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HomeMy WebLinkAboutFile Documents.1300 Riverside Dr.0309.2017 (18).ARBK GRADING AND DRAINAGE REPORT PREPARED FOR 1 300 RIVERSIDE LLC 1 300 RIVERSIDE DRIVE, ASPEN 410Xftki* WOODY CREEK ENGINEERING CIVIL DESIGN e= WATER RIGHTS P.O. Box 575 WOODY CREEK, COLORADO 81656 970-309-7 1 30 PREPARED BY Reviewed by Engineering JOSH RICE, P.E. 07/03/2018 4:40:25 PM "It should be known that this review shall not relieve the applicant of their responsibility to comply with the requirements of the City of Aspen. The review and approval by the City is offered only to assist the applicant's understanding of the applicable Engineering requirements."The issuance of a permit based on construction documents and other data shall not prevent the City of Aspen from requiring the correction of errors in the construction documents and other data. REVISED APRIL 30, 2018 REVISED FEBRUARY 25, 2018 DECEMBER 5, 2017 RECEIVED 05/04/2018 ASPEN BUILDING DEPARTMENT I hereby affirm that this report and the accompanying plans for the drainage improvements of"Lot 6,Block 1,Riverside Subdivision"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. Iit.'��p.00 LILFN• '' 4/30/2018 Josh Rice,P.E. C 427. : License No. SS'�ONAL E es' RECEIVED 05/04/2018 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 2.3.2 Historical Basin EB : 2 6 2.3.1 Proposed Basin PB : 1.1 6 2.3.2 Proposed Basin PB : 1.2 6 2.3.3 Proposed Basin PB : 1.3 6 2.3.4 Proposed Basin PB : 1.4 6 2.3.5 Proposed Basin PB : 1.5 6 2.3.6 Proposed Basin PB : 1.6 6 2.3.7 Proposed Basin PB : 1.7 7 2.3.8 Proposed Basin PB : 2.1 7 2.3.9 Proposed Basin PB : 2.2 7 2.3.10 Proposed Basin PB : 2.3 7 2.3.11 Proposed Basin PB : 2.4 7 2.3.12 Proposed Basin PB : 2.5 7 2.3.13 Proposed Basin PB : 2.6 8 2.3.14 Proposed Basin PB : 2.7 8 2.3.15 Proposed Basin PB : 2.8 8 2.3.16 Proposed Basin PB : 2.9 8 2.3.17 Proposed Basin PB : 3.0 8 2.3.18 Proposed Basin PB : EG1 8 3. STORMWATER BMPS AND ROUTING 9 3.1 General 9 3.1.1 Undetained Basins 10 3.1.2 Retained Basins 11 3.1.3 Detained Basins—Drywell System 11 3.1.4 Outlet 11 3.1.5 Percolation Rate 12 3.2 Pipe and Inlet Calculations 12 3.2.1 Pipe A 12 3.2.2 Pipe B 12 3.2.3 Pipe C 13 3.2.4 Pipe D 13 3.3 Operation and Maintenance 14 RECEIVED 05/04/2018 ii ASPEN BUILDING DEPARTMENT APPENDIDX A--NRCS SOILS REPORT 1 APPENDIX B--FEMA FIRM MAP 2 APPENDIX C--PLAN SET 3 APPENDIX D--HYDROLOGIC CALCULATIONS 4 APPENDIX E--HYDRAULIC CALCULATIONS 5 APPENDIX F - DETENTION CALCULATIONS 6 RECEIVED 05/04/2018 111 ASPEN BUILDING DEPARTMENT 1. Introduction This report was prepared to meet the requirements of a City of Aspen Engineering Department Grading and Drainage Report for a Major Design. The report was prepared for a single-family housing project at 1300 Riverside Drive, Aspen, Colorado, 81611 (the "Site"). Facilities providing water quality capture volume and detention have been designed in this report and the associated plan. 2. General Site Description 2.1 Existing Condition The property was platted as "Lot 6,Block 1, Riverside Subdivision"Based on the topographical improve- ment survey,the lot area is approximately 10754 square feet. The Site is located on the east side of aspen (see Figure 1). H-P Kumar geotechnical report describes the hydrologic soil group as "Type B" (See Appendix A). The lot is currently occupied by a single family home. U 5, Q �O� x a �a EC°pperq�e �' / �ys� lntAve Q eeoo 1r 6e 41 0 N o f wa g ez ter sgfre w Aspen Grove Rd 41 1300 Riverside Da�rive eQa Ute p, ( 1 tia Gc"\5 ilk 113 iim ez 4o Salvation flit dam. '7 Ute Trail® '9 n'Poarirta For*River--- Figure 1. 1300 Riverside Drive,Aspen Vicinity Map (Source:maps.google.com) The site is located well away from all major drainage ways and is not located within the floodplain bound- aries the Roaring Fork River. The Site is located within Zone X, as shown and described by FEMA (see FIRM Map,Appendix B.) RECEIVED 05/04/2018 ASPEN BUILDING DEPARTMENT 2.2 Proposed Condition Existing structure will be removed and replaced. 2.2.1 Determination of Major/Minor The Urban Runoff Management Plan (the "URMP") has two controlling triggers when determining the permit requirements: interior demolition and exterior disturbed area. Based on these two triggers, Woody Creek Engineering ("WCE") has determined that water quality capture volume ("WQCV") and detention is required for the entire property. The Site is located on a relatively flat area that slopes at 4.5%to the north west.Drainage basins are delin- eated on Plan Sheet C.1 (Appendix C,C.1).The basins are described in the following sections.The drainage issues and WQCV treatment BMPs are also described. 2.3 Drainage Basins Both Historical and proposed basins are described below. Table 1,below, describes the impervious area, pervious area,total area,percent imperviousness, flow path length,basin slope, runoff coefficients for the minor(5-yr) and major(100-yr) storm events and runoff flowrates for the minor(5-yr)and major(100-yr) storm events. Although the Basins are delineated on Plan Sheet C.1 (Appendix C, C.1), they are also provided in Figure No. 2 and 3,below. Historical peak flows for the 5-year and 100-year events were evaluated for the Site using a time of con- centration based on the flow path length and slope. The proposed improvements to the site will not affect offsite drainage patterns. Offsite runoff that ran through the property's drainage easement will still be routed through the drainage easement. Table 1. Basin Information 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 0.116 0.000 0% 0.08 0.35 75 0.0693 8.46 0.023 0.206 EB:2 0.131 0.000 0% 70 0.0600 8.57 0.026 0.232 Total 0.247 0.000 0% - - - - - 0.049 0.438 RECEIVED 05/04/2018 2 ASPEN BUILDING DEPARTMENT IMPERVIOUS FLOW PATH TOTAL BASIN % RUNOFF RUNOFF FLOW PATH PEAK FLOW PEAK FLOW BASIN NO. AREA AREA IMPERVIOUS COEF.51R COEF.100YR LENGTH(FT) SLOPE Tc(min) 51R(CFS) 1001R(CFS) (ACRES) (ACRES) (FT/FT) PB:1.1 0.038 0.000 0% 0.08 0.35 75 0.0693 8.46 0.008 0.068 PB:1.2 0.010 0.006 57% 0.39 0.55 25 0.0160 5.47 0.012 0.034 PB:1.3 0.003 0.000 0% 0.08 0.35 13 0.0050 8.39 0.001 0.005 PB:1.4 0.003 0.001 37% 0.28 0.49 30 0.0580 5.00 0.003 0.009 PB:1.5 0.017 0.000 0% 0.08 0.35 20 0.0300 5.76 0.040 0.036 PB:1.6 0.007 0.005 63% 0.43 0.58 17 0.0550 5.00 0.010 0.026 PB:1.7 0.002 0.001 86% 0.67 0.76 11 0.0180 5.00 0.004 0.010 PB:2.1 0.025 0.000 0% 0.08 0.35 24 0.0417 5.66 0.006 0.053 PB:2.2 0.008 0.008 100% 0.90 0.96 40 0.0500 5.00 0.024 0.048 PB:2.3 0.008 0.000 0% 0.08 0.35 25 0.0720 5.00 0.002 0.018 PB:2.4 0.004 0.000 0% 0.08 0.35 25 0.0720 use pb:2.3 0.001 0.009 PB:2.5 0.016 0.016 100% 0.90 0.96 50 r 0.0384 5.00 0.047 0.097 PB:2.6 0.001 0.001 100% 0.90 0.96 50 0.0384 use pb:2.5 0.003 0.006 PB:2.7 0.017 0.010 59% 0.41 0.56 46 0.0543 5.00 0.023 0.060 PB:2.8 0.007 0.007 100% 0.90 0.96 12 r 0.0208 5.00 0.021 0.042 PB:2.9 0.019 0.001 6% 0.11 0.38 21 0.1190 5.00 0.007 0.046 PB:3.0 0.060 0.060 100% 0.90 0.96 5 0.0300 5.00 0.177 0.363 PB:EG1 0.001 0.001 100% 0.90 0.96 5 45.0000 5.00 0.003 0.006 Total 0.247 0.118 48% 0.392 0.936 RECEIVED 05/04/2018 3 ASPEN BUILDING DEPARTMENT / R / ;, - / I/ / , -s- . .4 ; ;--- / I 1 I / 1 /'I I 1 / 1 \ \. 1 ♦ H YI I ` ��` 1° 1 ®uswsow.na 1 1 ♦ y 1 l I 1 1 1 I I i I / I ®s / 1 WEAanoAs / _ I / 1 A / 1 i'I i� /�'.'. / /,i 1 1 1 1 / I / / 1 I / / 1 1 I 1___----: / � I I j I I /''J I `��I i Figure 2. Historical Basins RECEIVED 05/04/2018 4 ASPEN BUILDING DEPARTMENT t13.t.t u2AMttt ro.0 I AMA tm:a iu.t l ar¢Aas g ) . Ili g 113.211 Pb.t11 u2A Kl„ AMA nl I I Sf v-1 xtotnma tie I� u2A tia 111.1M41 u*pSt:e 113.2.11 u2A 32,2 1132.1 ilmi?LW t ICL L. u2A w g It.L3 AMA_Sw g II.".l u2A IV I iva, ?ALA_."1::a iro.h4AMP. u2 Mg 1•ril. Figure 3. Proposed Basins 2.3.1 Historical Basin EB : 1 Historical Basin EB : 1 encompasses a portion of the lot with an area of 5061 sf. Runoff sheet flows for 75 ft with 6.93% slope,resulting in a 100-yr flowrate of 0.206 cfs. RECEIVED 05/04/2018 5 ASPEN BUILDING DEPARTMENT 2.3.2 Historical Basin EB : 2 Historical Basin EB : 2 encompasses a portion of the lot with an area of 5693 sf. Runoff sheet flows for 70 ft with 6%slope,resulting in a 100-yr flowrate of 0.232 cfs. 2.3.1 Proposed Basin PB : 1.1 Proposed basin PB:1.1 is comprised of Trees and landscape with an area of 1661 sf. The basin is 0%im- pervious. Runoff follows a flow path of 75 feet at a slope of 6.93 %,resulting in a 100-year flowrate of 0.068 cfs. Basin PB:1.1 travels by overland flow to Fred Lane. 2.3.2 Proposed Basin PB : 1.2 Proposed basin PB:1.2 is comprised of north patio and portion of north walkway with an area of 430 sf. The basin is 57%impervious. Runoff follows a flow path of 25 feet at a slope of 1.6%,resulting in a 100-year flowrate of 0.034 cfs. Basin PB:1.2 travels by overland flow to Inlet- 1 to Pipe A to the Drywell and finally to Riverside Drive. 2.3.3 Proposed Basin PB : 1.3 Proposed basin PB:1.3 is comprised of landscaped area with an area of 128. The basin is 0%impervious. Runoff follows a flow path of 13 feet at a slope of 0.5 %,resulting in a 100-year flowrate of 0.005 cfs. Basin PB:1.3 travels by overland flow to Fred Lane. 2.3.4 Proposed Basin PB : 1.4 Proposed basin PB:1.4 is comprised of landscaped area and north walkway with an area of 121 sf. The basin is 37%impervious. Runoff follows a flow path of 30 feet at a slope of 5.8 %,resulting in a 100- year flowrate of 0.009 cfs. Basin PB:1.4 travels by overland flow to Gravel Bed 1 and finally to Fred Lane. 2.3.5 Proposed Basin PB : 1.5 Proposed basin PB:1.5 is comprised of landscaped area with an area of 736 sf. The basin is 0%impervi- ous. Runoff follows a flow path of 20 feet at a slope of 3 %,resulting in a 100-year flowrate of 0.036 cfs. Basin PB:1.5 travels by overland flow to Fred Lane. 2.3.6 Proposed Basin PB : 1.6 Proposed basin PB:1.6 is comprised of entrance and landscaped area with an area of 317 sf. The basin is 63%impervious. Runoff follows a flow path of 17 feet at a slope of 5.5 %,resulting in a 100-year flowrate of 0.026 cfs. Basin PB:1.6 travels by overland flow to Inlet-7 and Inlet- 8 to Pipe C to the Drywell and finally to Riv- erside Drive. RECEIVED 05/04/2018 6 ASPEN BUILDING DEPARTMENT 2.3.7 Proposed Basin PB : 1.7 Proposed basin PB:1.7 is comprised of entrance walkway with an area of 70 sf. The basin is 86%imper- vious. Runoff follows a flow path of 11 feet at a slope of 1.8 %,resulting in a 100-year flowrate of 0.01 cfs. Basin PB:1.7 travels by overland flow to Gravel Bed 2 to Fred Lane. 2.3.8 Proposed Basin PB : 2.1 Proposed basin PB:2.1 is comprised of landscaped area with an area of 1090 sf. The basin is 0%impervi- ous. Runoff follows a flow path of 24 feet at a slope of 4.17 %,resulting in a 100-year flowrate of 0.053 cfs. Basin PB:2.1 travels by overland flow to Fred Lane. 2.3.9 Proposed Basin PB : 2.2 Proposed basin PB:2.2 is comprised of south walkway and south patio with an area of 363 sf. The basin is 100%impervious. Runoff follows a flow path of 40 feet at a slope of 5 %,resulting in a 100-year flowrate of 0.048 cfs. Basin PB:2.2 travels by overland flow to Trench Drain-2 to Pipe D to the Drywell and finally to River- side Drive. 2.3.10Proposed Basin PB : 2.3 Proposed basin PB:2.3 is comprised of landscaped area with an area of 349 sf. The basin is 0%impervi- ous. Runoff follows a flow path of 25 feet at a slope of 7.2 %,resulting in a 100-year flowrate of 0.018 cfs. Basin PB:2.3 travels by overland flow to Inlet-5 to Pipe B to the Drywell and finally to Riverside Drive. 2.3.11Proposed Basin PB : 2.4 Proposed basin PB:2.4 is comprised of landscaped area with an area of 178 sf. The basin is 0%impervi- ous. Runoff follows a flow path of 25 feet at a slope of 7.2 %,resulting in a 100-year flowrate of 0.009 cfs. Basin PB:2.4 travels by overland flow to Riverside Drive. 2.3.12Proposed Basin PB : 2.5 Proposed basin PB:2.5 is comprised of driveway to trench drain with an area of 712 sf. The basin is 100%impervious. Runoff follows a flow path of 50 feet at a slope of 3.84%,resulting in a 100-year flowrate of 0.097 cfs. Basin PB:2.5 travels by overland flow to Trench Drain-1 to Pipe B to the Drywell and finally to River- side Drive. RECEIVED 05/04/2018 7 ASPEN BUILDING DEPARTMENT 2.3.13Proposed Basin PB : 2.6 Proposed basin PB:2.6 is comprised of driveway to ROW with an area of 30 sf. The basin is 100 imper- vious. Runoff follows a flow path of 50 feet at a slope of 3.84%,resulting in a 100-year flowrate of 0.006 cfs. Basin PB:2.6 travels by overland flow to Riverside Drive. This basin flows unencumbered to the ROW due to the layout of the Trench Drain- 1. The trench drain is laid out parallel to the face of the home while the property line follows an obtuse angle. The area between the trench drain and the property line is untreated,but the detention requirements are accounted for in the design of the drywell. 2.3.14Proposed Basin PB : 2.7 Proposed basin PB:2.7 is comprised of parking area with an area of 760 sf. The basin is 59%impervious. Runoff follows a flow path of 46 feet at a slope of 5.43%,resulting in a 100-year flowrate of 0.06 cfs. Basin PB:2.7 travels by overland flow to Inlet-6 to Pipe B to the Drywell and finally to Riverside Drive. 2.3.15Proposed Basin PB : 2.8 Proposed basin PB:2.8 is comprised of west walkway and mechanical with an area of 305 sf. The basin is 100%impervious. Runoff follows a flow path of 12 feet at a slope of 2.08%,resulting in a 100-year flowrate of 0.042 cfs. Basin PB:2.8 travels by overland flow to Inlet-3 to Pipe B to the Drywell and finally to Riverside Drive. 2.3.16Proposed Basin PB : 2.9 Proposed basin PB:2.9 is comprised of landscaped area with an area of 827 sf. The basin is 6% impervi- ous. Runoff follows a flow path of 21 feet at a slope of 11.90%,resulting in a 100-year flowrate of 0.046 cfs. Basin PB:2.9 travels by overland flow to Inlet-2 to Pipe B to the Drywell and finally to Riverside Drive. 2.3.17Proposed Basin PB : 3.0 Proposed basin PB:3.0 is comprised of roof with an area of 2635 sf. The basin is 100%impervious. Run- off follows a flow path of 5 feet at a slope of 3 %,resulting in a 100-year flowrate of 0.363 cfs. Basin PB:3.0 travels by overland flow to Inlet-4 to Pipe B to the Drywell and finally to Riverside Drive. 2.3.18Proposed Basin PB : EG1 Proposed basin PB:EG1 is comprised of egress well 1 with an area of 42 sf. The basin is 100%impervi- ous. Runoff follows a flow path of 5 feet at a slope of 45%,resulting in a 100-year flowrate of 0.006 cfs. Basin PB:EG1 travels by overland flow to Inlet-9 to a gravel drain. RECEIVED 05/04/2018 8 ASPEN BUILDING DEPARTMENT 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. The proposed peak runoff rates are no greater than historical runoff rates. The historical flow paths are followed. 5. Integrate stormwater quality management and flood control. Through the use of onsite BMPs, stormwater quality management and flood control are integrated in the project. 6. Develop stormwater quality facilities that enhance the site,the community and the environment. The site,community and the environment are enhanced by reducing the amount of sediment and other river pollutants conveyed to the stream system. Hopefully,the use of these stormwater BMPs on this property and throughout the community will improve the water quality of the Roar- ing Fork River and its tributaries. 7. Use a treatment train approach. Where possible,the team utilized partially paved systems such as the parking area and entrance walks to interrupt runoff an encourage infiltration. 8. Design sustainable facilities that can be safely maintained. The stormwater BMPs located onsite can be easily and safely maintained and are readily accessi- ble. 9. Design and maintain facilities with public safely in mind. Elevation drops to stormwater BMPs are minimal and designed with public safely in mind. 3.1 General Low impact design has been utilized where possible to provide WQCV and detention. Basin Routing is described in Table 2,below. RECEIVED 05/04/2018 9 ASPEN BUILDING DEPARTMENT Table 2. Basin Routing Basin Node 1 Node 2 Node 3 Node 4 Node 5 PB:1.1 Overland flow Undetained Fred Lane PB:1.2 Overland flow Inlet-1 Pipe A Drywell Riverside Drive PB:1.3 Overland flow Undetained Fred Lane PB:1.4 Overland flow Gravel Bed 1 Fred Lane PB:1.5 Overland flow Undetained Fred Lane _ PB:1.6 Overland flow Inlet-7 and Inlet Pipe C Drywell Riverside Drive PB:1.7 Overland flow Gravel Bed 2 Fred Lane PB:2.1 Overland flow Undetained Fred Lane PB:2.2 Overland flow TD-2 Pipe D Drywell Riverside Drive PB:2.3 Overland flow Inlet-5 Pipe B Drywell Riverside Drive PB:2.4 Overland flow Undetained Riverside Drive PB:2.5 Overland flow TD-1 Pipe B Drywell Riverside Drive PB:2.6 Overland flow Undetained Riverside Drive PB:2.7 Overland flow Inlet-6 Pipe B Drywell Riverside Drive PB:2.8 Overland flow Inlet-3 Pipe A Drywell Riverside Drive PB:2.9 Overland flow Inlet-2 Pipe A Drywell Riverside Drive PB:3.0 Direct Pipe Inlet-4 Pipe A Drywell Riverside Drive PB:EG1 Area Drain Inlet-9 Gravel Drain Retained 3.1.1 Undetained Basins A number of basins are undetained. Table 4,lists the basins and there are further described below. Table 3.Undetained Basins Basin Flowrate(cfs) PB:1.1 0.068 PB:1.3 0.005 PB:1.4 0.009 PB:1.5 0.036 PB:1.7 0.010 PB:2.1 0.053 PB:2.4 0.009 PB:2.6 0.006 Total 0.196 RECEIVED 05/04/2018 io ASPEN BUILDING DEPARTMENT 3.1.1.1 Hardscape There is a triangular area of driveway between Trench Drain 1 and the property line which is not possible to capture. This basin is delineated as PB:2.6. No WQCV is provided for this 30 sf basin. The 100-year event is allowed to flow offsite. The basin develops a 100-year runoff rate of 0.006 cfs. 3.1.1.2 Partially Pervious Areas Gravel Drain No. 1 PB:1.4 is an 123 sf basin comprised of landscape pavers set with a pervious joint. The basin develops 0.009 cfs during the 100-year event. The limited area's runoff flows into the pervious joint which will provide WQCV(Gravel Drain No. 1). The 100-year event is allowed to flow offsite. Gravel Drain No. 2 PB:1.7 is an 70 sf basin comprised of landscape pavers set with a pervious joint. The basin develops 0.010 cfs during the 100-year event. The limited area's runoff flows into the pervious joint which will provide WQCV(Gravel Drain No. 2). The 100-year event is allowed to flow offsite. 3.1.1.3 Pervious Landscaped Areas The North Yard is comprised of basin PB:1.1. The East Yard is comprised of basins PB:1.3 and PB:1.5. The Southeast Yard is comprised of basin PB:2.1. The South Yard is comprised of basin PB: 2.4. Basins PB:1.1,PB:1.3,PB:1.5,PB:2.1 and PB:2.4 develop a 100-year runoff rate of 0.068,0.005, 0.036, 0.053 and 0.009 cfs,respectively. No WQCV or detention is required for these areas. 3.1.2 Retained Basins There is an egress well that retains flows. EG:1 develops 0.006 cfs of runoff during the 100-year event. 3.1.3 Detained Basins - Drywell System The historical 100-year flowrate for the 10,754 sf property is 0.438 cfs. Overall,the undetained basins total 0.196 cfs of discharge. Therefore,only 0.242 cfs of discharge remains. All of the remaining basins are collected and detained in a drywell with outlet. Basins PB:1.2,PB:1.6, PB:2.2,PB:2.3,PB:2.5, PB:2.7,PB: 2.8,PB:2.9 and PB:3.0 are collected and discharged to the Drywell. Section 3.2,below de- scribes the collection system in detail. To calculate water quality requirements,WCE calculated the total area of the detained basins,the imper- vious area of the basins, and time of concentration of the basins. Overall,the basins total area equals 0.153 acres,while the impervious area equals 0.114 acres. The time of concentration for existing basins was found to be 5.03 minutes. Based on an overall imperviousness of 74%percent,the WQCV in watershed inches is 0.154 in(see Ap- pendix D). In terms of volume,the WQCV over the tributary area of 0.154 acres is 86.5 cf(0.155 ac X 43560 sf/ac X 0.155 in X 1 ft/ 12 in). With a factor of safety of 1.5 provided,the total required WQCV is 129.77 cf. The required detention was determined using the FAA method. The required detention is 188cf. The proposed grading of the site, as well as pipe networks,route runoff into the proposed drywell. The drywell provides 226.45 cf of detention(excluding the upper conic section)which is adequate for the WQCV required for the 100 year storm. See Section 3.5 for drywell information. 3.1.4 Outlet The outlet is a 6-in PVC pipe with a slope of 0.43%. The invert in is 8000.02 and the invert out is 7999.95. The pipe flows at the allowable rate of 0.242 cfs with 0.24 feet of head. Due to the eley iE i E'VE D 05/04/2018 ii ASPEN BUILDING DEPARTMENT Inlet 1,the maximum head acting on the Pipe is 0.24 feet. Any additional head will cause Inlet 1 to sur- charge. 3.1.5 Percolation Rate Incoming pipes are required to discharge to the upper drywell chamber. We have sized and located the drywell such that the invert of the drywell will be over 5-ft above the known high groundwater elevation. Due to these two constraints,the upper chamber is only 3 feet and the lower percolation chamber is only 2-ft. We are only required to percolate the WQCV of 86.5 cf in a 24 hour period. The void area of the 2- ft ring of gravel surrounding the drywell is 17.03 sf. The minimum percolation rate observed by the ge- otechnical engineer was 4 minutes per inch. Therefore, it will take approximately 243.8 minutes to drain the WQCV(4 min/in X 12 in/ft X 89.6 cf/17.03sf=243.8 minutes. This is less than the 24-hour require- ment. 3.2 Pipe and Inlet Calculations Four pipes will be installed in order to route runoff to the Drywell and then the city storm water system. Each pipe is described below. 3.2.1 Pipe A First,Pipe A captures runoff from Basin PB 1.2 with Inlet 1. PB:1.2 develops 0.034 cfs of flow. Inlet 1 is a 6-in grate with a capacity of 0.035 cfs with a factor of safety of two applied. Second, Pipe A captures runoff from Basin PB: 2.9 with Inlet 2. PB:2.9 develops 0.046 cfs of flow. Inlet 2 is a 9-in grate with a capacity of 0.097 cfs with a factor of safety of two applied. Third,Pipe A captures runoff from Basin PB: 2.8 with Inlet 3. PB:2.8 develops 0.042 cfs of flow. Inlet 2 is a 9-in grate with a capacity of 0.097 cfs with a factor of safety of two applied. Fourth,the roof basin is connected to Pipe A. The roof basin is Basin 3.0. PB:3.0 develops 0.363 cfs of flow. Finally,Pipe A captures flow from Pipe C. Pipe C generates 0.026 cfs(see section below). In total,the basins discharge 0.511 cfs to Pipe A and to the drywell. Pipe A is a 6-in PVC pipe with a slope of 2%. At 80%full,Pipe A has a capacity of 0.961 cfs. Table 4. Pi De A Flows Basin Flowrate(cfs) PB:1.2 0.034 PB:2.8 0.042 PB:2.9 0.046 PB:3.0 0.363 Pipe C(PB1.6) 0.026 Total 0.511 3.2.2 Pipe B First,Pipe B captures runoff from Basin PB 2.7 with Inlet 6. PB:2.7 develops 0.060 cfs of flow. Inlet 6 is a 9-in grate with a capacity of 0.097 cfs with a factor of safety of two applied. RECEIVED 05/04/2018 12 ASPEN BUILDING DEPARTMENT Second, Pipe B captures runoff from Basin PB 2.5 with Trench Drain 1. PB:2.5 develops 0.097 cfs of flow. Trench Drain 1 is a 19-ft long, 6-in trench drain with a capacity of 0.142 cfs/ft or 2.698 cfs with a factor of safety of two applied. Third,Pipe B captures runoff from Basin PB 2.3 with Inlet 5. PB:2.3 develops 0.018 cfs of flow. Inlet 5 is a 6-in grate with a capacity of 0.035 cfs with a factor of safety of two applied. In total,the basins discharge 0.175 cfs to Pipe B to the drywell. Pipe B is a 4-in PVC pipe with a slope of 2%. At 80%full, Pipe A has a capacity of 0.370 cfs. Table 4. Pipe A Flows Basin Flowrate(cfs) PB:2.3 0.018 PB:2.5 0.097 PB:2.7 0.060 Total 0.175 3.2.3 Pipe C First, Pipe C captures a portion of the runoff generated by Basin PB 1.6 with Inlet 8. PB:1.6 develops 0.026 cfs of flow. Inlet 8 is a 6-in grate with a capacity of 0.035 cfs with a factor of safety of two applied. Second,Pipe C captures a portion of the runoff generated by Basin PB 1.6 with Inlet 7. PB:1.6 develops 0.026 cfs of flow. Inlet 7 is a 6-in grate with a capacity of 0.035 cfs with a factor of safety of two applied. In total,the basin discharges 0.175 cfs to Pipe A. Pipe C is a 4-in PVC pipe with a slope of 2%. At 80% full,Pipe A has a capacity of 0.370 cfs. Table 5. Pipe C Flows Basin Flowrate(cfs) PB:1.6 0.026 Total 0.026 3.2.4 Pipe D Pipe D captures flow generated by PB: 2.2 and with Trench Drain 2. In total,the basin discharges 0.026 cfs to Pipe D to the Drywell. Pipe D is a 4-in PVC pipe with a slope of 2%. At 80%full,Pipe A has a capacity of 0.370 cfs. RECEIVED 05/04/2018 13 ASPEN BUILDING DEPARTMENT 3.3 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 05/04/2018 14 ASPEN BUILDING DEPARTMENT APPENDIDX A-NRCS SOILS REPORT RECEWED 05/04/2018 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 N 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 lib. ilk 41w.Likik., eh giiiip , ilk lt , lir . si. , ........ Duo ft 05 04 2018 October.2 g17 \J L 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/nres/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=nres)or your NRCS State Soil Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142p2_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 05/04/2018 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 05/04/2018 3 ASPEN BUILDING DEPARTMENT Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 8 Soil Map 9 Legend 10 Map Unit Legend 12 Map Unit Descriptions 12 Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties 14 76—Mine loam, 12 to 25 percent slopes 14 References 16 RECEIVED 05/04/2018 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 05/04/2018 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 05/04/2018 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 05/04/2018 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 05/04/2018 8 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report A Soil Map N 343699 343703 343707 343711 343715 343719 343723 39°11'3"N I I 39°11'3"N 4 0 P. lir 761 P. g‘l• r * Q , O000 Gawp Ua7 YUoR b@ eaOod ate tVAe oca0G° 39°11'2"N 39°11'2"N 343699 343703 343707 343711 343715 343719 343723 3 3 rn Map Scale:1:177 if printed on A portrait(8.5"x 11")sheet. D o N 0 2 5 10 15 � R ° ,� IVE C� AFeet 0 5 10 20 30 Map projection:Web Mercator Comer coordinates:WG R4 Edge tics:UTM Zone 13N WGS84 9 0 5/0 4/2 01 8 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) g Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) StonySot 1:24,000. p Soilstti Very Stony Spot n Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. V Wet Spot Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause Other misunderstandingof the detail of mapping and accuracyof soil • Soil Map Unit Points pp g •� Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed U Blowout Water Features scale. Streams and Canals Ig Borrow Pit Transportation Please rely on the bar scale on each map sheet for map • Clay Spot f— Rails measurements. Closed Depression Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service My 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 4163 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more • Mine or Quarry accurate calculations of distance or area are required. CD Miscellaneous Water This product is generated from the USDA-NRCS certified data as 0 Perennial Water of the version date(s)listed below. ✓ Rock Outcrop Soil Survey Area: Aspen-Gypsum Area,Colorado, Parts of + Saline Spot Eagle,Garfield,and Pitkin Counties Survey Area Data: Version 7,Sep 22,2014 Sandy Spot Severely Eroded Spot Soil map units are labeled(as space allows)for map scales 1:50,000 or larger. • Sinkhole 3) Slide or Slip Date(s)aerial images were photographed: Dec 31,2009—Feb 16,2017 • Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background RECEIVED 05/04/2018 10 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report MAP LEGEND MAP INFORMATION imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. RECEIVED 05/04/2018 11 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 0.2 100.0% slopes Totals for Area of Interest 0.2 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous RECEIVED areas. 05/04/2018 12 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report 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 05/04/2018 13 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 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 05/04/2018 14 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report RECEIVED 05/04/2018 15 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/detai l/national/soi ls/?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=nres 142p2_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=nres 142p2_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 05/04/2018 16 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 05/04/2018 17 ASPEN BUILDING DEPARTMENT APPENDIX B-FEMA FIRM MAP RECEIVED 05/04/2018 2 ASPEN BUILDING DEPARTMENT -- : - .x:--.1•-- li \--- ..........1 894 i II L-------141 i Ave. 4. bitjt. Footbridge > sWI ZI7917 ff----- 0 7921 q• ,r 04 JIG" 110p kovs Z a .0 '''' z --Nue tu > :A-7926 \t In, ..... --,,,, j; APPROXIMATE SCALE IN FEET ) 'WI w o -• 'u51/ -------------- g . 4 500 0 5 R I.* 'ftr dt °. 11 1.----4 }--I [—I 1.1 AK -5,1t t 1--------------g• A VRAitie i virlA 0 Pit 4-1—\115‘71 —7 9;. 'A/1 \ 11 7 7936 Iti i 7( -''''--•--..__.,,_IT 0 V --'----------....Th. i a-' /1 tAk•Nti . 7938 114 1 ,0,;4:!' ef 4g- 1111 NATIONAL FLOOD INSURANCE PROGRAM \ f 1 CA ZONE AE ' 0 --------'--7 ---- ' r' '' 11;0 411V- fry FIRM WA L„-- f „7. ,,_._,z,4._,.,,..,.z A veN: 7951 ZO 7946 \ /i \\\\ CITY OF ASPEN" vi.-. t,,, .i! A ' FLOOD INSURANCE RATE MAP PITKIN COUNTY, COLORADO AND 0 -111. to, \ \ ,}.4,.4..4 INCORPORATED AREAS 7956)0., N C 7960 1* PANEL 204 OF 325 % ti, CIRCLE r. ci6D \ i • i 1,^^, 454,C 49 *1' t I CONTAINEY COMMUNITY COMMUNITY PANEL NAME NUMBER NUMBER SUFFIX it cRYSTAL LAKE tt, Salvation Canal t, k,- ROAD ASPEN,CITY OF 080143 0204 C ‘ 4 PITKIN COUNTY, 7' A9 ittit,'"' ti) ka 19'' AY,444fIVYTTNY, 40). Footbridge 8 0 UNINCORPORATED AREAS 080201 0204 C #"% ...0.7., to ..... .."-- .......... 7982 k.)". e 7991r Th 08097CO204 C ,, 416C1c14104, 4.;;.' EFFECTIVE DATE: eisf--.:.,, UrilE 4,1987 \ . , ,,, .//:441.43":„ ,,,It,-.. ,,..At:s-.,',.:,.,',/!4;:74N1,k, Ft I t.----, - ,- Federal Emergency Management Agency ' / 43.1) .44'.,‘'', .''..'..!.•;::'':.?,:''‘','..-`,.. 0e.:'''1 ZONE X toof,..1, .../ )N E x :;:,:',.•,,74 -:-!..,,A0A-E0' PFCEIVED This is an official copy of a portion of the above referenced flood Map.It was extracted using F-MIT On-Line. This map does not reflect changes or amendments which may have been made subsequent to the dater Ihe. e title block. For the latest product information about National FIG5n u Ur* 2018 Program flood maps check the FEMA Flood Map Store at www.msc.fema.gci ASPEN BUILDING DEPARTMENT APPENDIX C-PLAN SET RECEIVED 05/04/2018 3 ASPEN BUILDING DEPARTMENT WOODY CREEK 1 300 RIVERSIDE ENGINEERING WOODY CREEK ENGINEERING,LLC P.O.BOX 575 WOODY CREEK,COLORADO 81656 1300 RIVERSIDE DRIVE ASPEN COP)9704298297 WOODYCREEKENGIN EERING.COM 7 7 81611 1191P1 ® NOTES: 1. ALL MATERIALS,WORKMANSHIP,AND CONSTRUCTION OF PUBLIC IMPROVEMENTS SHALL MEET OR EXCEED THE STANDARDS AND SPECIFICATIONS SET FORTH IN THE CITY OF ASPEN("COA")MUNICIPAL ,,-"'"'" CODE,COA TECHNICAL MANUALS,AND APPLICABLE ;'''re.?°•L'F.4 STATE AND FEDERAL REGULATIONS.WHERE THERE IS CONFLICT BETWEEN c,;05 d•.o=, THESE PLANS AND THE TECHNICAL MANUAL OR ANY APPLICABLE z f,4/30/2018`" I 427,- STANDARDS,THE HIGHER QUALITY STANDARD SHALL APPLY.ALL UTILITY WORK SHALL BE INSPECTED AND APPROVED BY THE UTILITY. )__4 PI 2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION -- sS/ON ¢AlN�'' n '"ve Chateau Roaring Fork =rgve ( _. AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS co y fbure ,4 ^ �4' Q O 0 , BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND,WHERE E dean Sr e a Fc POSSIBLE,MEASUREMENTS TAKEN IN THE FIELD.THE INFORMATION IS NOT \ 0 `o v °OAe - a TO BE RELIED UPON AS BEING EXACT OR COMPLETE. b y y '9D0 0 3. THE CONTRACTOR SHALL HAVE ONE(1)SIGNED COPY OF THE 0 Glory Hole Park c open Alp ,,,, 3 water •m 50 m -c' ® APPROVED PLANS,ONE(1)COPY OF THE APPROPRIATE CRITERIA AND ^ ominiums sgve a Y R Cuisine CO SPECIFICATIONS,AND A COPY OF ANY PERMITS AND EXTENSION 0 ZP e"',1,e q AGREEMENTS NEEDED FOR THE JOB ONSITE AT ALL TIMES. 0 s e s © , 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OF P n 1'ouot P Pn Grove Rd Aspen Grove Cemetery SAFETY INCLUDING,BUT NOT LIMITED TO,EXCAVATION,TRENCHING, z 9° e Gant b 0 d SHORING,TRAFFIC CONTROL,AND SECURITY. 0 `" 5. IF DURING THE CONSTRUCTION PROCESS CONDITIONS ARE UJ a ns ENCOUNTERED WHICH COULD INDICATE A SITUATION THAT IS NOT ur m ¢ 11300 Riverside Drive IDENTIFIED IN THE PLANS OR SPECIFICATIONS,THE CONTRACTOR SHALL 9P <o O = CONTACT THE WOODY CREEK ENGINEERING,LLC IMMEDIATELY. change CT' a ID ® 6. ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO 4::(1.40 z a CI LATEST REVISION OF SAID STANDARD UNLESS SPECIFICALLY STATED ^ o a OTHERWISE. w o s o`-\ 7. THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN IN > o oN ACCORDANCE WITH MUTCD TO THE APPROPRIATE RIGHT-OF-WAY v/ t wr EU AUTHORITY(TOWN,COUNTY OR STATE)FOR APPROVAL PRIOR TO ANY v) ake Rd @ EN CONSTRUCTION ACTIVITIES WITHIN OR AFFECTING THE RIGHT-OF-WAY. 0 o THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL ut©emete y 2 to/lake Rd al keca TRAFFIC CONTROL DEVICES AS MAY BE REQUIRED BY THE ' ' I W o s crystal CONSTRUCTION ACTIVITIES. W a o„,,,,,,, Axiom Investment n O Advisory Salvation Ditch p 8. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LABOR AND \ loth Mountain Division^ MATERIALS NECESSARY FOR THE COMPLETION OF THE INTENDED / Hut Association Re) a IMPROVEMENTS SHOWN ON THESE DRAWINGS OR AS DESIGNATED TO BE ��// ca 0 ire °d7ngFork °9FDrkRiver .,, PROVIDED,INSTALLED,OR CONSTRUCTED UNLESS SPECIFICALLY LL Ine Trail qke �'ikr a4 NOTED OTHERWISE. w o 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ROADWAYS \ Google 7. D FREE AND CLEAR OF ALL CONSTRUCTION DEBRIS AND DIRT TRACKED FROM /_ @ahi,, 3 n THE SITE. CDEt La 0,,sePve °90 a 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT O N—INFORMATION ON A SET OF RECORD DRAWINGS KEPT ON THE Q N— o CONSTRUCTION SITE AND AVAILABLE AT ALL TIMES. Cr) Q Q o 11. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE CO r SCALED FROM ANY DRAWING.IF PERTINENT DIMENSIONS ARE NOT SHOWN, T— CO w CONTACT WOODY CREEK ENGINEERING,LLC FOR CLARIFICATION AND H ANNOTATE THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS. /2 4/29/2018 DATE OF PUBLICATION Z 15.THE CONTRACTOR SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF 12/5/2017 PERMIT w THE COLORADO PERMIT FOR STORM WATER DISCHARGE,THE STORM WATER MANAGEMENT PLAN,AND THE EROSION CONTROL PLAN. 4/30/2018 COA R1 COMMENTS 16. ALL STRUCTURAL EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE LIMITS OF CONSTRUCTION PRIOR TO ANY OTHER o EARTH-DISTURBING ACTIVITY.ALL EROSION CONTROL MEASURES SHALL BE 0 MAINTAINED IN GOOD REPAIR BY THE CONTRACTOR UNTIL SUCH TIME AS THE ENTIRE DISTURBED AREA IS STABILIZED WITH HARD SURFACE OR 0 LANDSCAPING. Ld 17. THE CONTRACTOR SHALL SEQUENCE INSTALLATION OF UTILITIES IN w SUCH A MANNER AS TO MINIMIZE POTENTIAL UTILITY CONFLICTS.IN LLH GENERAL,STORM SEWER AND SANITARY SEWER SHOULD BE CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRY on UTILITIES. 0 18.100'=8002 x 0 VICINITY MAP N COVER SHEET 0 � o 0 100 200 400 BDD ,_V _ 0 Scale:1"=200' N C 1 O OECEVED 05/04/2018 ASPEN BUILDING DEPARTMENT PROPERTY LINE EXISTING CONTOUR WOODY CREEK PROPOSED CONTOUR ENGINEERING WOODY CREEK ENGINEERING,LLC P.O.BOX 575 WOODY CREEK,COLORADO 81656 (P):970-429-8297 W OODYCREEKENGIN EERING.COM PB:1.1 AREA:1661 SF PA 1.3 AREA:128 SF 1810 PB:1.2 AREA:430 SF J PB: 4 \ I A A:121 Sh 009 00.LI0FN >>p5 ;CFis 4/30/2018 PB:2.9 PB:1.5 t I 1 AREA:827 SF AREA:736 SF ' V` EB:1 `rS/ � AREA:5059.8 SF _ ONAI i V PB:3 — AREA:2635 SF PB:1.6 AREA:317 SF PB:1.7 AREA'.70 SF EB:2 — AREA:5693.0 SF PB:WW1 AREA:42 SF W N- CO PB:2.8 AREA:305 SF Q CO 3 PB:2.1 AREA:1090 SF O o //�� o v �/ , Z C 11 /W^ > LL 0 Cr) Q W \ / W 0 CC Et W 0 a In 0_ PB:2.7 CC W AREA:760 SF CK 0 0 o LLAL AL PB:2.2 N AREA:363 SF O Et W 0 0 O > / CC iiii \ Ct \`\\`\`V/ o CV") O co C. U CC H W 4/29/2018 DATE OF PUBLICATION O Z 12/5/2017 PERMIT W U 111001 4/30/2018 COA R1 COMMENTS w 0 SF 9- U 0 0 O CC 7999 7999 W CD Z W U iti 7999 U Y 0 0 O CC 7999 X O BASINS o CC 0 N /7 0 C2000 5 10 20 40 r CC Scale:1"=10' RECE��ccn ED 05/04/2018 ASPEN BUILDING DEPARTMENT PROPERTY LINE WOODY CREEK ENGINEERING WOODY CREEK ENGINEERING,LLC P.O.BOX 575 INLET-1 ELEV'7999.58 --- WOODY CREEK,COLORADO 81656 6"GRATE (P):970�29-8297 RIM:8000.2. �>I SUMP:2.0" WOODYCREEKENGINEERING.COM ..... INV OUT:7999.43 6"PVC +11�i Al* I d� r aim►.. _ I � - EXISTING CONTOUR ELEV:8005.49 \I! 1I ti7 ,. i -Mist _ ..;.1„\,-$,�; ��ti. !q p: PROPOSED CONTOUR �Ii ...r /III `.1 'ta��� I I 11� � ,�rt+� a ,� �`�11 �`:* �_ w SPOT ELEVATION XX.XX , , bi cr,,,,,,� 1 .- -o.a% \�� JCONC. = CONCRETE1 HP = HIGH POINT rti �"%' a°o1.18� ocK DRAIN NO.1 TD =TRENCH DRAIN 8001.37 ,MAI H tX: SCREENED Ye GRAVEL / , I 84(�0'54 TC COLLECT TOW=TOP OF WALL ,# RUNOFF, BW=BOTTOM OF WALL 1 I ` 3; 0 7 OPPED WITH FREE DRAINING 27.83'of 6'PVC @ 2.00% 4„.„,„, ..,il,01 ,,* 51 8b01.87 k � "• DECORATIVE ROCK. 9"GRATEINLET-2 p , . 8002.00 �� .EE LANDSCAPE PLAN. UTILITY SERVICE �p00 LI F-- SUMP:2.0" ✓ I d1.12its.00�i�l•A• I� _ - ,'&...4\OA A qi NSFO i INV IN:7998.876"PVC i 11\ . :�� oa I � �� ���- - E-ELECTRIC 4.O O. 4/30I2018 A ' . 1.29 si UG=UNDERGROUND GAS !I. 427' INV OUT:7998.87 6"PVC ri y 4 u 4I I 8001.29 _ 79 8001.91 - ='__•• N _ SS=SANITARY SEWER �,.�;�-8 .._ ,"'�� 79 8001.91 • G , sk �` '� o© W=WATER ' rS/ONAI ,,,, TOW:8004 �r7 ` e ,= 800187)j BW:3002 . 2°%rl f Tel=PHONE LINE 23.21'of 6"PVC @ 2.00% 3 5V r ••- - , 8111.82 � I, Cable=CABLE LINE :002 00 ..»..,I �� TOW:8004 �, .. _ INLET-8 BW:8002 ��� 8002.00 -- - so �I 6"GRATE WALKWAY o '001.88 0 -IM:8001.15 Y ,••_• - 1,�12.94'of 4"PVC'( 5.02% SUMP:2.0" iii19.35'of 6"PVC @2.00% x r o ' "'m'"' 1, PIMI OCKUDR4INNO 2PVC TO COLLECT WALL 1� , I I M SNOWMELT WATER, I 5.23'of 4"PVC @ 6.00% 1 I 4 I 1r{I ;• TOPPED WITH FREE DRAINING INLET-3 e € -�� DECORATIVE ROCK. 9"GRATE I ,p.1 1 Ay1 i ®.� • SEE LANDSCAPE PLAN. CO SUMP: .75 3.4% 4 `, I. G GAS METER W INV IN:8000.72 4"PVC TIE ALL ROOF • I r CO DRAINS TO PIPE A -+•, INLET-7 8002.00 6"GRATE O 17.61'of 6"PVC@2.00% _ Jo "IM:8001.81 BACKFLOWRDPREVENTER n TOW:8004 a _"' 1 ,..I INV IN:7999.704"PVC w BW:8001.8 `- W AND YARD HYDRANT z Ix 8002.00 { 1 I -30.08'of 4"PVC @ 5.28% w 80 i2.00 i a c JA E ELECTRIC METER Q o a 8002.00 8002.00 , 8.34'of 6"PVC @ 2.00% , h 1 ��' LIJ W o C", ° I > % ; �� ��� ��• z1.e7'Dfa"PVC @5.31% DOWNSPOUT (DS) 0 �Ir _� •��. . A �„ INLET o 0 L8001.81 8001.8 �� 174"' '::;'�.: W -A.II I �� -__8001.85 ` 27.68'of 6"PVC@2.00%^ 1 F ,� _� t 11.68'of 6"PVC @2.00% oI itr .!! en-nav EL ANN LUS s CS cC w o Ilik TRENCH DRAIN (TD) min rl l P401 %� 4 LL W RIM 800114 V 311 aool 1 NV IN:iessss $ III\ 1 GUTTER (GU) ` , M 0 INLET-fi ..�IR I Cn MATC 11/7/2017 DATE OF PUBLICATION O 9 GRATE uj' ` I , suuu.4s ELEV:8000.59 ® PIP E w RIMINLET.35 • k K, iD2 12/5/2017 PERMIT SUMP. .0" Y `.;' all"" - INV IN:7997704"P TRANS • I •�"I ' • 4/30/2018 COA R1 COMMENTS w FORMER . , I pIIIIPP. ,,,,,,,,,, FOUNDATION DRAIN__ U e;1 T. Q O DRAINAGE O PAN ENTRANCE I --5 % 1,2 ELEV:7999.82 `, -"GRATE SLOPE MIN 2%TO NVERT IN:8000.02 7ggg • RIM:8000.00 O FLOWLINE VERT OUT:7999.95 SUMP:2:0" DISCHARGE TO LEVEL w 7999 INV IN 7996 89 4"PVC SPREADER �9g9 INV OUT:7996.89 4"PVC LEVEL SPREADER:3-IN DEPTH w oc INV OUT:7996.93 4"PVC OF 3/4 INCH TO 1 INCH WASHED _ ROCK OR DECORATIVE ROCK. O o WIDTH MINIMUM 3 INCH O } 7999 oX GRADING AND 7999 d DRAINAGE o N O I` C300 O 0 5 10 20 40 j r I,.:„, �cwy��. Scale:1"=10' 9\EEIE 1'VD 05/04(2018 ASPEN BUILDING DEPARTMENT WOODY CREEK ENGINEERING WOODY CREEK ENGINEERING,LLC P.O.BOX 575 WOODY CREEK,COLORADO 81656 (P):970-429-8297 WOODYCREEKENGIN EERING.COM PIPE A PROFILE PIPE B PROFILE PIPE C PROFILE PIPE D PROFILE 8010 0+00.00 0+28,83 0+51.80 0+71.14 0+88.76 0+97.14 1+24.78 1+36.45 P 0+00.00 0+09.14 0+29.55 0+4.31 0+53.81 0+00.00 0+13.63 0+43.65 0+65.52 gpip 8010 8010 0+0..00 0+0,23 0+1,43 ii, , 8008- 8008 - 8008 8008 iiii 'o9I ON441U 2A71 2A0:1R8;44 nG- 8005- - EXISTING 8005 8005 8005 mono PROPOSED ' SS/ONAI e,�'1 EXIST. 8002- 8002 1RfL €°6 8002 12.94'of 4"PVC @ 5.02 6"GRATE\ 8002 27.83'of 6"PVC @ 2.00/, S M:8000 35 - \ SUMP:2.0" INV IN:7997.704 VC 23.21'of 6"PVC@2.00% 30.08'of 4"PVC@5.28 �� r % 9.23'of 4"PVC 01 CF PROPOSED -19.35'of 6"PVC@2.00% @ m Q=0.201CFS m Soon 11000 - Soon ii�' 1' go00 14 =- • yam. 'I� °= 1� 10.10'of 4"PVC @-28.01 �. Q=1.069CF5 _ 4. 9.08'of 4"PVC @-2.00% ���_ I 6""GRATE � LI INLET-7 ''',ice CO RIM800119 �'7 61M:001E:1 '0j 7998- SUMP 2 0 ���I��/I� 7998 SI IM 2 C. �I _ 11 Q O INV IN:7998.876'PVC ' 7998 !�% INV IV:7999.704'PVC ..I 7988 0 INV OUT:7998.87 6"PVC f /� �� { (� w INLET-8 + STA:0+19.40 INLET-1 6"GRATE ELEV:7996.95 ELEV:7996.93 ! 1 z N 6"GRATE ELEV:7996.72 ELEV:7996.69 RIM:8001.15 Cr), Ix "IM:8000.26 L1J SUMP:2.0" SUMP:2:0" a w NV OUT:799043 6"PVC 17.61'of 6"PVC @ 2.00% INV OUT:SdD0.3:4"PVC U) o 8.34'of6"I PVC @2.00%I 21.87'of4"PVC @ 5.31% Q n I 7995 - III in 995 - 7995 - 7995 W Q 27.68'of 6"PVC @ 2.00% \ j 19.42'o-f 4�PVC @ 2.00°i- IIII / Q 11.68'of6"PVC @2.00°• 11.79'of 4"PVC@-2.001 N w > 6NGRATE w 10.28'of 4"PVC @-2.00% RIM 8000.00 L. �_ 7992 I NV IN:7996.94'PVC 7992 - - 7992 oof 7992- INV OU-:7996.89 4"PVC CD IN`/OU-:7996.9:4"PVCIII w o CD >Et / w Cr) w 00 O O CO7990 1 1 1 1 1 1111 1 7990 1 I 1 7990 1 1 1 1 1 1 1 - 7990 ~ w -0+0E00 0+25 0+50 0+75 1+00 1+25 1+36 -0+0E00 0+25 00681 -0+04200 0+25 0+50 0+66 _0+0200 0+19 4/29/2018 DATE OF PUBLICATION Z Station Station Station Station 12/5/2017 PERMIT w Y 4/30/2018 COA R1 COMMENTS w w U } 0 O O zo C, O z w Y w K e 0 O 0 3 I C4 0 014ECEVED U 05/04/2018 ASPEN BUILDING DEPARTMENT We put water in lts Glace ®NDS „-NDS• b.NUS' Silt Fence(SF) SC-1 Vehicle Tracking Control(VTC) SM-4 GRATES:STANDARD,DECORATIVE&METAL GRATES:STANDARD,DECORATIVE&METAL/SPEE-O®BASINS OURA SLOPE'"'TRENCH DRAIN PRE.SLOPED DURA SLOPE•,"TRENCH ORAIN PRE-SLOPE 1110 JQ a w Square Grates®111MEM®®®®® SquareGrates(oontnued) ®®®BI Acoeesoras ®®®®®� Standard Gratas® ® WOODY CREEK I .j „ t F ,.. v,. ,. ^ o . m��w ENGINEERING w DLL ®®®®®® m ®®®®® o o _ ".. > a s• ,.,„ '3>.y ,�i1, „„, „_ m 1 WOODY CREEK ENGINEERING,LLC Ts'4 w,L�P„...z .P ®®®®®®® w w "'" P.O.BOX 575 .r,rnr o ` '• °d°'"• Pwom�'"t+w .mp ®® ® ,,�,,,, "'""•®'" WOODY REEK,COLORADO 81656 v—• 131 "' .x � „ea w�„ P:970-429-8297 :.,rDrE =naKu[ 'sw.. ...s aw i _ ,".. u e ron Tame .m '40 212 FENCE " '°'�'"""° �" ®©®®®® '"'""'"" it -�� "'""""'"„' D c[I x _ WOODVCREEKENGINEERING.COM t 1}-� -.H F } a,xvwuR.rzo 4 uw<,m.mI sEFTION A r.ac ®®®®®®® �L ., ..,.. m,...«„v. 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GRADE 8001.39 Vp A.••Ns= RIM: 8001.14 /.a/6,. 4,,.;..00- ; :'4/30/2018 tr i 427: 2.00� o ; .ti �: ET OURE U 6IN PVC IE,8000.02 1 )U olJVUVUV •0 0 0 5.00 ) o PIPE A � /� IE7996.72 6IN PVC PIPE B TIN STEEL j` ,�j �fyj 4IN PVC PERFORATED 1 0 IE:79096 69 PIPE COVERED IN T MIRADI FABRIC SOCK 1.00 s— BIN THICK PRECAST CONCRETE `. w CO LID SECTION W1TH RUST 4 r RESISTANT ACCESS HATCH WITH ) 0.6 7 Q c0 LIFTING HANDLES o ��2.00 o LEVEL SPREADER DETAIL • w ) 0 241N STANDARD 1 0 MANHOLE CAST MINIMUM GRAVEL z CO IROM D C AND oV SOLID COVER 2 00 DIAMETER: IN. w 1 > • • _•O•( a IT o o 1IN DIAMETER PERC.HOLES � /�o�o NATIVE SOIL -Q —Q 00 Q I_ /r�1 /._1 / I 1, „ MIN.6IN. . , ■ Q U W % LLI Q 0.52 6.00 —b.5 MIN.2 FT.LENGTH w o Ce 0 0 fl 5.14 0 CC LLI o , CC M w c) O CO CY 4/29/2018 DATE OF PUBLICATION 0 12/5/2017 PERMIT al 4/30/2018 COA R1 COMMENTS lw, CC U 0 O O ce O Z W iti 0_ O 5- 0 0 0 DETAILS d 0 0 tN 0 0 C500ErE p O 05/04/2018 ASPEN BUILDING DEPARTMENT PROPERTY LINE WOODY CREEK C EXISTING TREE ENGINEERING REMOVED WOODY CREEK ENGINEERING,LLC P.O.BOX 575 WOODY CREEK,COLORADO 81656 EXISTING TREE KEPT P)970�298297 \ I W000YCREEKENGINEERING.COM !��on._ i � Th _ EXISTING CONTOUR )r 1 ill=' ��� 1 lii ®/ i�iw\oo. . �/ __ PROPOSED CONTOUR810 . 1-Vv � . t!F" 4' A" Akillia, SPOT ELEVATION XX.XX CONC. = CONCRETE(I_A.--- TD HP — HIGH POINT 1 ` —TRENCH DRAIN ? I TOW=TOP OF WALL BW=BOTTOM OF WALL l�� *.� rr 1 UTILITY SERVICE ,�ow�o,1icFNs III/ — — — E=ELECTRIC ;°°.5� 4%::Fo II �, SS SS 5 SS SS — ',a/6oizo16`n ABANDON EXISTING UG=UNDERGROUND GAS t 427:: I V WATER SERVICE .J (�I�1� PER COA SS=SANITARY SEWER r,: + _ � \►\P\ 11 STANDARDS. W=WATER I ---SS/ONAIEt\G\'.' 1-- NEW SERVICE:2-IN CT=CABLE, PHONE +' - W W w DIAMETER TYPE-K WATER SERVICE COPPER. ,1‘"'"'-: ( MINIMUM ' I '; ' SEPARATION 10-FT..... — c • ( • �' FROM SANITARY SERVICE. WALKWAY FOUNDATION DRAIN DRYWELL BUILDING \ E _� 48"DIAMETER L'I . . GRADE:8002.00 RIM:8001.50 INVERT IN:7987.20 BOTTOM 7986.50(15-FT DEPTH) WALL - ALTERNATING TWO PUMP SYSTEM --- _ ��\i( __15.75 FT ZOELLER MODEL 76 OR APPROVED EQUAL �': PUMP FLOAT:7988.33(HIGH WATER LEVEL FROM SOILS REPORT) S ' l/� PUMPCONNECT FLOATTO.2-IN FO 7988.40 (O 1FORCE MAIN G GAS METER W I �. I, FORCE MAIN DISCHARGE TO SHALLOW MANHOLE. co 1 2-IN FORCE MAIN Q 0- 3 BACKFLOW PREVENTER _ U o 1 4G I I �V AND YARD HYDRANT Izce . j_ 1 1 ‘� E ELECTRIC METER Q ---- r 1 SHALLOW INJECTION DRYWELL a 48"DIAMETER RIM:8001.52 > j INVERT IN:7996.50 2"FM DOWNSPOUT (OS) > I o / _ e ; BOTTOM:7995.52(6-FT DEPTH) N t 12. FT INLET w — o M ICD cc o ®���� TRENCH DRAIN (TD) w O OEt o O O O /� r� GUTTER (GU) N-- o w V Ee muumuu PIPE Ee 4i L7 4/29/2018 DATE OF PUBLICATION O '- ©T 12/5/2017 PERMIT Y T Ns • 4/30/2018 COA R1 COMMENTS I``', FORMER ��������������������� FOUNDATION DRAIN 0 O o b--- ',."7'' o of _eE- of • Z 7999 pz w L2 L, U L 0 0 X O 7999 UTILITIES o 0 N In 0 5 10 20 40 :ti . 6 O 01 ESEct D o Scale:1"=10' U 05/04`2018 ASPEN BUILDING DEPARTMENT I,19,tor..107.0 -DDA,E0ResR.4 DE,a 70 APASA.7 ro WOODY CREEK M/N/MAI4 VOLL-UE OF C01MPEJEFOP LA•/-RE' n csrmoorAs sa09y EON 24-caslw NOW w P/PE h ,,,ttt PLACE BOX AT AND ACCESSIBLE POINT F?7/NG I�77CAM 7tRU T BLOCK/N al YOS ENGINEERING ENO lR AT OR NUR THE PROPERTY LINE PROPERLY -AAG1.E 2•+- LINE AIL FSTTAGs 1D CAFE IKiZaTSCKXu PIPE S/� //-//47 22-//T7 457 FINISH GRADE . 66x4t o STw1NrAW u.66 1 0.2 OS a5 ra'wl. ELEvanoN '.7� UO I/2'BELOW 64"" 0.3 06 /./ } CORPORAIMN SLOP „cYi �.4 SOLID BARE •V� F]ISV'GR.; 0 B" O.5 /.O /.7 PROW.weRE T OV 6ESAS:4LEA ED ON EISVIWAR TE 10111111� DEAD END AYE MUEUER COPPER IWW WRE EXTENSION TYPE CURB RCVS PPE TO WARP. `\;.III X coMPRESsoN8 BRAZE OR CUNP ro // BOX/ARCH PATTERN /o" ae /.4 vI I WOODY CREEK ENGINEERING,LLC TRENCH wa U CORP.SCU.BOX TD ,;,/ �'E I"UDR .4N aolL YDS AOP/2'•412 `\ � P.O.BOX 575 n}� TOP OF CURB BOX SECTION,PENTAGON */\* AS SPECIFIED ` TC �A , e �N �� REQ PLUG. 11/2'A URGERAS REQUIRES URGER 2"a 1IWOODY CREEK,COLORADO 81856 Cr ONCRETE ON UNDISTURBED EARTH L' B'wS BEAR m~ STANDARDS• /N- Y LEMI.AIM N ARD PRAISE 1i /� wLcaaes naslJsxaa-ETO$0 (P):970-429-8297 s . PUCE 1/1 CU.FT.OF CASE TAELEBEL.9 ro SIM owusrmoot ' -y 9)RM.M.LCEbt)rTAVB.W �OIJSS I�il n TH.KCOPPER r✓AHEL aINC Box e 1 _/ STRAP WOODVCREEKENGINEERING.COM `5't ��,: D IT,BUILDING A'i7E a.ISPIFIV AIM L1FT111A[M 1 SEE TABLE OR CAP. NOTE ALL DE..ARE sUBIECT TO um. "� MINIMUM TO oa ' A O • ' •0i.�.t9• eaun UPON CURRENT CONSIR.071 Tm NEXAM ,, ��•Q• CURB STOP FIELD CLV'B.mONS AND SD2 CONgna6S SECTION GATE VALVE ` UY COPPER AT UNIFORM ®� VALVE Ea TYPE B C D ASPEN RESERVE'S HE RK r 5 c wwr a P.N.o EE LI Rs sons nns y SLOPE PAST GOOSENECK COMPRESSION TYPE OR MOF.4 0ME.315 DATES arm BE cuvmcrto rwaR 0......07.9.4 Gc65 avEW9G \�` a '� NO6.M'- BE a iimmOm�A� G� Hr m FOR ALL NON-DIRECT TAPS ON S.W.SEIMCE LINES PROVIDE 55 DOUBLE A\\//'e STRAP EPDXY COATED SERVICE E(NOT SHOWN' 4;e4t U TL® 0,0w/SS BOLTS \ /','W /`G�. j axxAo as,- TYP. WATER SERVICE DETAIL WADE 3RD D BOPS \ \\2` ..... 810 90', 45, 22.5; OR 11.25' _ GAaET(2 DOERS)oR Gm.IN PGLE BETWEEN ALL BOTTOM I III � �/�\' O TEE ELBOW, HORIZONTAL OR r s Box Dow.MARKED'WATER SEcwN.RAR.L 52.10.Lorma,O OBOE ROWS AND TOP CA.V.. wpm A cSNCRETE KmKgyocxs BOTTOM OF INERT/CAL 1 T/2 //2' "'L 2 LuamxL mTHnv 2s-DF MANHOLE cuss 2 ArxwmaTE OR•wrNE.wTERLALs WA Gm nxN J-szE '� S nccsraoar3.267AALBEMS USE O� C FAEAGEAA6 RocwwwwLWTALG s,: (4� 11 Lxr/w uEDncv.LSAS AWNL701MWAiD n4xcr. MM'M ON SQUARE FEED sDREADE RP..AREA • 7'iIMMT%`\ J AI...AND 11 G..M.NUAl(2 NIA.M 12 ANA'IMIN.0717).PRE..RAN.OR METAL RISER RIND colusE.m6 BE unu.0 WOW�ONRED MTM P COURSES \U� .W. k‘ P ''-j `M A CRA.MUUSMENT AS WILLOWS CREME,WAN.OR EQUAL m.I FOOT,EINEM.BARREL SAPPONS' Gee'V a. STATIC PRESSURE-150 PS STATE PRESSURE-TW PSI II li \\\SSbODPPP LESS THAN 1 FODT,Dow.£OR KTAL MOE PoACS Plow TEE OR WEE oR A� I' 0W� S FI/OHS DPW AS FOLLOWS WITH ASPHALT OR CONCRETE 544010L76 FLUSF W.SASE 00113E Dbmatar BOI.S LEAD END BEADS DEAD END Al BELOW 017055/2[iiioo SURFACE OR OIRr/I6 SLYL-J 0010W OP,AOE. /4.-A 2 46 w II-7/4 22-1/2 05 w I FASWGAWBO AaTAL VENT BLREEN VERTICAL THRUST BLOCK DETAIL LW L2s 250 4.50 325 1.00 I.6o 1W ASO AW THREE PIEL'E I a/.RAVG♦ NTS 6' A wiLvE Box E _ NEEN.R-17J6-E 6' LW 225 A25 800 aw 1.25 275 .0 9.50 6.75 • FROST RETARD,WT LB 7'MIN. i I e v SRFL�40 ry OR Ea. I.......---, 12' 225 AM DOO 1275 MOO 275 550 ».00 22W LAW 1?MAX USE 50506' I I 2'SQUARE NUT GG /■I CAD(/f IN S �''Pp0 LIA^F-- &RAKAIMIr METAL OWPLM'O PER 9712•DP WATER/NUN ;'�pP` N a• s.70 sss ,aW raW moo sss am IT.TS 2150 raW p 4a pr I I ♦ 9�i OHSA I uo, A.\P� ; \' `UA A•'•-.S�,_ Te sw ZOO uw .75 20.50 425 aw Taw .m50 2475 "lufJ,-... ...fim- E GRAof M'BOu^'s°oa Fair /i �\ o' •u,o4I30I2018 fe' 4w nw I2W .nW znW 225 raw zaTS MOO m.w % 6RawNC AS REQNRED \\ -G54 WALL) i t 427 • NOBS I. ALL BENDS AND FLlIb455'EAU NAPE'MI LW.M'AwIIKN/TO ,/��� BP,BK PRECAST ECCENIP/C CONE J' / \\ FOOTER J 0y ,( t � Call IG IMMO=INCLUDE.POSE 9.1 Tx RODS \ - PRECAST MN.. I N SIZE x I'LEE /\ '- S ••• �1G\ 2. ALL DOUBLE BENDS SYLVL HARE MEGA LUGS'BETWEEN Fall BOB AND \\\\\ „ \\\\\\ WN � BAR 2 PIPE ; I ®� w/s"LEG UFAl1CAC S/ONA�.",,,,,; W ER TIE WNNEDrsD SPOOL AND ON aN la-FOOT LOOM r PPE EACH war . an As REV(MRED 1p fAOAI LIE OOU6Cf�A9J. le RISTN1 WIN LINE SIZE x 4'TEE WN 4'L. \\ / 'rTAP Fa,Q..AAMI AW/YAC 1 PADItlE POLY-ARM 90N0-d3AKEP'BETWEEN ON ANO COINHEIE. GD WELD ALL COMB'..AWAAC WNW YER]NXL AND}'TAPPED CAP.INSTAL 1'PA%A x HAG4 ALL BEND.£PIPHOS,AND RESIAYM SYSTEMS SI MA MEET NM STAMM. W/NIS ANO OPS1C5 2'UN[M 2'ATEAbALV£SQ2'A WM 2.OISCIARO£LMIE / 2 NAT TAP w`© Ns ' TO BE SIZED MAW PRESSURE-2w PS SPUD PRE..'-JW PS G)E CGWCR£T£ 1 I_ O'BILR ZED SGl.b ELF Ip/K c �N . Diameter BEM. DEWS P. TEE OR TEE ORW4V£ i 0£TAIL-fNb'MTAEWE BOKS ONLY I2'x IT'.w COM n"m ) WATER LMES AT SAME ELEYATBN im 11-1/4 22-1/2 45 DO P-,/4 22-1/2 45 SO TYPICAL GATE VALVE- ' %= . PLAN ADJACENT WATER LINES B. W L 1w QM 4w w 2.00 AW 025 5W \\� IN THE SAME TRENCH B' 1.50 100 6.00 11.00 7..75 1.75 1w 6.75 12w aW NEC. I2.OF 4/4' 41100WM ROOK OF P BELOW'PPE f0' 235 Aw D.W )aw IGM 2M SH 10.35 ln]J ,1H NOTES NOTE PPE CON.As SPECN]ED PACE ROOK TO MIDPOINT IS' sss aw ,zw T1PJ Lew 1TJ rw PM saw IS. oF - EW/AR T L AREA.Au .W BO vED ELEVATION <D ,BON,pope�,';F,�rroW,�a�DRAM. 14' 400 7..75 ISM 2800 2200 450 BOO 17..50 32.25 2S10 -RO.A(lBASE 2.NO WBYEB NI CURE ONTOt OR ALLEY PANS.ASTAUED Man WNLHI COMBINATION AIR VALVE MANHOLE DETAIL �-A�HA<T 16• aW WO raw saw Psw 275 n.w szw pm Jzw PE CON IC7.EXPEE ARur Wruu BE REzoGPD Ar ass /2w 2Aw PE CON1PaC10RS EXPENSE AB' AafJ moo T.2J pm PETS J22J p.w 1 ALL.KXNWS AND OTIAGs TD BE Cm ammo N.T.S. .-:,,,;;..,. CONCRETE THRUST RESTRAINT DETAILS WNTRACRR TO DEFLECT JOINTS LOW PO STORM DRAINI I I CO As REWAPED TO MAma sEpARAnoN INTAIN A 18' ■ (REARMAS MO LOME" H. .a4 WWS TI0.NAG I_.-I6'AaN- CO AS/EIX4eO m wtK RI MS j J_ CO 0 FOR WAI£ -NEW WARM. AI.FOR IN OPEN PEED IN STREET (EB ANSN,MBN 5'E MN BELOW) U W -EPLACE um.,CUTS PER ASPEN MI: Rao cur REQUIREMENTS ELEVATION z SEi Da DRAWING ETJG 210-T 41 1_I= PUAPER ND2 WATERLINE/CULVERT CROSSING W >EBSJP/G D/R1 OR S.FACE TOPSOIL AREA EXIST CUT 10 BE No sum - 0- ASPHALT ASPHALT SAW PULL DEPTH PP. O LL//� 0 OVERUP I fIMY,i O PP.AsuusTAB. E 7.0' VA \y". __- FAIIIa° '::3-4. a, kal Am. OF Pars AIro C O Es :a®' Z//, i n /\ ADONNTWL ASPHALT FwOE dA LOP Of PIPE)MO6I C(ASS'6 PER'TRENCH/CROSY saw, ■ V LRENK,H WON .LEY. (WATER A['TM'g MSNARON11 W IRENCN TO BE \// a ^"`... \ ACGREaIF RISE ASPHALT ZONE BURY UM CURB a WPER ,ir=rniiri W \ Q I. , COURSE CLASS 6 ExTExsn.Nts) / / BRACED OR SHEETED u NED.SasioN(RY W WRAP. 6"FLAW NON- I: n THE SAFE-FY OF THE 4 FOR ROADWAY FABRIC WERE IN ICONTA Rum EVE INSULATION SECTION N PROTECTION OF , \ CONLYtE1F Q K OTHER WRITES. ; '�J PIPE MINIMUM MAXMUM PROTECT DRAW // � AB SYNE j� \/Q / DIAMETER WIDTH WDTH l �a `'�" BEE T /; 9 -B z-B O/L1VEL L BRICKS �u W 0 I REPLACE NM C_DW /�/� O 10 2•0 3"-0" W/FIL I£R FAdR/C _ - ®, WTmE NO, O ./J O "III 1 I IW )8 2'-6 4'-0' TO KEEP RNES (�_,� s.EvE coups. LNL O ,2N I I 1 I/1,\ FILLER FABRIC WENCH WON / �' [` -1 W ♦ `W - ,Ov I C I I'.I I t OVER BEDDING UNDISTUUBED SOIL-y M L -= =� LLJ o Witil•1•1FA*,. J/4iiiii 'SCREENED ROCK REACTION �� . ` \ BLOCK BLOCKS O / / 6'MIN. Q 0 00 Eli%\ 1/2 2RSE D.OF 1/2' sr E 150 S EYE � SE£CONCRETE O `CEO BO Oe E W 1 -' -�`' -:•'� va DRAW WIERMG AT ENGMNEERS 020UE5J NUTS N BLOCK a ...a.-.a... - COWMEN jl:NEW WA)ER AWN DELOW EXIST.SEWER WW CO © a T) ASPHALT ZONE SHALL BE INSTALLED PER CITY OF ASPEN ROAD STANDARDS AND ROAD CUT NOTES:' I) ALL PP..FROM MAIN TO HYDRANT SHALL USE CT TO q(nE-RODS AT ENGINEERS REQUEST), ` Q PERMIT AND THRUST BLOCKS.TEE TO BE IAI X FLANGED GV TO BE FLANGED X AM KUyGy cO�R 547/ CENTER I FULL JOINT CO 2) HYDRANT,VALVE AND PIPINGS TO BE 250 P.S.I.RATED. M/'L OR LEAN CONC.. 1 N 2)SACKFlLL ZONE SHALL BE INSTILLS PER CITY OF APPEN ROAD STANDARDS AND APPLICABLE PERMNIIS J) ALL HYDRANT LEAD PoPNJG r0 BE 6'D.I.P. (� ' WELD! 4) HYDRANT LOanON TO BE PER COA FIRE DEPT.REOI/IRENENTS FOR > 1 DISTANCE FROM BACK OF CURB DR EDGE OF SHOULDER TO FIRE HYDRANT 4/29/2018 DATE OF PUBLICATION L.,Ia'Po5ED av aAA ., Z 4) COMPACPON REOUIREMENIS PER CITY OF ASPEN AND C COT 5) MEULLER FARE HYDRANTS TO BE USED J)BEDDING ZONE SHALL BE'j'SCREENED ROCK REEL 6) GAD WELD ALL JOINTS AND ATM. Sr., E Nor OA(L ii ED 0 4/30/2018 COA R1 COMMENTS 7) SONIC)£E MAY BE USED LLI CONDIT.12, EN NEW LAMER AM LESS TTLAN I5'ABOVE EXIST SEWER AWN LLI - K /) O CAwa ON .LINE q)C UR OROSSIA5O FOR U WATER MAIN FIRE HYDRANT ASSEMBLY - > TRENCH CROSS SECTION INSTALLATION DETAIL 14 A� 5 FOR m mWA INFDSA0555 0 N.T.S. WATER / SEWER CROSSING 1, 0 Z w Number Revision Description By Date w CITY OF ASPEN ALL STANDARD DETAILS Laughlin Water DEsICN:coo Drawing Number: g DETAIL: GDD PROJECT NUMBER m - WATER DEPARTMENT WATER LINE EXTENSIONS FOR WATER LINES Engineers,Ltd. CHECK: coo ALLL DEVELOPMENT D-1 e"�",._..,,,, „m NIM DATE: JANUARY 25, 2010 } O O -- COA WATER DEPT DETAILS o u, 0 C 6 O IR ECE1ED 05/04/2018 ASPEN BUILDING DEPARTMENT PROPERTY LINE WOODY CREEK C EXISTING TREE ENGINEERING REMOVED WOODY CREEK ENGINEERING,LLC P.O.BOX 575 WOODY CREEK,COLORADO 81656 sea EXISTING TREE KEPT P$970�298297 @� W000YCREEKENGINEERING.COM \ Sed Sed serf- >�II \I EXISTING CONTOUR INV � ;�%i� PROPOSED CONTOUR .�_. "' '���� �1 �� �� 1 SPOT ELEVATION XX.XX O 2 ��, � , ) i�I�, —� wow �� I • CONC. = CONCRETE \81,1 ` HP = HIGH POINT ��-` _�`� �'I TD =TRENCH DRAIN ft TOW=TOP OF WALL BW=BOTTOM OF WALL 0 ri )' UTILITY SERVICE ,,.�Rp00,LIOFNs ? — •® � = E=ELECTRIC ;o` 4/30/n18'"o 4/30/2018 UG=UNDERGROUND GAS (\ 427' • *- kil SS=SANITARY SEWER 1 ��ssla����, e - W=WATER Tel=PHONE LINE — Cable=CABLE LINE a II WALKWAY = 1 ; , BUILDING 1 . ,.0 �l � WALL I— in* a)G GAS METER W BACKFLOW PREVENTER 0 U w _ � o �� W AND YARD HYDRANT z L" C SEDIMENT FENCE E ELECTRIC METER L.L Q ��. ALONG PROP. .. % 1 -. LINE w w a DOWNSPOUT (DS) > E o e o • INLET L.L w > o w o w o � � I I I I I I TRENCH DRAIN (TD) 0 E W 0 CO o 0 `', \ r r� GUTTER (GU) r— o w a CONCRETEE-----fl ~ WASHOUT MUUMUU Sed PIPE 4/29/2018 DATE OF PUBLICATION - — 12/5/2017 PERMIT sed TRANS\ Sed 4/30/2018 COAR1 COMMENTS w FORMER TRACKING PAD Se�1 \`< o 0000000000< FOUNDATION DRAIN / 000000000o O Sed -oE— �aE K O . Z 7999 W\' Y W W U Y 7999 O O 3 x 999 EROSION AND SEDIMENT EE 7CONTROL & 0 s N N O 0 5 10 20 40 0) C700 Scale:1"=10' ACE o 05/04`2018 ASPEN BUILDING DEPARTMENT PROPERTYREMOVED LINE WOODY CREEK EXISTING TREE ENGINEERING ---- I I- WOODY CREEK ENGINEERING,LLC J _---_ 1 P.O.BOX 575 --__- 1 WOODY CREEK,COLORADO 81656 EXISTING TREE KEPT (P}970-429-8297 I\ it I — ok WOODVCREEKENGINEERING.COM ti� TI4 I� I EXISTING CONTOUR �.. II i._, . saws `_/ ..vl � %�.�•� PROPOSED CONTOUR i -ice -A it I ` � ��,� ��a:Atsf'1� � el SPOT ELEVATION XX.XX R � f�1=�;,����� CONC. = CONCRETE \810 ‘,.... \, ,,,N`� HP = HIGH POINT _r / TD =TRENCH DRAIN TOW=TOP OF WALL �o , 4 BW=BOTTOM OF WALL UTILITY SERVICE „..oR°'DD•u`Fro-- _ E=ELECTRIC p0 p9a0AA 4 sRO'1 ' III- • 4/30/2018 F III UG=UNDERGROUND GAS f az7. k ►� �= SS=SANITARY SEWER ( W=WATER s onu.•'. Tel=PHONE LINE Cable=CABLE LINE &T ,I r � _ 1 WALKWAY FOUNDATION DRAIN DRYWELL \ �,� o„ _ >_ 48"DIAMETER BUILDING NTre-f ■ii GRADE:8002.00 RIM:8001.50 INVERT IN:7987.20 ,�-�i BOTTOM:7986.50(15-FT DEPTH) I WALL �l r� ALTERNATING TWO PUMP SYSTEM 1 4 4 15.75 FT , I ZOELLER MODEL 76 OR APPROVED EQUAL N— PUMP FLOAT:7988.33(HIGH WATER LEVEL FROM SOILS REPORT) PUMP FLOAT:7988.40 • ''1 CONNECT TO 2-IN FORCE MAIN G GAS METER CO 1 1\s FORCE MAIN DISCHARGE TO SHALLOW MANHOLE. CO CO 1 2-IN FORCE MAIN Q O 3 _� 0 1 BACKFLOW PREVENTER — U 0 �`1 W AND YARD HYDRANT Iz _ ,t...,1 ..., 1 (' 1,, _ . w 1 �/ 1 E ELECTRIC METER L.L Q o 1 SHALLOW INJECTION DRYWELL p 48"DIAMETER 1 : RIM:8001.52 > j I INVERT:79996.502"FM DOWNSPOUT (OS) > 0 / BOTTOM:7995.52(6-FT DEPTH) Q c7 r w > 12 --1 INLET ply Ij� w o .(..." \\ O W of i�il 1 TRENCH DRAIN (TD) Q CC 5- 0 © 0 GUTTER (GU) r� c w 4/29/2018 DATE OF PUBLICATION O _-- ® PIPE Z 4/30/2018 COA R1 COMMENTS w TRANS w FORMER _ 0,%%������%%0,o, FOUNDATION DRAIN — z U oE-of O U Z W 999 Y W /n\ U CC ci_. c.— 999 0 0 O O x 0 CO FOUNDATION DRAIN o ce 0 i s N N O C800� cn 0 5 10 20 40 �_1� w Scale:,'=,D' 1,ECEVED 05/04/2018 ASPEN BUILDING DEPARTMENT APPENDIX D-HYDROLOGIC CALCULATIONS RECEIVED 05/04/2018 4 ASPEN BUILDING DEPARTMENT City of Aspen Urban Runoff Management Plan WQCV DW 0.30 0.25 a, a) — 0.20 a) 0.15 as _ as 0.10 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 RECEIVE1 Chapter 8—Water Quality 8-30 Rev 11/2014 05/04/2018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: EB:1 I. Catchment Hydrologic Data Catchment ID= EB:1 Area= 0.116 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 0.0693 75 0.08 N/A 0.15 8.46 1 2 3 4 5 Sum 75 Computed Tc= 8.46 Regional Tc= 10.42 User-Entered Tc= 8.46 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 2.65 inch/hr Peak Flowrate,Qp= 0.023 cfs Rainfall Intensity at Regional Tc, I= 2.38 inch/hr Peak Flowrate,Qp= 0.021 cfs Rainfall Intensity at User-Defined Tc, I= 2.65 inch/hr Peak Flowrate,Qp= 0.023 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: EB:2 I. Catchment Hydrologic Data Catchment ID= EB:2 Area= 0.131 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 0.0600 70 0.08 N/A 0.14 8.57 1 2 3 4 5 Sum 70 Computed Tc= 8.57 Regional Tc= 10.39 User-Entered Tc= 8.57 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 2.63 inch/hr Peak Flowrate,Qp= 0.026 cfs Rainfall Intensity at Regional Tc, I= 2.38 inch/hr Peak Flowrate,Qp= 0.023 cfs Rainfall Intensity at User-Defined Tc, I= 2.63 inch/hr Peak Flowrate,Qp= 0.026 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.1 I. Catchment Hydrologic Data Catchment ID= PB:1.1 Area= 0.038 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 0.0693 75 0.08 N/A 0.15 8.46 1 2 3 4 5 Sum 75 Computed Tc= 8.46 Regional Tc= 10.42 User-Entered Tc= 8.46 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 2.65 inch/hr Peak Flowrate,Qp= 0.008 cfs Rainfall Intensity at Regional Tc, I= 2.38 inch/hr Peak Flowrate,Qp= 0.007 cfs Rainfall Intensity at User-Defined Tc, I= 2.65 inch/hr Peak Flowrate,Qp= 0.008 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.2 I. Catchment Hydrologic Data Catchment ID= PB:1.2 Area= 0.010 Acres Percent Imperviousness= 57.00 % 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= 0.39 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.39 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 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 0.0160 25 0.39 N/A 0.08 5.47 1 2 3 4 5 Sum 25 Computed Tc= 5.47 Regional Tc= 10.14 User-Entered Tc= 5.47 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.19 inch/hr Peak Flowrate,Qp= 0.012 cfs Rainfall Intensity at Regional Tc, I= 2.41 inch/hr Peak Flowrate,Qp= 0.009 cfs Rainfall Intensity at User-Defined Tc, I= 3.19 inch/hr Peak Flowrate,Qp= 0.012 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.3 I. Catchment Hydrologic Data Catchment ID= PB:1.3 Area= 0.003 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 0.0050 13 0.08 N/A 0.03 8.39 1 2 3 4 5 Sum 13 Computed Tc= 8.39 Regional Tc= 10.07 User-Entered Tc= 8.39 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 2.66 inch/hr Peak Flowrate,Qp= 0.001 cfs Rainfall Intensity at Regional Tc, I= 2.42 inch/hr Peak Flowrate,Qp= 0.001 cfs Rainfall Intensity at User-Defined Tc, I= 2.66 inch/hr Peak Flowrate,Qp= 0.001 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.4 I. Catchment Hydrologic Data Catchment ID= PB:1.4 Area= 0.003 Acres Percent Imperviousness= 37.00 % 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= 0.28 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.28 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 0.0580 30 0.28 N/A 0.11 4.53 1 2 3 4 5 Sum 30 Computed Tc= 4.53 Regional Tc= 10.17 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.40 inch/hr Peak Flowrate,Qp= 0.003 cfs Rainfall Intensity at Regional Tc, I= 2.41 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 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.5 I. Catchment Hydrologic Data Catchment ID= PB:1.5 Area= 0.017 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 0.0300 20 0.08 N/A 0.06 5.76 1 2 3 4 5 Sum 20 Computed Tc= 5.76 Regional Tc= 10.11 User-Entered Tc= 5.76 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.12 inch/hr Peak Flowrate,Qp= 0.004 cfs Rainfall Intensity at Regional Tc, I= 2.42 inch/hr Peak Flowrate,Qp= 0.003 cfs Rainfall Intensity at User-Defined Tc, I= 3.12 inch/hr Peak Flowrate,Qp= 0.004 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.6 I. Catchment Hydrologic Data Catchment ID= PB:1.6 Area= 0.007 Acres Percent Imperviousness= 63.00 % 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= 0.43 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.43 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 0.0550 17 0.43 N/A 0.10 2.82 1 2 3 4 5 Sum 17 Computed Tc= 2.82 Regional Tc= 10.09 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.88 inch/hr Peak Flowrate,Qp= 0.012 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= 0.010 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.7 I. Catchment Hydrologic Data Catchment ID= PB:1.7 Area= 0.002 Acres Percent Imperviousness= 86.00 % 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= 0.67 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.67 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 0.0180 11 0.67 N/A 0.09 2.12 1 2 3 4 5 Sum 11 Computed Tc= 2.12 Regional Tc= 10.06 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.12 inch/hr Peak Flowrate,Qp= 0.006 cfs Rainfall Intensity at Regional Tc, I= 2.42 inch/hr Peak Flowrate,Qp= 0.003 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.004 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.1 I. Catchment Hydrologic Data Catchment ID= PB:2.1 Area= 0.025 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 0.0417 24 0.08 N/A 0.07 5.66 1 2 3 4 5 Sum 24 Computed Tc= 5.66 Regional Tc= 10.13 User-Entered Tc= 5.66 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.15 inch/hr Peak Flowrate,Qp= 0.006 cfs Rainfall Intensity at Regional Tc, I= 2.42 inch/hr Peak Flowrate,Qp= 0.005 cfs Rainfall Intensity at User-Defined Tc, I= 3.15 inch/hr Peak Flowrate,Qp= 0.006 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.2 I. Catchment Hydrologic Data Catchment ID= PB:2.2 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 0.0500 40 0.90 N/A 0.49 1.37 1 2 3 4 5 Sum 40 Computed Tc= 1.37 Regional Tc= 10.22 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.40 inch/hr Peak Flowrate,Qp= 0.032 cfs Rainfall Intensity at Regional Tc, I= 2.40 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 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.3 I. Catchment Hydrologic Data Catchment ID= PB:2.3 Area= 0.008 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 0.0720 25 0.08 N/A 0.09 4.82 1 2 3 4 5 Sum 25 Computed Tc= 4.82 Regional Tc= 10.14 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.33 inch/hr Peak Flowrate,Qp= 0.002 cfs Rainfall Intensity at Regional Tc, I= 2.41 inch/hr Peak Flowrate,Qp= 0.001 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.002 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.4 I. Catchment Hydrologic Data Catchment ID= PB:2.4 Area= 0.004 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 0.0720 25 0.08 N/A 0.09 4.82 1 2 3 4 5 Sum 25 Computed Tc= 4.82 Regional Tc= 10.14 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.33 inch/hr Peak Flowrate,Qp= 0.001 cfs Rainfall Intensity at Regional Tc, I= 2.41 inch/hr Peak Flowrate,Qp= 0.001 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.001 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.5 I. Catchment Hydrologic Data Catchment ID= PB:2.5 Area= 0.016 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)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 0.0384 50 0.90 N/A 0.50 1.67 1 2 3 4 5 Sum 50 Computed Tc= 1.67 Regional Tc= 10.28 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.29 inch/hr Peak Flowrate,Qp= 0.061 cfs Rainfall Intensity at Regional Tc, I= 2.40 inch/hr Peak Flowrate,Qp= 0.034 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.047 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.6 I. Catchment Hydrologic Data Catchment ID= PB:2.6 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 0.0384 50 0.90 N/A 0.50 1.67 1 2 3 4 5 Sum 50 Computed Tc= 1.67 Regional Tc= 10.28 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.29 inch/hr Peak Flowrate,Qp= 0.004 cfs Rainfall Intensity at Regional Tc, I= 2.40 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 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.7 I. Catchment Hydrologic Data Catchment ID= PB:2.7 Area= 0.017 Acres Percent Imperviousness= 59.00 % 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= 0.41 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.41 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration 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 0.0543 46 0.41 N/A 0.16 4.87 1 2 3 4 5 Sum 46 Computed Tc= 4.87 Regional Tc= 10.26 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.32 inch/hr Peak Flowrate,Qp= 0.023 cfs Rainfall Intensity at Regional Tc, I= 2.40 inch/hr Peak Flowrate,Qp= 0.017 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.023 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.8 I. Catchment Hydrologic Data Catchment ID= PB:2.8 Area= 0.007 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 0.0208 12 0.90 N/A 0.20 1.00 1 2 3 4 5 Sum 12 Computed Tc= 1.00 Regional Tc= 10.07 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.56 inch/hr Peak Flowrate,Qp= 0.029 cfs Rainfall Intensity at Regional Tc, I= 2.42 inch/hr Peak Flowrate,Qp= 0.015 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.021 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.9 I. Catchment Hydrologic Data Catchment ID= PB:2.9 Area= 0.019 Acres Percent Imperviousness= 6.00 % 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= 0.11 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.11 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 0.1190 21 0.11 N/A 0.10 3.62 1 2 3 4 5 Sum 21 Computed Tc= 3.62 Regional Tc= 10.12 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.64 inch/hr Peak Flowrate,Qp= 0.007 cfs Rainfall Intensity at Regional Tc, I= 2.42 inch/hr Peak Flowrate,Qp= 0.005 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.007 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:3 I. Catchment Hydrologic Data Catchment ID= PB:3 Area= 0.060 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 0.0300 5 0.90 N/A 0.15 0.57 1 2 3 4 5 Sum 5 Computed Tc= 0.57 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.76 inch/hr Peak Flowrate,Qp= 0.256 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.130 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.177 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:EG1 I. Catchment Hydrologic Data Catchment ID= PB:EG1 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 0.4500 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= 0.004 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 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: EB:1 I. Catchment Hydrologic Data Catchment ID= EB:1 Area= 0.116 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 0.0693 75 0.08 N/A 0.15 8.46 1 2 3 4 5 Sum 75 Computed Tc= 8.46 Regional Tc= 10.42 User-Entered Tc= 8.46 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 5.08 inch/hr Peak Flowrate,Qp= 0.206 cfs Rainfall Intensity at Regional Tc, I= 4.57 inch/hr Peak Flowrate,Qp= 0.186 cfs Rainfall Intensity at User-Defined Tc, I= 5.08 inch/hr Peak Flowrate,Qp= 0.206 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: EB:2 I. Catchment Hydrologic Data Catchment ID= EB:2 Area= 0.131 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 0.0600 70 0.08 N/A 0.14 8.57 1 2 3 4 5 Sum 70 Computed Tc= 8.57 Regional Tc= 10.39 User-Entered Tc= 8.57 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 5.05 inch/hr Peak Flowrate,Qp= 0.232 cfs Rainfall Intensity at Regional Tc, I= 4.58 inch/hr Peak Flowrate,Qp= 0.210 cfs Rainfall Intensity at User-Defined Tc, I= 5.05 inch/hr Peak Flowrate,Qp= 0.232 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.1 I. Catchment Hydrologic Data Catchment ID= PB:1.1 Area= 0.038 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 0.0693 75 0.08 N/A 0.15 8.46 1 2 3 4 5 Sum 75 Computed Tc= 8.46 Regional Tc= 10.42 User-Entered Tc= 8.46 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 5.08 inch/hr Peak Flowrate,Qp= 0.068 cfs Rainfall Intensity at Regional Tc, I= 4.57 inch/hr Peak Flowrate,Qp= 0.061 cfs Rainfall Intensity at User-Defined Tc, I= 5.08 inch/hr Peak Flowrate,Qp= 0.068 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.2 I. Catchment Hydrologic Data Catchment ID= PB:1.2 Area= 0.010 Acres Percent Imperviousness= 57.00 % 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= 0.55 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.39 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 0.0160 25 0.39 N/A 0.08 5.47 1 2 3 4 5 Sum 25 Computed Tc= 5.47 Regional Tc= 10.14 User-Entered Tc= 5.47 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 6.12 inch/hr Peak Flowrate,Qp= 0.034 cfs Rainfall Intensity at Regional Tc, I= 4.64 inch/hr Peak Flowrate,Qp= 0.026 cfs Rainfall Intensity at User-Defined Tc, I= 6.12 inch/hr Peak Flowrate,Qp= 0.034 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.3 I. Catchment Hydrologic Data Catchment ID= PB:1.3 Area= 0.003 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 0.0050 13 0.08 N/A 0.03 8.39 1 2 3 4 5 Sum 13 Computed Tc= 8.39 Regional Tc= 10.07 User-Entered Tc= 8.39 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 5.10 inch/hr Peak Flowrate,Qp= 0.005 cfs Rainfall Intensity at Regional Tc, I= 4.66 inch/hr Peak Flowrate,Qp= 0.005 cfs Rainfall Intensity at User-Defined Tc, I= 5.10 inch/hr Peak Flowrate,Qp= 0.005 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.4 I. Catchment Hydrologic Data Catchment ID= PB:1.4 Area= 0.003 Acres Percent Imperviousness= 37.00 % 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= 0.49 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.28 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 0.0580 30 0.28 N/A 0.11 4.53 1 2 3 4 5 Sum 30 Computed Tc= 4.53 Regional Tc= 10.17 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 6.54 inch/hr Peak Flowrate,Qp= 0.010 cfs Rainfall Intensity at Regional Tc, I= 4.63 inch/hr Peak Flowrate,Qp= 0.007 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.009 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.5 I. Catchment Hydrologic Data Catchment ID= PB:1.5 Area= 0.017 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 0.0300 20 0.08 N/A 0.06 5.76 1 2 3 4 5 Sum 20 Computed Tc= 5.76 Regional Tc= 10.11 User-Entered Tc= 5.76 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 6.00 inch/hr Peak Flowrate,Qp= 0.036 cfs Rainfall Intensity at Regional Tc, I= 4.65 inch/hr Peak Flowrate,Qp= 0.028 cfs Rainfall Intensity at User-Defined Tc, I= 6.00 inch/hr Peak Flowrate,Qp= 0.036 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.6 I. Catchment Hydrologic Data Catchment ID= PB:1.6 Area= 0.007 Acres Percent Imperviousness= 63.00 % 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= 0.58 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.43 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 0.0550 17 0.43 N/A 0.10 2.82 1 2 3 4 5 Sum 17 Computed Tc= 2.82 Regional Tc= 10.09 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 7.46 inch/hr Peak Flowrate,Qp= 0.030 cfs Rainfall Intensity at Regional Tc, I= 4.65 inch/hr Peak Flowrate,Qp= 0.019 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.026 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1.7 I. Catchment Hydrologic Data Catchment ID= PB:1.7 Area= 0.002 Acres Percent Imperviousness= 86.00 % 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= 0.76 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.67 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 0.0180 11 0.67 N/A 0.09 2.12 1 2 3 4 5 Sum 11 Computed Tc= 2.12 Regional Tc= 10.06 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 7.92 inch/hr Peak Flowrate,Qp= 0.012 cfs Rainfall Intensity at Regional Tc, I= 4.66 inch/hr Peak Flowrate,Qp= 0.007 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.010 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.1 I. Catchment Hydrologic Data Catchment ID= PB:2.1 Area= 0.025 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 0.0417 24 0.08 N/A 0.07 5.66 1 2 3 4 5 Sum 24 Computed Tc= 5.66 Regional Tc= 10.13 User-Entered Tc= 5.66 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 6.05 inch/hr Peak Flowrate,Qp= 0.053 cfs Rainfall Intensity at Regional Tc, I= 4.64 inch/hr Peak Flowrate,Qp= 0.041 cfs Rainfall Intensity at User-Defined Tc, I= 6.05 inch/hr Peak Flowrate,Qp= 0.053 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.2 I. Catchment Hydrologic Data Catchment ID= PB:2.2 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 0.0500 40 0.90 N/A 0.49 1.37 1 2 3 4 5 Sum 40 Computed Tc= 1.37 Regional Tc= 10.22 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 8.47 inch/hr Peak Flowrate,Qp= 0.065 cfs Rainfall Intensity at Regional Tc, I= 4.62 inch/hr Peak Flowrate,Qp= 0.035 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.048 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.3 I. Catchment Hydrologic Data Catchment ID= PB:2.3 Area= 0.008 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 0.0720 25 0.08 N/A 0.09 4.82 1 2 3 4 5 Sum 25 Computed Tc= 4.82 Regional Tc= 10.14 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 6.41 inch/hr Peak Flowrate,Qp= 0.018 cfs Rainfall Intensity at Regional Tc, I= 4.64 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 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.4 I. Catchment Hydrologic Data Catchment ID= PB:2.4 Area= 0.004 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 0.0720 25 0.08 N/A 0.09 4.82 1 2 3 4 5 Sum 25 Computed Tc= 4.82 Regional Tc= 10.14 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 6.41 inch/hr Peak Flowrate,Qp= 0.009 cfs Rainfall Intensity at Regional Tc, I= 4.64 inch/hr Peak Flowrate,Qp= 0.006 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.009 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.5 I. Catchment Hydrologic Data Catchment ID= PB:2.5 Area= 0.016 Acres Percent Imperviousness= 100.00 % NRCS Soil Type= B A,B,C,or D II. Rainfall Information I(inch/hr)=C1 *P1 /(C2+Td)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 0.0384 50 0.90 N/A 0.50 1.67 1 2 3 4 5 Sum 50 Computed Tc= 1.67 Regional Tc= 10.28 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 8.24 inch/hr Peak Flowrate,Qp= 0.126 cfs Rainfall Intensity at Regional Tc, I= 4.61 inch/hr Peak Flowrate,Qp= 0.070 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.097 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.6 I. Catchment Hydrologic Data Catchment ID= PB:2.6 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 0.0384 50 0.90 N/A 0.50 1.67 1 2 3 4 5 Sum 50 Computed Tc= 1.67 Regional Tc= 10.28 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 8.24 inch/hr Peak Flowrate,Qp= 0.008 cfs Rainfall Intensity at Regional Tc, I= 4.61 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 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.7 I. Catchment Hydrologic Data Catchment ID= PB:2.7 Area= 0.017 Acres Percent Imperviousness= 59.00 % 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= 0.56 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.41 Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration 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 0.0543 46 0.41 N/A 0.16 4.87 1 2 3 4 5 Sum 46 Computed Tc= 4.87 Regional Tc= 10.26 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 6.38 inch/hr Peak Flowrate,Qp= 0.061 cfs Rainfall Intensity at Regional Tc, I= 4.61 inch/hr Peak Flowrate,Qp= 0.044 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.060 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.8 I. Catchment Hydrologic Data Catchment ID= PB:2.8 Area= 0.007 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 0.0208 12 0.90 N/A 0.20 1.00 1 2 3 4 5 Sum 12 Computed Tc= 1.00 Regional Tc= 10.07 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 8.77 inch/hr Peak Flowrate,Qp= 0.059 cfs Rainfall Intensity at Regional Tc, I= 4.66 inch/hr Peak Flowrate,Qp= 0.031 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.042 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2.9 I. Catchment Hydrologic Data Catchment ID= PB:2.9 Area= 0.019 Acres Percent Imperviousness= 6.00 % 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= 0.38 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.11 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 0.1190 21 0.11 N/A 0.10 3.62 1 2 3 4 5 Sum 21 Computed Tc= 3.62 Regional Tc= 10.12 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 7.00 inch/hr Peak Flowrate,Qp= 0.051 cfs Rainfall Intensity at Regional Tc, I= 4.64 inch/hr Peak Flowrate,Qp= 0.034 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.046 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:3 I. Catchment Hydrologic Data Catchment ID= PB:3 Area= 0.060 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 0.0300 5 0.90 N/A 0.15 0.57 1 2 3 4 5 Sum 5 Computed Tc= 0.57 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.14 inch/hr Peak Flowrate,Qp= 0.524 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.268 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.363 cfs RECEIVED 05/Ra442018 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:EG1 I. Catchment Hydrologic Data Catchment ID= PB:EG1 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 0.4500 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= 0.009 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 05/Ra442018 ASPEN BUILDING DEPARTMENT APPENDIX E-HYDRAULIC CALCULATIONS RECEWED 05/04/2018 5 ASPEN BUILDING DEPARTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Sunday, Mar 11 2018 4-IN PVC @ 80% Full Circular Highlighted Diameter (ft) = 0.33 Depth (ft) = 0.26 Q (cfs) = 0.370 Area (sqft) = 0.07 Invert Elev (ft) = 100.00 Velocity (ft/s) = 5.04 Slope (%) = 2.00 Wetted Perim (ft) = 0.73 N-Value = 0.009 Crit Depth, Yc (ft) = 0.32 Top Width (ft) = 0.26 Calculations EGL (ft) = 0.66 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section 101.00 • • 100.75 • • 100.50 v 100.25 100.00 99.75 0 1 05/04/2018 BUILDI RTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Sunday,Apr 29 2018 Outlet - 6_in 0.43% 0.24 ft head Circular Highlighted Diameter (ft) = 0.50 Depth (ft) = 0.24 Q (cfs) = 0.242 Area (sqft) = 0.09 Invert Elev (ft) = 100.00 Velocity (ft/s) = 2.58 Slope (%) = 0.43 Wetted Perim (ft) = 0.77 N-Value = 0.009 Crit Depth, Yc (ft) = 0.25 Top Width (ft) = 0.50 Calculations EGL (ft) = 0.34 Compute by: Known Q Known Q (cfs) = 0.24 Elev (ft) Section 101.00 100.75 100.50 100.25 0 100.00 99.75 i; ,��r 0 1 05/04/2018 9111LDIP RTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Sunday, Mar 11 2018 6-IN PVC @ 80% Full Circular Highlighted Diameter (ft) = 0.50 Depth (ft) = 0.35 Q (cfs) = 0.961 Area (sqft) = 0.15 Invert Elev (ft) = 100.00 Velocity (ft/s) = 6.54 Slope (%) = 2.00 Wetted Perim (ft) = 0.99 N-Value = 0.009 Crit Depth, Yc (ft) = 0.47 Top Width (ft) = 0.46 Calculations EGL (ft) = 1.01 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section 101.00 • • 100.75 100.50 100.25 100.00 �, �\ ;',_ 99.75 l a I1 \ L ; 0 1 05/04/2018 BUILDI RTMENT APPENDIX F - DETENTION CALCULATIONS RECEIVED 05/04/2018 6 ASPEN BUILDING DEPARTMENT 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 95.67706 sf --Interior Area 38.90586 sf --Gravel Area 56.7712 sf Void 0.3 Volume 17.03136 cf/ft Depth 5 ft Volume Drwell 141.3 cf Gravel 85.1568 cf Total 226.4568 cf RECEIVED 05/04/2018 ASPEN BUILDING DEPARTMENT DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: 1300 riverside Basin ID: Drywell (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (NOTE: for catchments larger than 90 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Design Information (Input): Catchment Drainage Imperviousness la = 74.05 percent Catchment Drainage Imperviousness la = 74.05 percent Catchment Drainage Area A = 0.154 acres Catchment Drainage Area A = 0.154 acres Predevelopment NRCS Soil Group Type = B A, B, C, or D Predevelopment NRCS Soil Group Type = B A, B, C, or D Return Period for Detention Control T= 5 years (2, 5, 10, 25, 50, or 100) Return Period for Detention Control T= 100 years (2, 5, 10, 25, 50, or 100) Time of Concentration of Watershed Tc = 5.03 minutes Time of Concentration of Watershed Tc = 5.03 minutes Allowable Unit Release Rate q = cfs/acre Allowable Unit Release Rate q = 1.574 cfs/acre One-hour Precipitation Pi = 0.64 inches One-hour Precipitation Pi = 1.23 inches Design Rainfall IDF Formula i = C1* P1/(C2+Tc)^C3 Design Rainfall IDF Formula i = C1* Pi/(C2+Tc)^C3 Coefficient One C1 = 88.80 Coefficient One C1 = 88.80 Coefficient Two C2 = 10 Coefficient Two C2 = 10 Coefficient Three C3 = 1.052 Coefficient Three C3 = 1.052 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = Runoff Coefficient C = 0.65 Inflow Peak Runoff Qp-in = cfs Inflow Peak Runoff Qp-in = 0.63 cfs Allowable Peak Outflow Rate Qp-out = cfs Allowable Peak Outflow Rate Qp-out = 0.242 cfs Mod. FAA Minor Storage Volume = 0 cubic feet Mod. FAA Major Storage Volume = 188 cubic feet Mod. FAA Minor Storage Volume = 0.000 acre-ft Mod. FAA Major Storage Volume = 0.004 _acre-ft 1 <- Enter Rainfall Duration Incremental Increase Value Here (e.g. 5 for 5-Minutes) Rainfall Rainfall Inflow Adjustment Average Outflow Storage Rainfall Rainfall Inflow Adjustment Average Outflow Storage Duration Intensity Volume Factor Outflow Volume Volume Duration Intensity Volume Factor Outflow Volume Volume minutes inches/ hr acre-feet "m" cfs acre-feet acre-feet minutes inches/ hr acre-feet "m" cfs acre-feet acre-feet (input) (output) (output) (output) (output) (output) (output) (input) (output) (output) (output) (output) (output) (output) 0 0.00 _ 0.000 0.00 0 0.00 0.000 0.00 _ 0.00 _ 0.000 0.000 1 ' 4.56 0.000 0.00 _ 1 8.77 0.001 1.00 0.24 0.000 0.001 2 4.16 0.000 0.00 2 8.00 0.002 1.00 0.24 0.001 0.002 3 3.83 0.000 0.00 3 7.35 0.003 1.00 0.24 0.001 0.002 4 3.54 0.000 0.00 4 6.80 0.004 1.00 0.24 0.001 0.002 5 3.29 0.000 0.00 5 6.33 0.004 1.00 0.24 0.002 0.003 6 3.08 0.000 0.00 6 5.91 0.005 0.92 0.22 0.002 0.003 7 2.89 0.000 0.00 7 5.54 0.005 0.86 0.21 0.002 0.003 8 2.72 0.000 0.00 8 5.22 0.006 0.81 0.20 0.002 0.004 9 2.57 0.000 0.00 9 4.93 0.006 0.78 0.19 0.002 0.004 10 2.43 0.000 0.00 10 4.67 0.006 0.75 0.18 0.003 0.004 11 2.31 0.000 0.00 11 4.44 0.007 0.73 0.18 0.003 0.004 12 2.20 0.000 0.00 12 4.23 0.007 0.71 0.17 0.003 0.004 13 2.10 0.000 0.00 13 4.03 0.007 0.69 0.17 0.003 0.004 14 2.01 0.000 0.00 14 3.86 0.007 0.68 0.16 0.003 0.004 15 1.92 0.000 0.00 15 3.70 0.008 0.67 0.16 0.003 0.004 16 1.85 0.000 0.00 16 3.55 0.008 0.66 0.16 0.004 0.004 17 1.77 0.000 0.00 17 3.41 0.008 0.65 0.16 0.004 0.004 18 1.71 0.000 0.00 18 3.28 0.008 0.64 0.15 0.004 0.004 19 1.64 0.000 0.00 19 3.16 0.008 0.63 0.15 0.004 0.004 20 1.59 0.000 0.00 20 3.05 0.008 0.63 0.15 0.004 0.004 21 1.53 0.000 0.00 21 2.95 0.009 0.62 0.15 0.004 0.004 22 1.48 0.000 0.00 22 2.85 0.009 0.61 0.15 0.005 0.004 23 1.44 0.000 0.00 23 2.76 0.009 0.61 0.15 0.005 0.004 24 1.39 0.000 0.00 24 2.67 0.009 0.60 0.15 0.005 0.004 25 1.35 0.000 0.00 25 2.59 0.009 0.60 0.15 0.005 0.004 26 1.31 0.000 0.00 26 2.52 0.009 0.60 0.14 0.005 0.004 27 1.27 0.000 0.00 27 2.45 0.009 0.59 0.14 0.005 0.004 28 1.24 0.000 0.00 28 2.38 0.009 0.59 0.14 0.006 0.004 29 1.20 0.000 0.00 29 2.31 0.009 0.59 0.14 0.006 0.004 30 1.17 0.000 0.00 30 2.25 0.009 0.58 0.14 0.006 0.003 31 1.14 0.000 0.00 31 2.20 0.009 0.58 0.14 0.006 0.003 32 1.11 0.000 0.00 32 2.14 0.009 0.58 0.14 0.006 0.003 33 1.09 0.000 0.00 33 2.09 0.009 0.58 0.14 0.006 0.003 34 1.06 0.000 0.00 34 2.04 0.010 0.57 0.14 0.007 0.003 35 1.04 0.000 0.00 35 1.99 0.010 0.57 0.14 0.007 0.003 36 1.01 0.000 0.00 36 1.95 0.010 0.57 0.14 0.007 0.003 37 0.99 0.000 0.00 37 1.90 0.010 0.57 0.14 0.007 0.003 38 0.97 0.000 0.00 38 1.86 0.010 0.57 0.14 0.007 0.003 39 0.95 0.000 0.00 39 1.82 0.010 0.56 0.14 0.007 0.002 40 0.93 0.000 0.00 40 1.78 0.010 0.56 0.14 0.008 0.002 41 0.91 0.000 0.00 41 1.75 0.010 0.56 0.14 0.008 0.002 42 0.89 0.000 0.00 42 1.71 0.010 0.56 0.14 0.008 0.002 43 0.87 0.000 0.00 43 1.68 0.010 0.56 0.14 0.008 0.002 44 0.86 0.000 0.00 44 1.64 0.010 0.56 0.13 0.008 0.002 45 0.84 0.000 0.00 45 1.61 0.010 0.56 0.13 0.008 0.002 46 0.82 0.000 0.00 46 1.58 0.010 0.55 0.13 0.009 0.002 47 0.81 0.000 0.00 47 1.55 0.010 0.55 0.13 0.009 0.001 48 0.79 0.000 0.00 48 1.52 0.010 0.55 0.13 0.009 0.001 49 0.78 0.000 0.00 49 1.50 0.010 0.55 0.13 0.009 0.001 50 0.77 0.000 0.00 50 1.47 0.010 0.55 0.13 0.009 0.001 51 0.75 0.000 0.00 51 1.45 0.010 0.55 0.13 0.009 0.001 52 0.74 0.000 0.00 52 1.42 0.010 0.55 0.13 0.010 0.001 53 0.73 0.000 0.00 53 1.40 0.010 0.55 0.13 0.010 0.001 54 0.72 0.000 0.00 54 1.37 0.010 0.55 0.13 0.010 0.000 55 0.70 0.000 0.00 55 1.35 0.010 0.55 0.13 0.010 0.000 56 0.69 0.000 0.00 56 1.33 0.010 0.54 0.13 0.010 0.000 57 0.68 0.000 0.00 57 1.31 0.010 0.54 0.13 0.010 0.000 58 0.67 0.000 0.00 _ 58 1.29 0.010 0.54 0.13 0.011 0.000 59 0.66 0.000 0.00 59 1.27 0.010 0.54 0.13 0.011 0.000 _ 60 0.65 0.000 0.00 60 1.25 0.010 0.54 0.13 0.011 -0.001 Mod. FAA Minor Storage Volume (cubic ft.) = 0 Mod. FAA Major Storage Volume (cubic ft.) = 188 Mod. FAA Minor Storage Volume (acre-ft.) = 0.0000 Mod. FAA Major Storage Volume (acre-ft.) = 0.0043 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 1300 RIVERSIDE FAA, Modified FAA 4/29/2018, 1:50 PM RECEIVED 05/04/2018 ASPEN BUILDING DEPARTMENT DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: 1300 riverside Basin ID: Drywell Inflow and Outflow Volumes vs. Rainfall Duration 0.012 — 0.01 - - Pr 0.008 a) /_, i a) 14 0 0.006 co a) E z 0.004 r • • • • 0_ • • •— • • • • • • 0.002 • • • • • • • • • • • • • 0 @0@@@@@@ei r1 FOOD@@@@ei g @@@@@@@@ (24000C41230 (23 (50@@@@ ,24ei c e) @@@@ . @000 0 10 20 30 40 50 60 70 Duration (Minutes) Minor Storm Inflow Volume Minor Storm Outflow Volume Mmor Storm Storage Volume Major Storm Inflow Volume Major Storm Outflow Volume Major Storm Storage Volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 1300 RIVERSIDE FAA, Modified FAA 4/29/2018, 1:50 PM RECEIVED 05/04/2018 ASPEN BUILDING DEPARTMENT