin PB : 6.1 9 3. STORMWATER BMPS AND ROUTING 9 3.1 General 10 3.1.1 WQCV& Detention Calculation 11 3.2 Pipe Calculations 12 3.2.1 North Pipe 12 3.2.1 South Pipe 13 3.3 Inlet Calculations RECEIVED 11/27/2018 ii ASPEN BUILDING DEPARTMENT 3.3.1 Inlet 1 13 3.3.2 Inlet 2 13 3.3.3 Inlet 3 14 3.3.1 Inlet 4 14 3.3.1 Inlets 4, 5 and 6 14 3.4 Trench Drain Calculations 14 3.4.1 Trench Drain 1 and 2 14 3.5 Operation and Maintenance 14 APPENDIDX A--NRCS SOILS REPORT 1 APPENDIX B--FEMA FIRM MAP 2 APPENDIX C--PLAN SET 3 APPENDIX D--HYDROLOGIC CALCULATIONS 4 APPENDIX E--HYDRAULIC CALCULATIONS 5 RECEIVED 11/27/2018 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 single-family housing project at 1411 Crystal Lake Road,Aspen,Colorado, 81611 (the"Site").Facilities providing water quality capture volume and detention have been designed in this report and the associated plan. 2. General Site Description 2.1 Existing Condition The property was platted as"1411 Crystal Lake Road,also know as a parcel of land situated in Section 18 Township 10 South, Rage 84 West of the 6'P.M." Based on the topographical improvement survey, the lot area is approximately 40,813 square feet. The Site is located on the east side of aspen (see Figure 1). The hydrologic soil group as "Type B" (See Appendix A). The lot is currently occupied by a single family home. y . s 9 City Market - e ao. f Q Aiornorag, r+ ® - K 8n Colorado Band Services 0 d ° Eck Ave Aspen Telephone9 ��..ss �� In " C ateau Roaring Fork c GeS coop,: cPr D I; ne om+m aep 9 e v can S} e 8 ego Q © n q LL ® § ,n Alps Glory Hole Park g © °0' Inium w v✓arera Ore RCuisine c aE' Ware G cp aen Mon3`n S '4°en 0,..,. e The Gant ` 0 O 9 6.a r P 0 ER 0e°A ar m,y a ,e m` 1110nan.: r !r Cryst.oal laken Road Me cemetery min CD © `-.,erl Axiom Investment efl° or„,/ 4aq Advisors © � 9 lath Mountain Division R Hut Association Ule Trail 4`mg Fok uegp N Ri, 0 Figure 1. 1411 Crystal Lake Road,Aspen Vicinity Map (Source:maps.google.com) RECEIVED 11/27/2018 ASPEN BUILDING DEPARTMENT The proposed home is located well away from all major drainage ways and is not located within the flood- plain boundaries the Roaring Fork River. A portion of the site is located in the floodplain, but not devel- opment will occur within the floodplain. The house is located within Zone X, as shown and described by FEMA(see FIRM Map,Appendix B.) 2.2 Proposed Condition The existing structure will be demolished and a new structure will be built in its place. 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 the slope north of the Roaring Fork River. On average the site slopes 8-10%to the west or to the south. Drainage basins are delineated on Plan Sheet C 100(Appendix C, C 100). The basins are described in the following sections.The drainage issues and WQCV treatment BMPs are also described. 2.3 Drainage Basins Both Historical and proposed basins are described below. Table 1, below, describes the impervious area, pervious area,total area,percent imperviousness, flow path length,basin slope, runoff coefficients for the minor(5-yr)and major(100-yr) storm events and runoff flowrates for the minor(5-yr)and major(100-yr) storm events. Although the Basins are delineated on Plan Sheet C 100 (Appendix C, C 100),they are also provided in Figure No. 2 and 3,below. Historical peak flows for the 5-year and 100-year events were evaluated for the Site using the Rational Method requiring calculation of the time of concentration based on the flow path length and slope. The proposed improvements to the site will not affect offsite drainage patterns. RECEIVED 11/27/2018 2 ASPEN BUILDING DEPARTMENT Table 1. Basin Information IMPERVIOUS FLOW PATH TOTAL BASIN % RUNOFF RUNOFF FLOW PATH PEAK FLOW PEAK FLOW BASIN NO. AREA AREA IMPERVIOUS COEF.5YR COEF.100YR LENGTH(FT) SLOPE Tc(min) 5YR(CFS) 100YR(CFS) (ACRES) (ACRES) (FT/FT) EB:1 0.433 0.000 0% 0.08 0.35 140 0.0830 10.78 0.076 0.680 EB:2 0.504 0.000 0% 0.08 0.35 114 0.1010 9.21 0.096 0.860 Total 0.937 0.000 0% - - - - - 0.172 1.540 IMPERVIOUS FLOW PATH TOTAL BASIN % RUNOFF RUNOFF FLOW PATH PEAK FLOW PEAK FLOW BASIN NO. AREA AREA IMPERVIOUS COEF.5YR COEF.100YR LENGTH(FT) SLOPE Tc(min) 5YR(CFS) 100YR(CFS) (ACRES) (ACRES) (FT/FT) PB:1.0 0.008 0.008 100% 0.90 0.96 5 0.0500 5.00 0.024 0.048 PB:1.1 0.010 0.010 100% 0.90 0.96 5 0.0500 5.00 0.029 0.060 PB:1.2 0.020 0.020 100% 0.90 0.96 5 0.0500 5.00 0.059 0.121 PB:1.3 0.014 0.014 100% 0.90 0.96 5 0.0500 5.00 0.041 0.085 PB:1.4 0.013 0.013 100% 0.90 0.96 5 0.0500 5.00 0.038 0.079 PB:1.5 0.010 0.010 100% 0.90 0.96 5 0.0500 5.00 0.029 0.060 PB:1.6 0.011 0.011 100% 0.90 0.96 5 0.0500 5.00 0.032 0.066 PB:1.7 0.005 0.005 100% 0.90 0.96 5 0.0500 5.00 0.015 0.030 PB:1.8 0.012 0.012 100% 0.90 0.96 5 0.0500 5.00 0.035 0.073 PB:1.9 0.008 0.008 100% 0.90 0.96 5 0.0500 5.00 0.024 0.048 PB:1.10 0.017 0.017 100% 0.90 0.96 5 0.0500 5.00 0.050 0.103 PB:1.11 0.005 0.005 100% 0.90 0.96 5 0.0500 5.00 0.015 0.030 PB:1.12 0.010 0.010 100% 0.90 0.96 5 0.0500 5.00 0.029 0.060 PB:1.13 0.012 0.012 100% 0.90 0.96 5 0.0500 5.00 0.035 0.073 PB:2.0 0.010 0.001 15% 0.17 0.42 18 0.0410 5.00 0.006 0.027 PB:2.1 0.008 0.004 50% 0.35 0.52 16 0.0240 5.00 0.009 0.027 PB:2.2 0.025 0.017 68% 0.47 0.61 22 0.0350 5.00 0.039 0.096 PB:2.2a 0.003 0.003 100% 0.90 0.96 11 0.1000 5.00 0.009 0.018 PB:2.3 0.140 0.092 65% 0.45 0.59 45 0.0150 6.89 0.183 0.461 PB:2.4 0.043 0.003 7% 0.12 0.39 36 0.0360 6.99 0.014 0.093 PB:2.5 0.007 0.007 93% 0.77 0.85 8 0.0480 5.00 0.018 0.038 PB:3.0 0.067 0.000 0% 0.08 0.35 67 0.0900 7.34 0.014 0.127 PB:4.0 0.448 0.000 0% 0.08 0.35 55 0.1750 5.34 0.108 0.969 PB:5.0 0.029 0.029 100% 0.90 0.96 18 0.0200 5.00 0.085 0.175 PB:6.0 0.001 0.001 100% 0.90 0.96 5 0.0500 5.00 0.003 0.006 PB:6.1 0.001 0.001 100% 0.90 0.96 5 0.0500 5.00 0.003 0.006 Total 0.937 0.312 33% - - - - - 0.946 2.979 RECEIVED 11/27/2018 3 ASPEN BUILDING DEPARTMENT \ \ 1 - \`'`\ `�`\\ '\ la ���,� 1, `\, __,0\ \ -4t \ —r ) p/ \ \ / ,,,,,----,/ / Xg- 1 \ . --- • -- T \ .‘, / )� ( a, ij \ \\\ \ /z Flii \ \ \I / ., 1 -- (/ \f \\ \ N \ ., '---------\ . N 1 1 / I 1 NJ AREA A=21961.22 SF I I ,,,, 1 i - / I , I , - - - -I _ - - , I I Figure 2. Historical Basins RECEIVED 11/27/2018 4 ASPEN BUILDING DEPARTMENT P8 3 0 1 \ .PBiO 4,n PB 2.3 4/46 4 \ .k\'...1 I I I I I I. 4411P0 1 I I I I I 6-4 iiiii / PBL10 PB.5.0 PB.4.0 lir / i / / _ Figure 3. Proposed Basins 2.3.1 Historical Basin EB : 1 Historical Basin EB : 1 is comprised of the northern portion the lot with an area of 18,852 sf. Runoff sheet flows for 140 ft with 8% slope,resulting in a 100-yr flowrate of 0.680 cfs. RECEIVED 11/27/2018 5 ASPEN BUILDING DEPARTMENT 2.3.1 Historical Basin EB : 2 Historical Basin EB : 2 is comprised of the southern portion the lot with an area of 21,961 sf. Runoff sheet flows for 114 ft with 10% slope,resulting in a 100-yr flowrate of 0.680 cfs. 2.3.1 Proposed Basin PB : 1.0 Proposed basin PB:1.0 is comprised of a portion of the roof with an area of 347.6 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.048 cfs. Basin PB:1.0 travels by overland flow to downspout to Joint 5 to North Pipe and finally to the Drywell. 2.3.2 Proposed Basin PB : 1.1 Proposed basin PB:1.1 is comprised of a portion of the roof with an area of 436.2 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.06 cfs. Basin PB:1.1 travels by overland flow to downspout to Inlet 4 to North Pipe and finally to the Drywell. 2.3.3 Proposed Basin PB : 1.2 Proposed basin PB:1.2 is comprised of a portion of the roof with an area of 851.3 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.121 cfs. Basin PB:1.2 travels by overland flow to downspout to Joint 6 to North Pipe and finally to the Drywell. 2.3.4 Proposed Basin PB : 1.3 Proposed basin PB:1.3 is comprised of a portion of the roof with an area of 609.7 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.085 cfs. Basin PB:1.3 travels by overland flow to downspout to Joint 7a to South Pipe and finally to the Drywell. 2.3.5 Proposed Basin PB : 1.4 Proposed basin PB:1.4 is comprised of a portion of the roof with an area of 565.7 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.079 cfs. Basin PB:1.4 travels by overland flow to downspout to Joint 8 to South Pipe and finally to the Drywell. 2.3.6 Proposed Basin PB : 1.5 Proposed basin PB:1.5 is comprised of a portion of the roof with an area of 426.06 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.06 cfs. Basin PB:1.5 travels by overland flow to downspout to Joint 8a to South Pipe and finally to the Drywell. 2.3.7 Proposed Basin PB : 1.6 Proposed basin PB:1.6 is comprised of a portion of the roof with an area of 489.37 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.066 cfs. RECEIVED 11/27/2018 6 ASPEN BUILDING DEPARTMENT Basin PB:1.6 travels by overland flow to downspout to Joint 3a to North Pipe and finally to the Drywell. 2.3.8 Proposed Basin PB : 1.7 Proposed basin PB:1.7 is comprised of a portion of the roof with an area of 238.7 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.03 cfs. Basin PB:1.7 travels by overland flow to downspout to Joint 8a to South Pipe and finally to the Drywell. 2.3.9 Proposed Basin PB : 1.8 Proposed basin PB:1.8 is comprised of a portion of the roof with an area of 530.7 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.073 cfs. Basin PB:1.8 travels by overland flow to downspout to Joint 3b to North Pipe and finally to the Drywell. 2.3.10Proposed Basin PB : 1.9 Proposed basin PB:1.9 is comprised of a portion of the roof with an area of 355.7 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.048 cfs. Basin PB:1.9 travels by overland flow to downspout to Joint 8b to South Pipe and finally to the Drywell. 2.3.11Proposed Basin PB : 1.10 Proposed basin PB:1.10 is comprised of a portion of the roof with an area of 720.1 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.103 cfs. Basin PB:1.10 travels by overland flow to downspout to Joint 3c to North Pipe and finally to the Drywell. 2.3.12Proposed Basin PB : 1.11 Proposed basin PB:1.11 is comprised of a portion of the roof with an area of 235.4 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.03 cfs. Basin PB:1.11 travels by overland flow to downspout to Joint 8c to South Pipe and finally to the Drywell. 2.3.13Proposed Basin PB : 1.12 Proposed basin PB:1.12 is comprised of a portion of the roof with an area of 447.2 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.06 cfs. Basin PB:1.12 travels by overland flow to downspout to Joint 3d to North Pipe and finally to the Drywell. 2.3.14Proposed Basin PB : 1.13 Proposed basin PB:1.13 is comprised of a portion of the roof with an area of 543.9 sf. The basin is 100% impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.073 cfs. Basin PB:1.13 travels by overland flow to downspout to Joint 8d to South Pipe and finally to the Drywell. RECEIVED 11/27/2018 7 ASPEN BUILDING DEPARTMENT 2.3.15Proposed Basin PB : 2.0 Proposed basin PB:2.0 is comprised of garden areas and entrance paths with an area of 432.9 sf. The ba- sin is 15 %impervious. Runoff follows a flow path of 18 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.027 cfs. Basin PB:2.0 travels by overland flow to Inlet 3 to North Pipe and finally to the Drywell. 2.3.16Proposed Basin PB : 2.1 Proposed basin PB:2.1 is comprised of garden areas and entrance paths with an area of 335.3 sf. The ba- sin is 51 %impervious. Runoff follows a flow path of 16 feet at a slope of 3 %,resulting in a 100-year flowrate of 0.027 cfs. Basin PB:2.1 travels by overland flow to Inlet 4 to North Pipe and finally to the Drywell. 2.3.17Proposed Basin PB : 2.2 Proposed basin PB:2.2 is comprised of a parking area,an entrance path and planted areas with an area of 1068 sf. The basin is 68 %impervious. Runoff follows a flow path of 21.5 feet at a slope of 4%,result- ing in a 100-year flowrate of 0.096 cfs. Basin PB:2.2 travels by overland flow to Inlet 5 to North Pipe and finally to the Drywell. 2.3.18Proposed Basin PB : 2.2a Proposed basin PB:2.2a is comprised of an area between site wall and the house with an area of 121.7 sf. The basin is 100 %impervious. Runoff follows a flow path of 11 feet at a slope of 10%,resulting in a 100-year flowrate of 0.018 cfs. Basin PB:2.2a travels by overland flow to Inlets 6, 7 and 8 to North Pipe and finally to the Drywell. 2.3.19Proposed Basin PB : 2.3 Proposed basin PB:2.3 is comprised of the driveway with an area of 6115.4 sf. The basin is 66%imper- vious. Runoff follows a flow path of 45 feet at a slope of 2%,resulting in a 100-year flowrate of 0.461 cfs. Basin PB:2.3 travels by overland flow to Inlet 1 to North Pipe and finally to the Drywell. 2.3.20Proposed Basin PB : 2.4 Proposed basin PB:2.4 is comprised of the front yard with an area of 1858.4 sf. The basin is 7%impervi- ous. Runoff follows a flow path of 36 feet at a slope of 4%,resulting in a 100-year flowrate of 0.093 cfs. Basin PB:2.4 travels by overland flow to Inlet 2 to North Pipe and finally to the Drywell. 2.3.21Proposed Basin PB : 2.5 Proposed basin PB:2.5 is comprised of the garage apron with an area of 304.7 sf. The basin is 94%im- pervious. Runoff follows a flow path of 8.4 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.038 cfs. Basin PB:2.5 travels by overland flow to Trench Drain 1 to North Pipe and finally to the Drywell. 2.3.22Proposed Basin PB : 3.0 Proposed basin PB:3.0 is comprised of the northwest yard with an area of 2931.6 sf. The basin is 0%im- pervious. Runoff follows a flow path of 66.5 feet at a slope of 9%,resulting in a 100-year flowrate of 0.127 cfs. RECEIVED 11/27/2018 8 ASPEN BUILDING DEPARTMENT Basin PB:3.0 travels by overland flow and finally offsite. 2.3.23Proposed Basin PB : 4.0 Proposed basin PB:4.0 is comprised of the south yard with an area of 19529.3 sf. The basin is 0%imper- vious. Runoff follows a flow path of 54.67 feet at a slope of 18 %,resulting in a 100-year flowrate of 0.969 cfs. Basin PB:4.0 travels by overland flow offsite. 2.3.24Proposed Basin PB : 5.0 Proposed basin PB:5.0 is comprised of the rear patio with an area of 1248.8 sf. The basin is 100%im- pervious. Runoff follows a flow path of 17.9 feet at a slope of 2%,resulting in a 100-year flowrate of 0.175 cfs. Basin PB:5.0 travels by overland flow to Trench Drain 2 to South Pipe and finally to the Drywell. 2.3.25Proposed Basin PB : 6.0 Proposed basin PB:6.0 is comprised of the northwest window well with an area of 38.1 sf. The basin is 100 %impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.006 cfs. Basin PB:6.0 travels by overland flow to a drain and is infiltrated. 2.3.26Proposed Basin PB : 6.1 Proposed basin PB:6.1 is comprised of the southwest window well with an area of 33.7 sf. The basin is 100 %impervious. Runoff follows a flow path of 5 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.006 cfs. Basin PB:6.1 travels by overland flow to a drain and is infiltrated. 3. Stormwater BMPs and Routing Low impact design has been utilized where possible to provide WQCV and detention. 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. 4. Reduce runoff rates and volumes to more closely match natural conditions. Due to the proximity to the river,flows are released undetained after being treated for water qual- ity capture volume. 5. Integrate stormwater quality management and flood control. Through the use of onsite BMPs, stormwater quality management are integrated in the writ.CE IVE D 11/27/2018 9 ASPEN BUILDING DEPARTMENT 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. Runoff from the walkways travel over grass prior to being treated by the drywell. 8. Design sustainable facilities that can be safely maintained. The stormwater BMPs located onsite can be easily and safely maintained and are readily accessi- ble. 9. Design and maintain facilities with public safely in mind. Elevation drops to stormwater BMPs are minimal and designed with public safely in mind. 3.1 General Low impact design has been utilized where possible to provide WQCV. Basin Routing is described in Table 2,below. RECEIVED 11/27/2018 10 ASPEN BUILDING DEPARTMENT Basin Node 1 Node 2 Node 3 Node 4 Node 5 PB:1.0 roof top flow downspout Joint 5 North Pipe Drywell PB:1.1 roof top flow downspout Inlet4 North Pipe Drywell PB:1.2 roof top flow downspout Joint 6 North Pipe Drywell PB:1.3 roof top flow downspout Joint 7a South Pipe Drywell PB:1.4 roof top flow downspout Joint 8 South Pipe Drywell PB:1.5 roof top flow downspout Joint 8a South Pipe Drywell PB:1.6 roof top flow downspout Joint 3a North Pipe Drywell PB:1.7 roof top flow downspout Joint 8a South Pipe Drywell PB:1.8 roof top flow downspout Joint 3b North Pipe Drywell PB:1.9 roof top flow downspout Joint 8b South Pipe Drywell PB:1.10 roof top flow downspout Joint 3c North Pipe Drywell PB:1.11 roof top flow downspout Joint 8c South Pipe Drywell PB:1.12 roof top flow downspout Joint 3d North Pipe Drywell PB:1.13 roof top flow downspout Joint 8d South Pipe Drywell PB:2.0 Overland flow Inlet 3 North Pipe Drywell PB:2.1 Overland flow Inlet 4 North Pipe Drywell PB:2.2 Overland flow Inlet 5 North Pipe Drywell PB:2.2a Overland flow Inlets 6,7 and 8 North Pipe Drywell PB:2.3 Overland flow Inlet 1 North Pipe Drywell PB:2.4 Overland flow Inlet 2 North Pipe Drywell PB:2.5 Overland flow Trench Drain 1 North Pipe Drywell PB:3.0 Overland flow Offsite Offsite PB:4.0 Overland flow Offsite Offsite PB:5.0 Overland flow Trench Drain 2 South Pipe Drywell PB:6.0 Overland flow Infilltration GW PB:6.1 Overland flow Infilltration GW Table 2. Basin Routing 3.1.1 WQCV & Detention Calculation The site is located along the Roaring Fork River. Because runoff if discharged directly to the river,no detention is required. Based on an overall imperviousness of 74%percent,the WQCV in watershed inches is 0.155 in(see Ap- pendix D). In terms of volume,the WQCV over the tributary area of 0.42 acres is 236 cf(0.42 ac X RECEIVED 11/27/2018 ASPEN BUILDING DEPARTMENT 43560 sf/ac X 0.155 in X 1 ft/ 12 in).With a factor of safety applied,the total volumetric requirement is 355 cf. The proposed grading and pipe networks of the site route runoff into the proposed Drywell. The Drywell provides 358 cf of active detention which is adequate for the WQCV(354 cf). The drywell will drain within 24 hours(see Appendix F for calculations). An overflow outlet is provided. The outlet provides 2.007 cfs of capacity which is adequate to discharge the total 100-year inflow of 1.87 cfs. 3.2 Pipe Calculations Two primary pipes will be installed in order to route runoff to the Drywell. Each pipe is described below. 3.2.1 North Pipe The North Pipe collects flows from proposed basins PB:1.0,PB:1.1, PB:1.2 PB:1.6,PB:1.8,PB:1.10, PB:1.12,PB:2.0,PB:2.1,PB: 2.2,PB:2.2a, PB:2.3, PB: 2.4, and PB 2.5. Roof basins(PB:1.X)are col- lected by downspouts and hard piped to the North Pipe. Ground basins(PB2.X) are collected by yard in- lets at grade. PB:2.0 is collected by Inlet 3. PB:2.1 is collected by Inlet 4. PB:2.2 is collected by Inlet 5. PB:2.3 is collected by Inlet 1. PB:2.4 is collected by Inlet 2. PB:2.5 is collected by Trench Drain 1. The table below presents the 100-year peak runoff totals for the tributary basins. North Pipe is a 8-in PVC pipe laid at a minimum 1.0% slope with a capacity of 1.729 cfs. Basin Node Q100(CFS) PB:1.0 North Pipe 0.048 PB:1.1 North Pipe 0.060 PB:1.2 North Pipe 0.121 PB:1.6 North Pipe 0.066 PB:1.8 North Pipe 0.073 PB:1.10 North Pipe 0.103 PB:1.12 North Pipe 0.060 PB:2.0 North Pipe 0.027 PB:2.1 North Pipe 0.027 PB:2.2 North Pipe 0.096 PB:2.2a North Pipe 0.018 PB:2.3 North Pipe 0.461 PB:2.4 North Pipe 0.093 PB:2.5 North Pipe 0.038 Total 1.291 Table 3. North Pipe Basins and Runoff Values RECEIVED 11/27/2018 12 ASPEN BUILDING DEPARTMENT 3.2.1 South Pipe The North Pipe collects flows from proposed basins PB:1.3,PB:1.4,PB:1.5 PB:1.7,PB:1.8,PB:1.10, PB:1.12,PB: . PB:2.1,PB: 2.2,PB:2.2a, PB:2.3, PB: 2.4, and PB 2.5. Roof basins(PB:1.X)are col- lected by downsp is and hard piped to the North Pipe. Ground basins(PB2.X) are collected by yard in- lets at grade. PB:2.0 collected by Inlet 3. PB:2.1 is collected by Inlet 4. PB:2.2 is collected by Inlet 5. PB:2.3 is collected by In 1. PB:2.4 is collected by Inlet 2. PB:2.5 is collected by Trench Drain 1. The table below presents the 100- r peak runoff totals for the tributary basins. North Pipe is a 6-in PVC pipe laid a minimum 1.00% slope with a capacity of 0.792 cfs. Please refer to the Basin Node Q100(CFS) appropriate pipe in PB:1.3 South Pipe 0.085 narrative. Please refer only to PB:1.4 South Pipe 0.079 basins that contribute to PB:1.5 South Pipe 0.060 the south pipe. Do not include basins PB:1.7 South Pipe 0.030 contributing to north pipe. PB:1.9 South Pipe 0.048 PB:1.11 South Pipe 0.030 PB:1.13 South Pipe 0.073 PB:5.0 South Pipe 0.175 Total 0.580 Table 4. South Pipe Basins and Runoff Values 3.2.2 North/South Combination Pipe Just prior to the drywell the North and South Pipes are joined at a tee. The two pipes have a combined inflow of 1.871 cfs. The pipes is an 8-in pipe laid with a minimum slope of 1.2%. The pipe has a capac- ity of 1.894 cfs. Capacity does not meet 80% requirement. Please adjust pipe sizing. 3.3 Inlet Calculations ' Four inlets will be installed in order to route runoff to the Sand Filter. Each Inlet is described below. 3.3.1 Inlet 1 Inlet 1 will be an NDS 18"Galvanized Steel Grate. This inlet provides a 50% flow capacity of 0.814 cfs according to NDS.As a result,the inlet has adequate flow capacity to capture flows from basin PB:2.3 (0.461 cfs). 3.3.2 Inlet 2 Inlet 2 will be an NDS 9" Square Structural Foam Grate. This inlet provides a 50%flow capacity of 0.128 cfs according to NDS. As a result,the inlet has adequate flow capacity to capture flows from basin PB:2.4(0.093 cfs). RECEIVED 11/27/2018 13 ASPEN BUILDING DEPARTMENT 3.3.3 Inlet 3 Inlet 3 will be an NDS 9" Square Structural Foam Grate. This inlet provides a 50%flow capacity of 0.128 cfs according to NDS. As a result,the inlet has adequate flow capacity to capture flows from basin PB:2.0(0.027 cfs). 3.3.1 Inlet 4 Inlet 4 will be an NDS 9" Square Structural Foam Grate. This inlet provides a 50%flow capacity of 0.128 cfs according to NDS. As a result,the inlet has adequate flow capacity to capture flows from basin PB:2.1 (0.027 cfs). 3.3.1 Inlets 4, 5 and 6 Inlets 4, 5 and 6 will be an NDS 4"Round Structural Foam Grate. This inlet provides a 50%flow capac- ity of 0.013 cfs according to NDS. As a result,the three inlets have adequate flow capacity to capture flows from basin PB:2.2a(0.0.018 cfs). 3.4 Trench Drain Calculations Three trench drains will be installed to route runoff to the Sand Filter. Each trench drain is described be- low. 3.4.1 Trench Drain 1 and 2 Trench Drain 1 and 2 will are Zurn Z706-HDS. The grate provides 0.082 cfs per foot of length. Trench Drain 1 requires 0.038 cfs of flow capacity or 1-ft of length. Trench Drain 1 has a length far in excess of 1-ft. Trench Drain 2 requires 0.175 cfs of flow capacity or 4.6-ft of length. Trench Drain 2 has a length far in excess of 4.6-ft. 3.5 Operation and Maintenance 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.A maintenance plan shall be submitted to the City in the Drainage Report describing the mainte- nance 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 11/27/2018 14 ASPEN BUILDING DEPARTMENT APPENDIDX A-NRCS SOILS REPORT RECEIVED 11/27/2018 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 Resources Agricultural Experiment Garfield, and Pitkin Conservation Stations, and local Service participants Counties _ c T V. P ft j i 4, ,p r-iwir , ..), ...- 1,,,,,,fp. ' 7►�, i4 ,,,,, ..! • ._ . . I vir. , art 6 . f • - .3 ay a r • 1 ! ri, r "ilk . 4111Ij , t liii I 8 _ 4.- i . tosittol •rt % Ak illk 1 p i , . . . _ , , , go 1 )P 1 it .. is -,sidlik Irj. , ti . r u ======== •8.000 ft • 11 27 2018 March`'�5,W�1 8 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 11/27/2018 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 11/27/2018 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 76—Mine loam, 12 to 25 percent slopes 13 107—Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s 14 120—Water 15 References 17 RECEIVED 11/27/2018 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 11/27/2018 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 11/27/2018 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 11/27/2018 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 11/27/2018 8 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report Soil Map 343550 343560 343570 343580 343590 343603 343610 343620 343630 343640 39°10'59"N r - 39°10'59"N tem ur Ilril— - I 01"-- ' 1;r., 41I, 0 * , lig: i ir ......---.7111pv 040 ) i , r 1 Pr. WO ill ill I, al ,,,_ . 41 r 0 10 4 IPR • pp d, 411111: I to R o 1Q0, is ._ j°11-4 )11 p -- - .4111110111P ' 1 107 ,_ I, e f-- _ . I i _ ...... .,o Asp unave Gii©q e�eaood ail lAiiAci @aaoG° iiL39°10'55"N 39°10'55"N 343550 343560 343570 343580 343590 343600 343610 343620 343630 343640 3 Map Scale:1:669 if printed on A portrait(8.5"x 11")sheet.Meters D� o N 0 5 10 20 3 RIVE MapFeet AD 30 3 120 180 p ojection:Web Merotor Comer coordinates:WGS84 Edge tics:IITM Zone 13N WGS84 11/2 7/2 01 8 9 G G v 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 9 .• 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 8,Oct 10,2017 •• : 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. RECEIVLI., E 11/27/2018 10 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 76 Mine loam, 12 to 25 percent 1.1 43.5% slopes 107 Uracca,moist-Mergel complex, 0.3 12.4% 1 to 6 percent slopes, extremely s 120 Water 1.1 44.0% Totals for Area of Interest 2.4 100.0% 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 RECEIVED 11/27/2018 11 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report 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, 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 11/27/2018 12 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties 76—Mine loam, 12 to 25 percent slopes Map Unit Setting National map unit symbol: jq75 Elevation: 7,500 to 9,500 feet Mean annual precipitation: 18 to 20 inches Mean annual air temperature: 36 to 40 degrees F Frost-free period: 70 to 80 days Farmland classification: Not prime farmland Map Unit Composition Mine and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Mine Setting Landform: Valley sides, fans Down-slope shape: Linear Across-slope shape: Linear Parent material: Moderately coarse alluvium derived from metamorphic rock and/or moderately coarse colluvium derived from metamorphic rock Typical profile H1 - 0 to 4 inches: loam H2-4 to 16 inches: gravelly sandy loam H3- 16 to 32 inches: cobbly sandy loam H4 -32 to 37 inches: gravelly sandy loam H5-37 to 45 inches: very cobbly loamy sand H6-45 to 60 inches: very gravelly sandy loam Properties and qualities Slope: 12 to 25 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 (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low(about 4.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: A Other vegetative classification: Spruce-Fir(null_21) Hydric soil rating: No RECEIVED 11/27/2018 13 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report Minor Components Other soils Percent of map unit: 15 percent Hydric soil rating: No 107—Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s Map Unit Setting National map unit symbol: jq4g Elevation: 6,800 to 8,400 feet Mean annual precipitation: 16 to 19 inches Mean annual air temperature: 40 to 43 degrees F Frost-free period: 75 to 95 days Farmland classification: Not prime farmland Map Unit Composition Uracca, moist, and similar soils: 50 percent Mergel and similar soils: 40 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Uracca, Moist Setting Landform: Valley sides, alluvial fans, structural benches Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium derived from igneous and metamorphic rock Typical profile H1 - 0 to 8 inches: cobbly sandy loam H2- 8 to 15 inches: very cobbly sandy clay loam H3- 15 to 60 inches: extremely cobbly loamy sand Properties and qualities Slope: 1 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high (0.20 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Very low(about 2.6 inches) Interpretive groups Land capability classification (irrigated): 6s RECEIVED 11/27/2018 14 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report 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 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 120—Water Map Unit Composition Water: 95 percent RECEIVED 11/27/2018 15 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report Minor components: 5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Minor Components Aquolls Percent of map unit: 5 percent Landform: Marshes Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: Yes RECEIVED 11/27/2018 16 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 11/27/2018 17 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 11/27/2018 18 ASPEN BUILDING DEPARTMENT APPENDIX B-FEMA FIRM MAP RECEIVED 11/27/2018 2 ASPEN BUILDING DEPARTMENT p `` - ii772 , a i HOPKrN U/ ��`' 4 tW r �/ Ave^ue , ® ��/ 79 1 r �` 0 793,6� ,2� tag APPROXIMATE SCALE IN FEET Q 500 0 5 `— Ziv rilf o(,\ t.,,,,-,;,-_,:,1:5.',,I; 7 7938 r \ C\\\N‘ avr %4 7/ ® ZONE A'''.; aZ IMO�������� '1--------...._ wqTens 7942/� q �7946 NATIONAL FLOOD INSURANCE PROGRAM Ave.N�e r i !'7951 :::/:,,, t ZONEX � ' / \ .✓ CITY OF ASPEN `':` FIRM 080143 FLOOD INSURANCE RATE MAP i017956 RtvERstoE PITKIN COUNTY, IL 796p \ ,„,,.,,,i!,, COLORADO AND �� I 1 CENTENNIAL s INCORPORATED AREAS CIRCLE Ian op *A\7 PANEL 204 OF 325 0 it ,, 6 77 CRYSTALROAD LAKE Salvation Canal t 69 2) cb Footbridge : A 19 C� 8001 OUNTAiNS g /\ - .. ( COMMUNITY COMMUNITY PANEL NAME NUMBER NUMBER SUFFIX l e / 7982 131 ASPEN,CITY OF 080/43 0204 C PITMN COUNTY, �s ' 7991 Y UNINCORPORATED AREAS OBN341 OPO4 C x, �� 7990 S --,',,,,Kar-a;;W',,,',-. N•.i:s.1***bt, 4:0 • St i-", 8014 08097CO204 C 7 8019' \� ✓ � h7 8020• EFFECTIVE DATE: N 9$� " f ' w `` ' ZONE X Footbridge JUNE 4,19$7 ` ; te r 1 •, u,ilip f C444— / Federal Emergency Management Agency .. 802 This is an official copy of a portion of the above referenced RECEIVED. 80 was extracted using F-MIT On-Line. This map does not reflect changes or amendments which may have been made subsequent to the da a he / ZONE X title block. For the latest product information about National Floc In n �2018 Program flood maps check the FEMA Flood Map Store at www.msc.fema.g' ASPEN BUILDING DEPARTMENT APPENDIX C-PLAN SET RECEIVED 11/27/2018 3 ASPEN BUILDING DEPARTMENT APPENDIX D-HYDROLOGIC CALCULATIONS RECEIVED 11/27/2018 4 ASPEN BUILDING DEPARTMENT City of Aspen Urban Runoff Management Plan WQCV SF 0.30 0.25 U) a) — 0.20 -13 a) can 0.15 a) CC 0.10 U 0.05 0.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Effective Imperviousness of Tributary Area to BMP (percent) Figure 8.13 Aspen Water Quality Capture Volume RECEIVED Chapter 8—Water Quality 8-30 Rev 11/2014 11/2 7/2 018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: EB:1 I. Catchment Hydrologic Data Catchment ID= EB:1 Area= 0.433 Acres Percent Imperviousness= 0.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.08 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.08 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0830 140 0.08 N/A 0.21 10.91 1 2 3 4 5 Sum 140 Computed Tc= 10.91 Regional Tc= 10.78 User-Entered Tc= 10.78 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 2.32 inch/hr Peak Flowrate,Qp= 0.075 cfs Rainfall Intensity at Regional Tc, I= 2.34 inch/hr Peak Flowrate,Qp= 0.076 cfs Rainfall Intensity at User-Defined Tc, I= 2.34 inch/hr Peak Flowrate,Qp= 0.076 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: EB:2 I. Catchment Hydrologic Data Catchment ID= EB:2 Area= 0.504 Acres Percent Imperviousness= 0.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.08 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.08 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.1010 114 0.08 N/A 0.21 9.21 1 2 3 4 5 Sum 114 Computed Tc= 9.21 Regional Tc= 10.63 User-Entered Tc= 9.21 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 2.54 inch/hr Peak Flowrate,Qp= 0.096 cfs Rainfall Intensity at Regional Tc, I= 2.35 inch/hr Peak Flowrate,Qp= 0.089 cfs Rainfall Intensity at User-Defined Tc, I= 2.54 inch/hr Peak Flowrate,Qp= 0.096 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.0 I. Catchment Hydrologic Data Catchment ID= PB:1.0 Area= 0.008 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.035 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.017 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.024 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.1 I. Catchment Hydrologic Data Catchment ID= PB:1.1 Area= 0.010 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.044 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.022 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.029 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.2 I. Catchment Hydrologic Data Catchment ID= PB:1.2 Area= 0.020 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.088 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.043 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.059 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.3 I. Catchment Hydrologic Data Catchment ID= PB:1.3 Area= 0.014 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.062 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.030 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.041 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.4 I. Catchment Hydrologic Data Catchment ID= PB:1.4 Area= 0.013 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.057 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.028 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.038 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.5 I. Catchment Hydrologic Data Catchment ID= PB:1.5 Area= 0.010 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.044 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.022 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.029 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.6 I. Catchment Hydrologic Data Catchment ID= PB:1.6 Area= 0.011 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.048 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.024 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.032 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.7 I. Catchment Hydrologic Data Catchment ID= PB:1.7 Area= 0.005 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.022 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.011 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.015 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.8 I. Catchment Hydrologic Data Catchment ID= PB:1.8 Area= 0.012 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.053 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.026 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.035 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.9 I. Catchment Hydrologic Data Catchment ID= PB:1.9 Area= 0.008 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.035 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.017 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.024 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.10 I. Catchment Hydrologic Data Catchment ID= PB:1.10 Area= 0.017 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.075 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.037 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.050 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.11 I. Catchment Hydrologic Data Catchment ID= PB:1.11 Area= 0.005 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.022 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.011 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.015 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.12 I. Catchment Hydrologic Data Catchment ID= PB:1.12 Area= 0.010 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.044 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.022 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.029 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.13 I. Catchment Hydrologic Data Catchment ID= PB:1.13 Area= 0.012 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.92 inch/hr Peak Flowrate,Qp= 0.053 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.026 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.035 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.0 I. Catchment Hydrologic Data Catchment ID= PB:2.0 Area= 0.010 Acres Percent Imperviousness= 15.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.17 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.17 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0410 18 0.17 N/A 0.07 4.48 1 2 3 4 5 Sum 18 Computed Tc= 4.48 Regional Tc= 10.10 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.42 inch/hr Peak Flowrate,Qp= 0.006 cfs Rainfall Intensity at Regional Tc, I= 2.42 inch/hr Peak Flowrate,Qp= 0.004 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.006 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.1 I. Catchment Hydrologic Data Catchment ID= PB:2.1 Area= 0.008 Acres Percent Imperviousness= 50.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.35 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.35 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0240 16 0.35 N/A 0.07 4.06 1 2 3 4 5 Sum 16 Computed Tc= 4.06 Regional Tc= 10.09 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.52 inch/hr Peak Flowrate,Qp= 0.010 cfs Rainfall Intensity at Regional Tc, I= 2.42 inch/hr Peak Flowrate,Qp= 0.007 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.009 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.2 I. Catchment Hydrologic Data Catchment ID= PB:2.2 Area= 0.025 Acres Percent Imperviousness= 68.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.47 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.47 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0350 22 0.47 N/A 0.10 3.51 1 2 3 4 5 Sum 22 Computed Tc= 3.51 Regional Tc= 10.12 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.67 inch/hr Peak Flowrate,Qp= 0.044 cfs Rainfall Intensity at Regional Tc, I= 2.42 inch/hr Peak Flowrate,Qp= 0.029 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.039 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.2A I. Catchment Hydrologic Data Catchment ID= PB:2.2A Area= 0.003 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.1000 11 0.90 N/A 0.32 0.57 1 2 3 4 5 Sum 11 Computed Tc= 0.57 Regional Tc= 10.06 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.76 inch/hr Peak Flowrate,Qp= 0.013 cfs Rainfall Intensity at Regional Tc, I= 2.42 inch/hr Peak Flowrate,Qp= 0.007 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.009 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.3 I. Catchment Hydrologic Data Catchment ID= PB:2.3 Area= 0.140 Acres Percent Imperviousness= 65.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.45 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.45 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0150 45 0.45 N/A 0.11 6.89 1 2 3 4 5 Sum 45 Computed Tc= 6.89 Regional Tc= 10.25 User-Entered Tc= 6.89 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 2.90 inch/hr Peak Flowrate,Qp= 0.183 cfs Rainfall Intensity at Regional Tc, I= 2.40 inch/hr Peak Flowrate,Qp= 0.151 cfs Rainfall Intensity at User-Defined Tc, I= 2.90 inch/hr Peak Flowrate,Qp= 0.183 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.4 I. Catchment Hydrologic Data Catchment ID= PB:2.4 Area= 0.043 Acres Percent Imperviousness= 7.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.12 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.12 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0360 36 0.12 N/A 0.09 6.99 1 2 3 4 5 Sum 36 Computed Tc= 6.99 Regional Tc= 10.20 User-Entered Tc= 6.99 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 2.89 inch/hr Peak Flowrate,Qp= 0.014 cfs Rainfall Intensity at Regional Tc, I= 2.41 inch/hr Peak Flowrate,Qp= 0.012 cfs Rainfall Intensity at User-Defined Tc, I= 2.89 inch/hr Peak Flowrate,Qp= 0.014 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.5 I. Catchment Hydrologic Data Catchment ID= PB:2.5 Area= 0.007 Acres Percent Imperviousness= 93.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.77 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.77 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0480 8 0.77 N/A 0.13 0.99 1 2 3 4 5 Sum 8 Computed Tc= 0.99 Regional Tc= 10.04 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.57 inch/hr Peak Flowrate,Qp= 0.025 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.013 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.018 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:3.0 I. Catchment Hydrologic Data Catchment ID= PB:3.0 Area= 0.067 Acres Percent Imperviousness= 0.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.08 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.08 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0900 67 0.08 N/A 0.15 7.34 1 2 3 4 5 Sum 67 Computed Tc= 7.34 Regional Tc= 10.37 User-Entered Tc= 7.34 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 2.83 inch/hr Peak Flowrate,Qp= 0.014 cfs Rainfall Intensity at Regional Tc, I= 2.39 inch/hr Peak Flowrate,Qp= 0.012 cfs Rainfall Intensity at User-Defined Tc, I= 2.83 inch/hr Peak Flowrate,Qp= 0.014 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:4.0 I. Catchment Hydrologic Data Catchment ID= PB:4.0 Area= 0.448 Acres Percent Imperviousness= 0.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.08 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.08 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.1750 55 0.08 N/A 0.17 5.34 1 2 3 4 5 Sum 55 Computed Tc= 5.34 Regional Tc= 10.31 User-Entered Tc= 5.34 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.21 inch/hr Peak Flowrate,Qp= 0.108 cfs Rainfall Intensity at Regional Tc, I= 2.39 inch/hr Peak Flowrate,Qp= 0.080 cfs Rainfall Intensity at User-Defined Tc, I= 3.21 inch/hr Peak Flowrate,Qp= 0.108 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:5.0 I. Catchment Hydrologic Data Catchment ID= PB:5.0 Area= 0.029 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0200 18 0.90 N/A 0.24 1.25 1 2 3 4 5 Sum 18 Computed Tc= 1.25 Regional Tc= 10.10 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.45 inch/hr Peak Flowrate,Qp= 0.116 cfs Rainfall Intensity at Regional Tc, I= 2.42 inch/hr Peak Flowrate,Qp= 0.063 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.085 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:6.0 I. Catchment Hydrologic Data Catchment ID= PB:6.0 Area= 0.001 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 5 0.90 N/A 0.17 0.49 1 2 3 4 5 Sum 5 Computed Tc= 0.49 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.79 inch/hr Peak Flowrate,Qp= 0.004 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.002 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.003 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:6.1 I. Catchment Hydrologic Data Catchment ID= PB:6.1 Area= 0.001 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.90 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 5 0.90 N/A 0.17 0.49 1 2 3 4 5 Sum 5 Computed Tc= 0.49 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.79 inch/hr Peak Flowrate,Qp= 0.004 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.002 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.003 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: EB:1 I. Catchment Hydrologic Data Catchment ID= EB:1 Area= 0.433 Acres Percent Imperviousness= 0.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.35 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.08 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0830 140 0.08 N/A 0.21 10.91 1 2 3 4 5 Sum 140 Computed Tc= 10.91 Regional Tc= 10.78 User-Entered Tc= 10.78 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.46 inch/hr Peak Flowrate,Qp= 0.676 cfs Rainfall Intensity at Regional Tc, I= 4.49 inch/hr Peak Flowrate,Qp= 0.680 cfs Rainfall Intensity at User-Defined Tc, I= 4.49 inch/hr Peak Flowrate,Qp= 0.680 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: EB:2 I. Catchment Hydrologic Data Catchment ID= EB:2 Area= 0.504 Acres Percent Imperviousness= 0.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.35 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.08 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.1010 114 0.08 N/A 0.21 9.21 1 2 3 4 5 Sum 114 Computed Tc= 9.21 Regional Tc= 10.63 User-Entered Tc= 9.21 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.88 inch/hr Peak Flowrate,Qp= 0.860 cfs Rainfall Intensity at Regional Tc, I= 4.52 inch/hr Peak Flowrate,Qp= 0.798 cfs Rainfall Intensity at User-Defined Tc, I= 4.88 inch/hr Peak Flowrate,Qp= 0.860 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.0 I. Catchment Hydrologic Data Catchment ID= PB:1.0 Area= 0.008 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.072 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.036 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.048 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.1 I. Catchment Hydrologic Data Catchment ID= PB:1.1 Area= 0.010 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.090 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.045 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.060 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.2 I. Catchment Hydrologic Data Catchment ID= PB:1.2 Area= 0.020 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.181 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.089 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.121 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.3 I. Catchment Hydrologic Data Catchment ID= PB:1.3 Area= 0.014 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.126 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.062 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.085 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.4 I. Catchment Hydrologic Data Catchment ID= PB:1.4 Area= 0.013 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.117 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.058 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.079 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.5 I. Catchment Hydrologic Data Catchment ID= PB:1.5 Area= 0.010 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.090 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.045 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.060 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.6 I. Catchment Hydrologic Data Catchment ID= PB:1.6 Area= 0.011 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.099 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.049 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.066 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.7 I. Catchment Hydrologic Data Catchment ID= PB:1.7 Area= 0.005 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.045 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.022 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.030 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.8 I. Catchment Hydrologic Data Catchment ID= PB:1.8 Area= 0.012 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.108 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.054 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.073 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.9 I. Catchment Hydrologic Data Catchment ID= PB:1.9 Area= 0.008 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.072 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.036 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.048 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.10 I. Catchment Hydrologic Data Catchment ID= PB:1.10 Area= 0.017 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.154 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.076 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.103 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.11 I. Catchment Hydrologic Data Catchment ID= PB:1.11 Area= 0.005 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.045 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.022 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.030 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.12 I. Catchment Hydrologic Data Catchment ID= PB:1.12 Area= 0.010 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.090 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.045 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.060 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:1.13 I. Catchment Hydrologic Data Catchment ID= PB:1.13 Area= 0.012 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.4500 5 0.90 N/A 0.35 0.24 1 2 3 4 5 Sum 5 Computed Tc= 0.24 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.45 inch/hr Peak Flowrate,Qp= 0.108 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.054 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.073 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.0 I. Catchment Hydrologic Data Catchment ID= PB:2.0 Area= 0.010 Acres Percent Imperviousness= 15.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.42 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.17 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0410 18 0.17 N/A 0.07 4.48 1 2 3 4 5 Sum 18 Computed Tc= 4.48 Regional Tc= 10.10 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 6.56 inch/hr Peak Flowrate,Qp= 0.028 cfs Rainfall Intensity at Regional Tc, I= 4.65 inch/hr Peak Flowrate,Qp= 0.020 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.027 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.1 I. Catchment Hydrologic Data Catchment ID= PB:2.1 Area= 0.008 Acres Percent Imperviousness= 50.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.52 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.35 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0240 16 0.35 N/A 0.07 4.06 1 2 3 4 5 Sum 16 Computed Tc= 4.06 Regional Tc= 10.09 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 6.77 inch/hr Peak Flowrate,Qp= 0.028 cfs Rainfall Intensity at Regional Tc, I= 4.65 inch/hr Peak Flowrate,Qp= 0.020 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.027 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.2 I. Catchment Hydrologic Data Catchment ID= PB:2.2 Area= 0.025 Acres Percent Imperviousness= 68.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.61 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.47 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0350 22 0.47 N/A 0.10 3.51 1 2 3 4 5 Sum 22 Computed Tc= 3.51 Regional Tc= 10.12 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 7.06 inch/hr Peak Flowrate,Qp= 0.107 cfs Rainfall Intensity at Regional Tc, I= 4.64 inch/hr Peak Flowrate,Qp= 0.071 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.096 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.2A I. Catchment Hydrologic Data Catchment ID= PB:2.2A Area= 0.003 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.1000 11 0.90 N/A 0.32 0.57 1 2 3 4 5 Sum 11 Computed Tc= 0.57 Regional Tc= 10.06 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.14 inch/hr Peak Flowrate,Qp= 0.026 cfs Rainfall Intensity at Regional Tc, I= 4.66 inch/hr Peak Flowrate,Qp= 0.013 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.018 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.3 I. Catchment Hydrologic Data Catchment ID= PB:2.3 Area= 0.140 Acres Percent Imperviousness= 65.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.59 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.45 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0150 45 0.45 N/A 0.11 6.89 1 2 3 4 5 Sum 45 Computed Tc= 6.89 Regional Tc= 10.25 User-Entered Tc= 6.89 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 5.58 inch/hr Peak Flowrate,Qp= 0.461 cfs Rainfall Intensity at Regional Tc, I= 4.61 inch/hr Peak Flowrate,Qp= 0.381 cfs Rainfall Intensity at User-Defined Tc, I= 5.58 inch/hr Peak Flowrate,Qp= 0.461 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.4 I. Catchment Hydrologic Data Catchment ID= PB:2.4 Area= 0.043 Acres Percent Imperviousness= 7.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.39 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.12 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0360 36 0.12 N/A 0.09 6.99 1 2 3 4 5 Sum 36 Computed Tc= 6.99 Regional Tc= 10.20 User-Entered Tc= 6.99 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 5.55 inch/hr Peak Flowrate,Qp= 0.093 cfs Rainfall Intensity at Regional Tc, I= 4.62 inch/hr Peak Flowrate,Qp= 0.077 cfs Rainfall Intensity at User-Defined Tc, I= 5.55 inch/hr Peak Flowrate,Qp= 0.093 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:2.5 I. Catchment Hydrologic Data Catchment ID= PB:2.5 Area= 0.007 Acres Percent Imperviousness= 93.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.85 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.77 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0480 8 0.77 N/A 0.13 0.99 1 2 3 4 5 Sum 8 Computed Tc= 0.99 Regional Tc= 10.04 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 8.77 inch/hr Peak Flowrate,Qp= 0.052 cfs Rainfall Intensity at Regional Tc, I= 4.66 inch/hr Peak Flowrate,Qp= 0.028 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.038 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:3.0 I. Catchment Hydrologic Data Catchment ID= PB:3.0 Area= 0.067 Acres Percent Imperviousness= 0.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.35 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.08 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0900 67 0.08 N/A 0.15 7.34 1 2 3 4 5 Sum 67 Computed Tc= 7.34 Regional Tc= 10.37 User-Entered Tc= 7.34 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 5.43 inch/hr Peak Flowrate,Qp= 0.127 cfs Rainfall Intensity at Regional Tc, I= 4.58 inch/hr Peak Flowrate,Qp= 0.107 cfs Rainfall Intensity at User-Defined Tc, I= 5.43 inch/hr Peak Flowrate,Qp= 0.127 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:4.0 I. Catchment Hydrologic Data Catchment ID= PB:4.0 Area= 0.448 Acres Percent Imperviousness= 0.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.35 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.08 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.1750 55 0.08 N/A 0.17 5.34 1 2 3 4 5 Sum 55 Computed Tc= 5.34 Regional Tc= 10.31 User-Entered Tc= 5.34 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 6.18 inch/hr Peak Flowrate,Qp= 0.969 cfs Rainfall Intensity at Regional Tc, I= 4.60 inch/hr Peak Flowrate,Qp= 0.721 cfs Rainfall Intensity at User-Defined Tc, I= 6.18 inch/hr Peak Flowrate,Qp= 0.969 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:5.0 I. Catchment Hydrologic Data Catchment ID= PB:5.0 Area= 0.029 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0200 18 0.90 N/A 0.24 1.25 1 2 3 4 5 Sum 18 Computed Tc= 1.25 Regional Tc= 10.10 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 8.56 inch/hr Peak Flowrate,Qp= 0.237 cfs Rainfall Intensity at Regional Tc, I= 4.65 inch/hr Peak Flowrate,Qp= 0.129 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.175 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:6.0 I. Catchment Hydrologic Data Catchment ID= PB:6.0 Area= 0.001 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 5 0.90 N/A 0.17 0.49 1 2 3 4 5 Sum 5 Computed Tc= 0.49 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.21 inch/hr Peak Flowrate,Qp= 0.009 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.004 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.006 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1411 Crystal Lake Catchment ID: PB:6.1 I. Catchment Hydrologic Data Catchment ID= PB:6.1 Area= 0.001 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)AC3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland LEGEND Reach 1 flow Reach 2 0 Beginning Flaw Direction • Catchment Reach 3 Boundary NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance JI 2.5 5 II 7 II 10 II 15 II 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes input input output input output output Overland 0.0500 5 0.90 N/A 0.17 0.49 1 2 3 4 5 Sum 5 Computed Tc= 0.49 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.21 inch/hr Peak Flowrate,Qp= 0.009 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.004 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.006 cfs RECEIVED 11/g7e/2018 ASPEN BUILDING DEPARTMENT APPENDIX E-HYDRAULIC CALCULATIONS RECEIVED 11/27/2018 5 ASPEN BUILDING DEPARTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday, Nov 8 2018 8-in@1% Circular Highlighted Diameter (ft) = 0.67 Depth (ft) = 0.54 Q (cfs) = 1.729 Area (sqft) = 0.30 Invert Elev (ft) = 100.00 Velocity (ft/s) = 5.72 Slope (%) = 1.00 Wetted Perim (ft) = 1.48 N-Value = 0.009 Crit Depth, Yc (ft) = 0.61 Top Width (ft) = 0.54 Calculations EGL (ft) = 1.04 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section 101.00 100.75 100.50 100.25 100.00 99.75 ; + , i; 0 1 11/27/2018 UI tRIM RTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday, Mar 15 2018 6-in @1% Circular Highlighted Diameter (ft) = 0.50 Depth (ft) = 0.40 Q (cfs) = 0.792 Area (sqft) = 0.17 Invert Elev (ft) = 100.00 Velocity (ft/s) = 4.70 Slope (%) = 1.00 Wetted Perim (ft) = 1.11 N-Value = 0.009 Crit Depth, Yc (ft) = 0.45 Top Width (ft) = 0.40 Calculations EGL (ft) = 0.74 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section 101.00 100.75 • • 100.50 100.25 100.00 99.75 i; • ,�fi , 0 1 11/27/2018 9111LDIP RTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday, Nov 8 2018 8-in Drywell Connection Circular Highlighted Diameter (ft) = 0.67 Depth (ft) = 0.54 Q (cfs) = 1.894 Area (sqft) = 0.30 Invert Elev (ft) = 100.00 Velocity (ft/s) = 6.26 Slope (%) = 1.20 Wetted Perim (ft) = 1.48 N-Value = 0.009 Crit Depth, Yc (ft) = 0.62 Top Width (ft) = 0.54 Calculations EGL (ft) = 1.15 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section 101.00 100.75 100.50 100.25 100.00 99.75 + , i 0 1 11/27/2018 UI tRIM RTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday, Nov 15 2018 8-in Outlet S=0.43% Circular Highlighted Diameter (ft) = 0.83 Depth (ft) = 0.66 Q (cfs) = 2.007 Area (sqft) = 0.46 Invert Elev (ft) = 100.00 Velocity (ft/s) = 4.32 Slope (%) = 0.43 Wetted Perim (ft) = 1.84 N-Value = 0.009 Crit Depth, Yc (ft) = 0.64 Top Width (ft) = 0.66 Calculations EGL (ft) = 0.95 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section 101.00 100.75 v 100.50 100.25 100.00 99.75 ,��r 0 1 11/27/2018 UI tRIM RTMENT APPENDIX F-DRYWELL CALCULATIONS RECEIVED 11/27/2018 5 ASPEN BUILDING DEPARTMENT Project: 1411 Crystal Lake Dr. Impervious Area: 13607 sf WQCV WQCV Depth: 0.155 in **Based on 74% WQCV Volume: 236.00 cf Imperviousness. Factor of Safety: 1.50 WQCV: 354.00 cf 100-Year 100-yr Storm Depth: 1.23 in **Detention not required 100-yr Storm Volume: 0.00 cf Adjacent to River. Factor of Safety: 1.00 100-Yr Retention 0.00 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 7.91 ft *****One 11.67 ft drywell Volume Drywell 223.54 cf Gravel 134.72 cf Total 358.25 cf 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 11/27/2018 ASPEN BUILDING DEPARTMENT K: Percolation Rate (Geotech): 8 in/min Resulting K: 1.736E-04 ft/s Vr: 236.00 cf AP= 31.47 square feet required Area(1in hole) 0.785 square inches Number of 1 inch holes: 40 Circumference 18.84 ft/drywell Min Perc Depth (ft) 1.67 ft Perc Depth Provided (ft) 4 ft RECEIVED 11/27/2018 ASPEN BUILDING DEPARTMENT