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HomeMy WebLinkAboutFile Documents.1300 Riverside Dr.0309.2017 (24).ARBK GRADING AND DRAINAGE REPORT PREPARED FOR 1 300 RIVERSIDE LLC 1 300 RIVERSIDE DRIVE, ASPEN 4eLl'4146k._ WOODY CREEK ENGINEERING CIVIL DESIGN e= WATER RIGHTS P.O. Box 575 WOODY CREEK, COLORADO 81656 970-309-7 1 30 PREPARED BY JOSH RICE, P.E. DECEMBER 5, 2017 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. PDO LI�F/1; • I I" 12/5/2017 • Josh Rice,P.E. 427.. • License No. RECEIVED 12/11/2017 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 4 2.3.2 Historical Basin EB : 2 4 2.3.1 Proposed Basin PB : 1 4 2.3.1 Proposed Basin PB : 2 5 2.3.1 Proposed Basin PB : 3 5 3. STORMWATER BMPS AND ROUTING 5 3.1 General 6 3.1.1 Detention Calculation 6 3.2 Pipe Calculations 7 3.2.1 Pipe A 7 3.2.2 Pipe B 7 3.2.3 Pipe C 8 3.2.4 Pipe D 8 3.3 Inlet Calculations 9 3.3.1 Inlet 1 9 3.3.2 Inlet 2 9 3.3.3 Inlet 3 9 3.3.4 Inlet 4 9 3.3.5 Inlet 5 9 3.3.6 Inlet 6 9 3.3.7 Inlet 7 9 3.3.8 Inlet 8 9 3.4 Trench Drain Calculations 10 3.4.1 TD:1 10 3.4.2 TD:2 10 3.5 Drywell 10 3.6 Operation and Maintenance 11 APPENDIX A--NRCS SOILS REPORT 1 RECEIVED 12/11/2017 1i ASPEN BUILDING DEPARTMENT APPENDIX B--FEMA FIRM MAP 2 APPENDIX C--PLAN SET 3 APPENDIX D--HYDROLOGIC CALCULATIONS 4 APPENDIX E--HYDRAULIC CALCULATIONS 5 RECEIVED 12/11/2017 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. This property has F a' �, t/ a 5' drainage and ECOOPerA D a" utility easement -ve `� on the west of Ave l FC �7 °°,.0 property line, q,e 41 include a discussion about waterSAve ez the limitations for Aspe'1 crave Fs use. There is ? 1300 Riverside Drive <� proposed work in this area, show that it is ute ca In permitted. A, I Ca Are there any iim effects of a2 adjacent salnarinnDitch drainage issues °d-,� on this property? Ute Trail® 9 cork pi,,, \ 'QOannq Fork 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 12/11/2017 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. include runoff Table 1. Basin Information < coefficients in the table TOTAL PEAK BASIN IMPERVIOUS FLOW FLOW or on the plans. BASIN AREA AREA IMPERVIOUS SLOPE SHEET 5YR 100YR NO. (ACRES) (ACRES) AREA% (FT/FT) FLOW(FT) (CFS) (CFS) EB:1 0.116 0.000 -- 0.05 95 0.021 0.191 EB:2 0.131 0.000 -- 0.01 85 0.023 0.208 PB:1 0.093 0.016 0.17 0.50 5 0.053 0.245 PB:2 0.094 0.044 0.47 0.50 5 0.099 0.293 PB:3 0.060 0.060 1.00 0.50 5 .177 0.363 5ft flow length seems Labeled as percentage low for the proposed but shown as decimal. basins, please show the flow path on sheet C200 to verify. RECEIVED 12/11/2017 2 ASPEN BUILDING DEPARTMENT / R / ;, - / I/ / , -s- . .� ; ;--- / 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 I 1___----:j I I /''J I `��I i Figure 2. Historical Basins RECEIVED 12/11/2017 3 ASPEN BUILDING DEPARTMENT 1 /1 / / j -_------- %• I '• I \ • I I `� 1 ' 1 \_./ • 1 I ` ;'4 1 I 1 - y/ ;� _ I 1 Are there no subbasins „ A� ;' ; in the analysis? � I I , 1 1 - I I I > : / ,� 1 / , 1 +I� 1 / / ' 1 �� 1 ; Discuss how the /' I - ,,,,,,. --_I I impervious area I _ _ from each basin -�--- ---- " - - is treated I _ __, through the site BMPs. __-----' __-7) r Figure 3. Proposed Basins 2.3.1 Historical Basin EB : 1 Historical Basin EB : 1 encompasses the entire lot with an area of 5059.8 sf. Runoff sheet flows for 95 ft with 4.5% slope,resulting in a 100-yr flowrate of 0.191 cfs. 2.3.2 Historical Basin EB : 2 Historical Basin EB : 1 encompasses the entire lot with an area of 5693 sf. Runoff sheet flows for 85 ft with 0.6% slope,resulting in a 100-yr flowrate of 0.208 cfs. 2.3.1 Proposed Basin PB : 1 Proposed Basin PB : 1 is composed of the yard and patio area surrounding the house. The basin has an area of 4058.2 sf and is 17%impervious. This basin produces 0.245 cfs of runoff,which is captured by the various inlets in the basin. RECEIVED 12/11/2017 4 ASPEN BUILDING DEPARTMENT 2.3.1 Proposed B ' : 2 Proposed Basin PB : 1 is composed of the yard and patio area surrounding the house. The basin has an area of 4088.7 sf and is 47% impervious. This basin produces 0.293 cfs of runoff,which is captured by the various inlets in the basin. 2.3.1 Proposed Basin PB : 3 Proposed Basin PB : 3 is a roof basin. The basin developed a 100-yr flowrate of 0.363 cfs. PB:3 is cap- tured by gutters and downspouts,which are tied to the pipe network. From the pipe network,runoff is routed to the drywell. Can alternative routing be used instead of hard piping? 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. The URMP requires 7. Use a treatment train approach. LID to be followed, A treatment train approach is not appropriate for t is . describe what efforts have been made to 8. Design sustainable facilities that can be safely maintained. reduce runoff, increase The stormwater BMPs located onsite can be easily and safely maintained and are rea infiltration, disconnect ble. impervious area and 9. Design and maintain facilities with public safely in mind. route runoff through landscape. Elevation drops to stormwater BMPs are minimal and designed with public safely in mind. RECEIVED 12/11/2017 5 ASPEN BUILDING DEPARTMENT 3.1 General Low impact design has been utilized where possible to provide WQCV and detention. Basin Routing is described in Table 2,below. Table 2. Basin Routing Inlet Name Path 1 Path 2 Final Basin ID Inlet 1 Pipe A Drywell PB:2 Inlet 2 Pipe A Drywell PB:2 Inlet 3 Pipe A Drywell PB:2 Inlet 4 Pipe A Drywell PB:2 Inlet 5 Pipe B Drywell PB:2 Inlet 6 Pipe B Drywell PB:2 Inlet 7 Pipe C Drywell PB:2 Inlet 8 Pipe C Drywell PB:2 TD1 Pipe B Drywell PB:2 TD2 Pipe B Drywell PB:2 3.1.1 Detention Calculation To calculate water quality requirements,WCE calculated the total area of the basins,the impervious area of the basins, and time of concentration of the basins. Overall,the basins total area equals 0.247 acres, while the impervious area equals 0.120. The time of concentration for existing basins was found to be 10.95 minutes. Based on an overall imperviousness of 49%percent,the WQCV in watershed inches is 0.l0in(see Ap- pendix D). In terms of volume,the WQCV over the tributary area of 0.247 acres is 89.6 cf(0.247 ac X 43560 sf/ac X 0.10 in X 1 ft/ 12 in). The proposed grading of the site, as well as pip etworks,route runoff into the proposed drywell vault system. The drywell provides 389.53 cf of dete tion which is ade- quate for the WQCV required for the 100 year storm(89.6 cf). See Section 3.5 for d 11 information. Was the 1.5 factor of safety for sediment accumulation used in this calculation for WQCV? RECEIVED 12/11/2017 6 ASPEN BUILDING DEPARTMENT 3.2 Pipe 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 Pipe A captures runoff from Inlets 1,2, 3, and 4. In addition,roof basin PB:3 drains directly to Pipe A. Pipe A will be composed of 6"PVC pipe at 2%.Table 3 shows flow contributions to Pipe A, as well as capacity. Runoff is routed to the drywell. See Appendix C for Pipe A profile, and Appendix E for Pipe flow calculations. Please clarify what Table 3. Pipe A Flows area is draining to PipeA each inlet, 1-8 and the INLET FLOW(CFS) trench drains. It Inlet 1 0.034 appears that this Inlet 2 0.082 Inlet 3 0.028 system is for treating Inlet 4 0.012 the roof runoff and Roof Basin 0.363 patios/walkways, how is the roof drainage TOTAL: 0.519 routed to the inlets? Capacity(cfs): 0.842 Does "drains directly" 3.2.2 Pipe B = piped to? Pipe B captures runoff from Inlet 5, 6,and Trench Drain 1 (TD1). As a result,Pipe B will be composed of 4"PVC pipe at 2%. Table 4 shows flow contributions to Pipe B, as well as capacity. Runoff is routed to the drywell. See Appendix C for Pipe B profile,and Appendix E for Pipe flow calculations. Table 4. Pipe B Flows Pipe B INLET FLOW(CFS) Inlet 5 0.038 Inlet 6 0.051 TD 1 0.036 TOTAL: 0.124 Capacity(cfs): 0.286 RECEIVED 12/11/2017 7 ASPEN BUILDING DEPARTMENT 3.2.3 Pipe C Pipe C is fed by Inlets 7 and 8,which then routes runoff to the drywell. As a result,Pipe C will be com- posed of 4"PVC with a minimum slope of 5.02%. Table 5 shows flow contributions to Pipe C, as well as capacity. See Appendix C for Pipe C profile, and Appendix E for Pipe flow calculations. Table 5. Pipe C Flows Pipe C INLET FLOW(CFS) Inlet 7 0.016 Inlet 8 0.011 TOTAL: 0.027 Pipe D not C Capacity(cfs): 0.453 \3.2.4 Pipe D Pipe C is fed by TD 2,which then routes runoff to the drywell. As a result,Pipe D will be composed of 4" PVC pipe at a minimum of 1.00%. Table 5 shows flow contributions to Pipe D,as well as capacity. See Appendix C for Pipe C profile, and Appendix E for Pipe flow calculations. Pipe D INLET FLOW(CFS) TD2 0.055 TOTAL: 0.055 Capacity(cfs): 0.202 RECEIVED 12/11/2017 8 ASPEN BUILDING DEPARTMENT 3.3 Inlet Calculations Eight Inlets will be installed in order to route runoff to the Drywell. Each Inlet is described below. In ad- dition,a summary has been provided in Table 6. See Appendix C for grate detail. Table 6. Inlet Properties Required Inlet with 50% Inlet Connected to Inlet Name Tributary Basin Name Clogging Factor Inlet Required Flow Inlet 50%Capacity Pipe.... Inlet 1 PB:1 6" Sqare Brass 0.034 0.040 A Inlet 2 PB:1 9"Square Galvanized Steel 0.082 0.211 A Inlet 3 PB:2 6" Sqare Brass 0.028 0.040 A Inlet 4 PB:2 6" Sqare Brass 0.012 0.040 A Inlet 5 PB:2 6" Sqare Brass 0.038 0.040 B Inlet 6 PB:2 9"Square Galvanized Steel 0.051 0.040 B Inlet 7 PB:2 6" Sqare Brass 0.016 0.040 C Inlet 8 PB:1 6" Sqare Brass 0.011 0.040 C 3.3.1 Inlet 1 Inlet 1 will be a 6" Square Brass Grates, and will capture 0.034 cfs of runoff. This inlet provides a 50% flow capacity of 0.040 cfs according to NDS. As a result,the inlet has adequate flow capacity. 3.3.2 Inlet 2 Inlet 2 will be a 9" Square Galvanized Steel Grate, and will capture 0.082 cfs of runoff. This inlet pro- vides a 50%flow capacity of 0.211 cfs according to NDS. As a result,the inlet has adequate flow capac- ity. 3.3.3 Inlet 3 Inlet 3 will be a 6" Square Brass Grates,and will capture 0.028 cfs of runoff. This inlet provides a 50% flow capacity of 0.040 cfs according to NDS. As a result,the inlet has adequate flow capacity. 3.3.4 Inlet 4 Inlet 4 will be a 6" Square Brass Grates,and will capture 0.012 cfs of runoff. This inlet provides a 50% flow capacity of 0.040 cfs according to NDS. As a result,the inlet has adequate flow capacity. 3.3.5 Inlet 5 Inlet 5 will be a 6"Round Brass Grates,and will capture 0.038 cfs of runoff. This inlet provides a 50% flow capacity of 0.040 cfs according to NDS. As a result,the inlet has adequate flow capacity. 3.3.6 Inlet 6 Inlet 6 will be a 9" Square Galvanized Steel Grate , and will capture 0.051 cfs of runoff. This inlet pro- vides a 50%flow capacity of 0.211 cfs according to NDS. As a result,the inlet has adequate flow capac- ity. 3.3.7 Inlet 7 Inlet 7 will be a 6"Round Brass Grates,and will capture 0.016 cfs of runoff. This inlet provides a 50% flow capacity of 0.040 cfs according to NDS. As a result,the inlet has adequate flow capacity. 3.3.8 Inlet 8 Inlet 8 will be a 6"Round Brass Grates,and will capture 0.011 cfs of runoff. This inlet provides a 50% flow capacity of 0.040 cfs according to NDS. As a result,the inlet has adequate flow capacity. RECEIVED 12/11/2017 9 ASPEN BUILDING DEPARTMENT 3.4 Trench Drain Calculations Two trench drains("TD")will be installed in order to route runoff to the Drywell. Each trench drain is described below. In addition, a summary has been provided in Table 7. All trench drains will be Zurn Z706-HDS. See Appendix C for trench drain details. Table 7. Trench Drain Properties Inlet Connected to Inlet Name Inlet Required Flow Capacity(cfs) Pipe.... TD1 0.036 2.18 B TD2 0.055 1.03 D 3.4.1 TD:1 TD:1 captures runoff from the driveway area, capturing 0.036 cfs of runoff. Runoff is then routed to the drywell via Pipe B. TD:1 is 19.53 ft long,resulting in a capacity of 2.18 cfs. As a result, TD:1 has ade- quate flow capacity. 3.4.2 TD:2 TD:2 captures runoff from the southern patio, capturing 0.055 cfs of runoff. Runoff is then routed to the drywell via Pipe D. TD:2 is 9.23 ft long,resulting in a capacity of 1.03 cfs. As a result, TD:2 has adequate flow capacity. 3.5 Drywell The drywell will have a diameter of 6 ft, and will feature 4 ft of perc. ring, 4 ft solid of ring, a 0.66 ft thick sediment trap, and a 2 ft cone. This results in a total height of 10.66 ft, with 0.5 ft of cover. As a result, the drywell will provide 389.53 cf of storage. Pipe A will have an IE of 7996.72ft. Pipe B will have an IE of 7996.72ft.The outlet will be composed of two 4 inch pipes connected to FSL750 Pumps.The pump head was found to be 12.72 ft, which will result in the pumps generating 0.178 cfs each, resulting in a total of 0.356 cfs, which is below the required 0.411 cfs. Each pipe will be routed into its own 9in yard box with a 9in grate. Runoff will enter the box with a velocity of 2.08 ft/s,which will then be dispersed through the 9in grate. See Appendix E for detention and pump calculations. The URMP requires that the WQCV is drained within 24 hours. The required percolation rate then is time over the depth of the drywell volume. The time is set by the URMP at 24 hours or 1,440 minutes. The 100-yr volume is 187 cubic feet and the flat area is 85.03 sf(28.26 sf for the bottom of the drywell and 56.77 sf for the gravel annulus area)with a depth of 2.2 ft at capacity. The required percolation rate is then 1,440 minutes over the 100 year storm head, resulting in a required percolation rate of 54.57min/in. RECEIVED 12/11/2017 i0 ASPEN BUILDING DEPARTMENT 3.6 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 12/11/2017 ASPEN BUILDING DEPARTMENT APPENDIDX A-NRCS SOILS REPORT RECEIVED 12/11/2017 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. 5111 Igii„ eh giiiip , ilk lt , lir . si. , R5 11 ........ ft 12 11 2 Duo 017 October 7 i 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 12/11/2017 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 12/11/2017 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 12/11/2017 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 12/11/2017 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 12/11/2017 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 12/11/2017 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 12/11/2017 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@ eaLIod 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. Melm o N 0 2 5 10 15rs ° ,o� �VE AFeet 0 5 10 20 30 Map projection:Web Mercator Comer coordinates:WG R4 Edge tics:UTM Zone 13N WGS84 9 1 G n/1 1/Gn 017 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 12/11/2017 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 12/11/2017 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. 12/11/2017 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 12/11/2017 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 12/11/2017 14 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report RECEIVED 12/11/2017 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 12/11/2017 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 12/11/2017 17 ASPEN BUILDING DEPARTMENT APPENDIX B-FEMA FIRM MAP RECEIVED 12/11/2017 2 ASPEN BUILDING DEPARTMENT 892 / > �� P 894 / 4VeNUf Footbridge t r Q7917 or BAN ® Irrili Q 7921® 1 4 Q , 7 No„,_ ^ z AL -r .. Alr S q oru N`f > 7926 �4 fNU Apr APPROXIMATE SCALE IN FEET 4 a �/ �.. o. i 500 0 5 z r� Vol t p� 1 �j f—{ I—i I-1 AV� Q / At fNUf , 0 '7931 III rl lc/ 7936 x iz� ] r° --� veA,VE ®g i NATIONAL FLOOD INSURANCE PROGRAM �� r �_. �r ill O 1 ��� ,�a ZONE AE az 40,117.3 . q r�s 79427 7946 FIRM ~ AvfN` 1 7951 `'.. '' FLOOD INSURANCE RATE MAP t/ ZONE X Q \ PITKIN COUNTY, � ! CITY OF ASPEN `, -, f` 080143 COLORADO AND ���� \ I INCORPORATED AREAS 7956 nivER51°E O w 01.:L.:.; F2 /7950 rt PANEL 204 TV IV cc, Al PANEL NAME NUMBER NUMBER SUFFIX CRYSTAL LAKE Salvation Canal 9, kt ROAD ASPEN,CITY OF 080143 0204 C g PITKIN COUNTY, �g6`� ^ f CI) Footbridge 80 UNINCORPORATED AREAS 000201 0204 C 7982 IS m� " 14. mf F y 799 i e 7990 - 4 :-‘4::184481"1---" � �. d . ' _i,b Vaki: 4ii.- -..:.'.46 .-4-07;;;- '-',A ` 08097 G0204 C I �g�� -w : � "7988 - . :EFFECTIVE DATE• '- 2 ' / „,..- JUNE4 1987� E ,� • 19# fL\ / / ' /3 ZONE X Fc Federal Emergency Management Agency )1/ ,, ,;E ZONE ,NEB �..` REc'EIVED This is an official copy of a portion of the above referenced 4 was extracted using F-MIT On-Line. This map does not reflect changes $ ore block. ts which may have been made subsequentatito al Fl e/urhl�2017 title block. For the latest product information about National Fl o n ur n e Program flood maps check the FEMA Flood Map Store at www.msc.fema.g ASPEN BUILDING DEPARTMENT APPENDIX C-PLAN SET RECEIVED 12/11/2017 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)97D�263267 WOODYCREEKENGIN EERING.COM 7 7 81611 --• '1A101 4"-c) 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 "Pi� mo /^B CODE,COA TECHNICAL MANUALS,AND APPLICABLE ; •?.••••••••;•Ny_ STATE AND FEDERAL REGULATIONS.WHERE THERE IS CONFLICT BETWEEN 'c.,.4oe��A4,grc'•Fo,` THESE PLANS AND THE TECHNICAL MANUAL OR ANY APPLICABLE f 27�:>1 427- STANDARDS,THE HIGHER QUALITY STANDARD SHALL APPLY.ALL UTILITY WORK SHALL BE INSPECTED AND APPROVED BY THE UTILITY. P, 2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION / _---SS/_ONAI G, "va Chateau Roaring Fork "`r'91.e '" AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS en co E°o-anr y a w$ o 0 BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND,WHERE EiDe°P st ¢ a Fc 2 POSSIBLE,MEASUREMENTS TAKEN IN THE FIELD.THE INFORMATION IS NOT \ © Ci LL °OUP s a 0 TO BE RELIED UPON AS BEING EXACT OR COMPLETE. 0 Glory Hole Park 5 ' 0 3. THE CONTRACTOR SHALL HAVE ONE(1)SIGNED COPY OF THE spen Alp\ 3 Wale n'- 4t 0 APPROVED PLANS,ONE(1)COPY OF THE APPROPRIATE CRITERIA AND ^ ominiums y SAve o ° R cuisine O SPECIFICATIONS,AND A COPY OF ANY PERMITS AND EXTENSION 0 It,ea ararsg1e 4''''''', AGREEMENTS NEEDED FOR THE JOB ONSITE AT ALL TIMES. 0 s s 0 0 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OF Pe, 'Houn{' Gee pen Grove Rd Aspen Grove Cemetery�9 d SAFETY INCLUDING,BUT NOT LIMITED TO,EXCAVATION,TRENCHING, Z L° he Gant® o � - SHORING,TRAFFIC CONTROL,AND SECURITY. 0 `e 5. IF DURING THE CONSTRUCTION PROCESS CONDITIONS ARE I-I-I Asp ENCOUNTERED WHICH COULD INDICATE A SITUATION THAT IS NOT CI- m 2a 11s00 Riverside Drive IDENTIFIED IN THE PLANS OR SPECIFICATIONS,THE CONTRACTOR SHALL 9e o CJ CONTACT THE WOODY CREEK ENGINEERING,LLC IMMEDIATELY. w Q 2.7 ® 6. ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO Chan` A ?�a Dreg = THE LATEST REVISION OF SAID STANDARD UNLESS SPECIFICALLY STATED 5 a� sr OTHERWISE. I_I_I S G4 7. THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN IN \ N 1111 ACCORDANCE WITH MUTCD TO THE APPROPRIATE RIGHT-OF-WAY v/ / 3 �i[ake Rd Ell (TOWN,COUNTY OR STATE)FOR APPROVAL PRIOR TO ANY ' o A g ® CONSTRUCTION ACTIVITIES WITHIN OR AFFECTING THE RIGHT-OF-WAY. nI 0 o UM Cemetery ® THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL LL o 0 a/L c° TRAFFIC CONTROL DEVICES AS MAY BE REQUIRED BY THE ' ' I W 67e Axiom Investment O ake Rd Crystal lake O O CONSTRUCTION ACTIVITIES. W o Qie Advisors Salvation Ditch 8. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LABOR AND 0 o 10th Mountain Division^ MATERIALS NECESSARY FOR THE COMPLETION OF THE INTENDED //� i Hut Association �/J o 'Po,,,, R�dr said IMPROVEMENTS SHOWN ON THESE DRAWINGS OR AS DESIGNATED TO BE a ute®ail ,a,y„e -'09 ForkRy,Pr J%Fork River °o `Q, NOTEDPROV ED,INSTASLED,OR CONSTRUCTED UNLESS SPECIFICALLY w w 0 a 'S. > 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ROADWAYS \ o Google P FREE AND CLEAR OF ALL CONSTRUCTION DEBRIS AND DIRT TRACKED FROM Fab/ 3II a THE SITE. CDo n,nePve °PO g 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT O r o INFORMATION ON A SET OF RECORD DRAWINGS KEPT ON THE Q N— '11 CONSTRUCTION SITE AND AVAILABLE AT ALL TIMES. (� Q CO 0 11. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE ` ' co r SCALED FROM ANY DRAWING.IF PERTINENT DIMENSIONS ARE NOT SHOWN, N' CO m 0 CONTACT WOODY CREEK ENGINEERING,LLC FOR CLARIFICATION AND o ANNOTATE THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS. 12/5/2017 DATE OF PUBLICATION `` 15.THE CONTRACTOR SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF PERMIT w THE COLORADO PERMIT FOR STORM WATER DISCHARGE,THE STORMH WATER MANAGEMENT PLAN,AND THE EROSION CONTROL PLAN. ce 16. ALL STRUCTURAL EROSION CONTROL MEASURES SHALL BE o INSTALLED AT THE LIMITS OF CONSTRUCTION PRIOR TO ANY OTHER o EARTH-DISTURBING ACTIVITY.ALL EROSION CONTROL MEASURES SHALL BE ili MAINTAINED IN GOOD REPAIR BY THE CONTRACTOR UNTIL SUCH TIME AS THE ENTIRE DISTURBED AREA IS STABILIZED WITH HARD SURFACE OR o LANDSCAPING. 0 17. THE CONTRACTOR SHALL SEQUENCE INSTALLATION OF UTILITIES IN ----- SUCH A MANNER AS TO MINIMIZE POTENTIAL UTILITY CONFLICTS.IN H GENERAL,STORM SEWER AND SANITARY SEWER SHOULD BE w CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRY w UTILITIES. o 18.100'=8002 I- C COVER SHEET VICINITY MAP N �� 0 100 200 400 800 \-I Xo Scale:1"=200' m C 10 0ce .. ,�ECENED 12/11`2017 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 WOODYCREEKENGINEERING.COM .,., ,.,., / , , / , / PB:1 AREA:4058.2 SF sp 0 , . , 7 1 „.' pou........._ , 1 ..,,,e:............-4,--- \ \ 1 4/1") AREA:5059.8 SF , 1 / . , PB:3 AREA:2735.58 SF \ , \ EB:2 , — AREA:5693.0 SF i / .,- 0 , / , 1 I 1 I / II i I / I LI CO / 14 00 II / II / / I I/ / I / // II II II a / I 0 I I 1 / ,// I I I C.) / - 1 -,,z---,-. 4,0' I I /,,, --- I ") Z /,,,e// I--,-'-i- ...-- I I I , 'IR - ,'... 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PIPE 12/5/2017 DATE OF PUBLICATION cn Sed Sed_ --- PROGRESS w Sed I a TRACKING PAD sed I o00''''`V '' FOUNDATION DRAIN w •used w ed CD U 0 0 0 0 Z Y W K U EROSION AND SEDIMENT o CONTROL x 0 m N 0_ • '1' C700 0 5 10 20 40 Scale:1"=10 u v APPENDIX D-HYDROLOGIC CALCULATIONS RECEIVED 12/11/2017 4 ASPEN BUILDING DEPARTMENT City of Aspen Urban Runoff Management Plan WQCV SF 0.30 0.25 U) a) 0.20 -13 a) can 0.15 a) CC 0.10 4 U a 0.05 0.00 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 Effective Imperviousness of Tributary Area to BMP (percent) Figure 8.13 Aspen Water Quality Capture Volume RECEIVED Chapter 8—Water Quality 8-30 Rev 11/2014 12/11/2 017 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= 0.120 Acres Percent Imperviousness= 0.00 % NRCS Soil Type= B A, B, C,or D II. Rainfall Information I (inch/hr)=Cl*P1 /(C2+Td)"C3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") Ill. 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 Flow 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 2.5 5 7 10 15 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 0.0450 95 0.08 N/A 0.14 10.98 1 2 3 4 5 Sum 95 Computed Tc= 10.98 Regional Tc= 10.53 User-Entered Tc= 10.53 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 2.31 inch/hr Peak Flowrate,Qp= 0.021 cfs Rainfall Intensity at Regional Tc, I= 2.37 inch/hr Peak Flowrate,Qp= 0.021 cfs Rainfall Intensity at User-Defined Tc, I= 2.37 inch/hr Peak Flowrate,Qp= 0.021 cfsREr EI/en 5YR-EB1.xls 124 image 42017 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= 0.130 Acres Percent Imperviousness= 0.00 % NRCS Soil Type= B A, B, C,or D II. Rainfall Information I (inch/hr)=Cl*P1 /(C2+Td)"C3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") Ill. 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 Flow 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 2.5 5 7 10 15 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 0.0060 85 0.08 N/A 0.07 20.19 1 2 3 4 5 Sum 85 Computed Tc= 20.19 Regional Tc= 10.47 User-Entered Tc= 10.47 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 1.58 inch/hr Peak Flowrate,Qp= 0.015 cfs Rainfall Intensity at Regional Tc, I= 2.37 inch/hr Peak Flowrate,Qp= 0.023 cfs Rainfall Intensity at User-Defined Tc, I= 2.37 inch/hr Peak Flowrate,Qp= 0.023 cfs �ErEi ven GLI 5YR-EB2.xls 12/ g1 4 2 017 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1 I. Catchment Hydrologic Data Catchment ID= PB:1 Area= 0.090 Acres Percent Imperviousness= 17.00 % NRCS Soil Type= B A, B, C,or D II. Rainfall Information I (inch/hr)=Cl*P1 /(C2+Td)"C3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") Ill. Analysis of Flow Time (Time of Concentration)for a Catchment Runoff Coefficient,C= 0.18 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.18 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 Flow 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 2.5 5 7 10 15 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 0.5000 5 0.18 N/A 0.08 1.02 1 2 3 4 5 Sum 5 Computed Tc= 1.02 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.55 inch/hr Peak Flowrate,Qp= 0.074 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.039 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.053 cfs �ErEi ven GLI 5YR-PB1.xls 124 image 42017 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2 I. Catchment Hydrologic Data Catchment ID= PB:2 Area= 0.090 Acres Percent Imperviousness= 47.00 % NRCS Soil Type= B A, B, C,or D II. Rainfall Information I (inch/hr)=Cl*P1 /(C2+Td)"C3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") Ill. Analysis of Flow Time (Time of Concentration)for a Catchment Runoff Coefficient,C= 0.33 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.33 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 Flow 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 2.5 5 7 10 15 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 0.5000 5 0.33 N/A 0.10 0.85 1 2 3 4 5 Sum 5 Computed Tc= 0.85 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.63 inch/hr Peak Flowrate,Qp= 0.139 cfs Rainfall Intensity at Regional Tc, I= 2.43 inch/hr Peak Flowrate,Qp= 0.073 cfs Rainfall Intensity at User-Defined Tc, I= 3.29 inch/hr Peak Flowrate,Qp= 0.099 cfs �ErEi ven GLI 5YR-PB2.xls 12/ g1 4 2 017 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)=Cl*P1 /(C2+Td)"C3 Design Storm Return Period,Tr= 5 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 0.64 inches (input one-hr precipitation--see Sheet"Design Info") Ill. 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 Flow 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 2.5 5 7 10 15 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 0.5000 5 0.90 N/A 0.37 0.23 1 2 3 4 5 Sum 5 Computed Tc= 0.23 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= 0.264 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 cfsREc EIVED 5YR-P63.xls 12/ g1 4 2 017 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= 0.120 Acres Percent Imperviousness= 0.00 % NRCS Soil Type= B A, B, C,or D II. Rainfall Information I (inch/hr)=Cl*P1 /(C2+Td)"C3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") Ill. 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 Flow 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 2.5 5 7 10 15 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 0.0450 95 0.08 N/A 0.14 10.98 1 2 3 4 5 Sum 95 Computed Tc= 10.98 Regional Tc= 10.53 User-Entered Tc= 10.53 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 4.44 inch/hr Peak Flowrate,Qp= 0.187 cfs Rainfall Intensity at Regional Tc, I= 4.55 inch/hr Peak Flowrate,Qp= 0.191 cfs Rainfall Intensity at User-Defined Tc, I= 4.55 inch/hr Peak Flowrate,Qp= 0.1910 cfs REr EI/en 100YR-EB1.xls 124 image 42017 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= 0.130 Acres Percent Imperviousness= 0.00 % NRCS Soil Type= B A, B, C,or D II. Rainfall Information I (inch/hr)=Cl*P1 /(C2+Td)"C3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") Ill. 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 Flow 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 2.5 5 7 10 15 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 0.0060 85 0.08 N/A 0.07 20.19 1 2 3 4 5 Sum 85 Computed Tc= 20.19 Regional Tc= 10.47 User-Entered Tc= 10.47 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 3.03 inch/hr Peak Flowrate,Qp= 0.138 cfs Rainfall Intensity at Regional Tc, I= 4.56 inch/hr Peak Flowrate,Qp= 0.208 cfs Rainfall Intensity at User-Defined Tc, I= 4.56 inch/hr Peak Flowrate,Qp= 0.2075 cfs®r"r n ic rui ING GLI 100YR-EB2.xls 12/image 2017 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:1 I. Catchment Hydrologic Data Catchment ID= PB:1 Area= 0.090 Acres Percent Imperviousness= 17.00 % NRCS Soil Type= B A, B, C,or D II. Rainfall Information I (inch/hr)=Cl *P1 /(C2+Td)^C3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time (Time of Concentration)for a Catchment Runoff Coefficient,C= 0.43 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.18 Overide 5-yr. Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland Reach 1~ flowLEGEND Reach 2. 0 Beginning Flow 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) I Conveyance I 2.5 5 7 I 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 0.5000 5 0.18 N/A 0.08 1.02 1 2 3 4 5 Sum 5 Computed Tc= 1.02 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 8.75 inch/hr Peak Flowrate,Qp= 0.339 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.181 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.2454 cfs "�R Ric 100YR-PB1.xls 124 image 42017 ASPEN BUILDING DEPARTMENT CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD Project Title: 1300 RIVERSIDE Catchment ID: PB:2 I. Catchment Hydrologic Data Catchment ID= PB:2 Area= 0.090 Acres Percent Imperviousness= 47.00 % NRCS Soil Type= B A, B, C,or D II. Rainfall Information I (inch/hr)=Cl *P1 /(C2+Td)^C3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time (Time of Concentration)for a Catchment Runoff Coefficient,C= 0.51 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.33 Overide 5-yr. Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration • 1�~ overlandLEGEND Reach 1 flow Reach 2 0 Beginning Flow 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) I Conveyance I 2.5 5 7 I 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 0.5000 5 0.33 N/A 0.10 0.85 1 2 3 4 5 Sum 5 Computed Tc= 0.85 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 8.89 inch/hr Peak Flowrate,Qp= 0.412 cfs Rainfall Intensity at Regional Tc, I= 4.67 inch/hr Peak Flowrate,Qp= 0.216 cfs Rainfall Intensity at User-Defined Tc, I= 6.33 inch/hr Peak Flowrate,Qp= 0.2931 cfs "�R Ric 100YR-PB2.xls 12/image 2017 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)=Cl *P1 /(C2+Td)^C3 Design Storm Return Period,Tr= 100 years (input return period for design storm) C1 = 88.80 (input the value of C1) C2= 10.00 (input the value of C2) C3= 1.052 (input the value of C3) P1= 1.23 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time (Time of Concentration)for a Catchment Runoff Coefficient,C= 0.96 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.90 Overide 5-yr. Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration overland Reach 1~ flowLEGEND Reach 2. 0 Beginning Flow 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) I Conveyance I 2.5 5 7 I 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 0.5000 5 0.90 N/A 0.37 0.23 1 2 3 4 5 Sum 5 Computed Tc= 0.23 Regional Tc= 10.03 User-Entered Tc= 5.00 IV. Peak Runoff Prediction Rainfall Intensity at Computed Tc, I= 9.46 inch/hr Peak Flowrate,Qp= 0.542 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= 0.3626 cfs�Er0Ric� 100YR-PB3.xls 12/image 2017 ASPEN BUILDING DEPARTMENT APPENDIX E-HYDRAULIC CALCULATIONS Pump Calculations PUMP CALCS Major Loss 0.1 ai 1_ � HEAD= 11.17 ft 0.09 IL,,., _ turbulent ,III_ PIPE LENGTH= 44.11 ft 0 08 Q= 0.441 cfs II Nil"' 111111111.111111=1■III 0.05 Dia. 0.33 ft0 0.04 r= 0.165 ft^2 0.06 . I.�Ill - - -------0.03 A= 0.085487 ft^2V= 5.158709 ft/s . H 0.02 v- 1.9E-05 (kinematic viscosity) \�., . ■ II 0.015 Re= 8.8E+04 0,04 ._ e= 0.00006 �` MP 0.008 e Relative Roughness= 0.000182 0.006 . 0.03 ■.III 0.004 m ff 0.028 1 5 , III 0.002 rA hf= 1.55 ft o \\ .5 �__ 2 Total head 12 72 ft 0.02 - ,�. 0.001 III 0.0006 ¢ pump output 80 gpm III_0.0004 2 pumps 2 III_0 0002 total output 160 gpm total output 0.356 cfs I�0.0001 PUMP OUTPUT V= 2.0822 FT/S USE FSL750 PUMP 0'01 0.00005 0.009 0.008 •I i 0.00001 103 2345 104 2345 10°2 345 10° 2345 107 2 34 5 102 HORSEPOWER RANGE. 1/2- 1 Reynolds Number.R. I l l y l l l il it I PSI 4. 40 17.24 41 w C PS1730 C 30 12.93 4 I sua O 4. H 20 8.62 20 40 60 8 100 Gallons Per • - RECEIVED 12/11/2017 5 ASPEN BUILDING DEPARTMENT Inlet Calculations Inlet Name Tributary Basin Name Tributary Basin Total Area(sf)(•f) ON Flaw lots) Inlet Required Flow Required Inlet with 50%Clogging Factor Inlets0%Capacity Inlet Connected to Pipe.... Inlet PB:1 4058.2 564 0.1390 0.245 0.034 6"Scare Brass 0.090 Inlet PB:1 4058.2 1363 0.3359 0.245 0.0829"Square Galvanized Steel 0.211 Inlet 387 0.0947 0793 0.028 6"Scare Brass 0.040A Inlet PB:2 .88.7 166 0.09. 0.293 0.012 6"Sgare Brass 0.040 A Inlets PB:2 4088.7 5325 0.1302 0293 0.038 D.Sgare Brass 0.040 B Inlet Pe, 4088.7 705 0.1720 0.293 0.0519"Square Galvanized Steel 0.040 B Inlet PB:2 4038.7 224 0..8 OM 0.016 V'Scare Brass 0.090 C Inlet PB:1 4058.2 188 0.0.3 0.245 0.011 6"Scare Brass 0.040 C Achal Tributary Area Percentage of Total Area Tributary Basin Total Inlet Name TNbutary Basin Name Tributary Basin Total Area NO(af) (%) flow Iota) Inlet Required Flow Length(RI Capxlty(asl Inlet Connected to Pipe-.. TM PB:2 4058.7 594 0.1453 0.245 0.036 19.53 2.175 7D2 Pe, 4088.7 923 0.2257 0.245 0.055 9.23 1.028 0 Pipe Name Required Flow(cis) Minium 80%Capacity(cfs) Pipe 0.519 0.842 Pipe B 0.180 0.286 PipeC 0.027 0.453 Pipe D 0.055 O.. Pipe Calculations Pipe A Pipe B Pipe C Pipe D INLET FLOW(CFS) INLET FLOW(CFS) INLET FLOW(CFS) INLET FLOW(CFS) Inlet 1 0.034 Inlet 5 0.038 Inlet 7 0.016 TD2 0.055 Inlet2 0.082 Inlet6 0.051 Inlet8 0.011 Inlet 3 0.028 TD 1 0.036 _ Inlet4 0.012 Roof Basin 0.363 TOTAL: 0.519 TOTAL: 0.124 TOTAL: 0.027 TOTAL: 0.055 ,Capacity(cfs): 0.842 Capacity(cfs): 0.286 Capacity(cfs): 0.453 Capacity(cfs): 0.202 Drywell Calculations Dry Well* Dry Well Perc Time Hyrdaulic Properties Diameter= 6 ft Required Ret.Vol.= 187 CF(P*imp.area*S.Fact.) Storm Volume(Vr)= 187 cf Required Det.Vol.= 187 CF(100-YR FM) Area of Bottom of DW= 28 sf WQCV= _ 90 CF Area of Bottom of Gravel Annulus= 56.8 sf Void Ratio= 0.30% V/A 2 ft Gravel Width= 2 FT(one side) Perc.Rate= 55 min/in 85.03 6 FT Diameter Inside Diameter= 6.0 FT _ Dry Well Report Generator • Outside Diameter= 7.040 FT _ Diameter(4 or 6) ' 6 ft Inside Area= 28.260 SF _ Perc Depth 4 ft • Outside Area=I 38.906 SF Cone Depth 2 ft Gravel Outer Diameter= 11.040 FT Sediment Filter Thickness 0.66 ft Gravel Area= 56.771 SF(Around drywell) Cover Depth 0.5 ft Gravel Storage Vol./LFTI 17.031 CF Total drywell height 10.66 ft Required Perc.Ring Depth= 4.129 FT solid ring 4 ft 4 FT Diameter PipeA1E-Ifnonethen0 7996.72 ft Inside Diameter= 4.0 FT Pipe BIE-If none then 0 7996.72 ft Outside Diameter=_ 5.167 FT Pipe CIE-If none then 0 0 ft Inside Area= 12.560 SF Pipe DIE-If none then 0 0 ft Outside Area= 20.955 SF Outlet IE-If none then 0 0 ft Gravel Outer Diameter= 9.167 FT Gravel Area= 45.007 SF(Around dry well) Dry Well Actual Volume Gravel Storage Vol./LFT 13.502 CF Perc Chamber Volume 181.16544 Cf Required Perc.Ring Depth= 7.175 FT Solid Ring Volume 181.16544 Cf Cone Volume 27.2 cf Total Volume 389.53088 cf RECEIVED 12/11/2017 6 ASPEN BUILDING DEPARTMENT DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: 1300 riverside Basin ID: site (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) rDetermination 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 I,= 49.00 percent Catchment Drainage Imperviousness la= 49.00 percent Catchment Drainage Area A= 0.250 acres Catchment Drainage Area A= 0.250 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=I 100 I years(2,5,10,25,50,or 100) Time of Concentration of Watershed Tc= 5.00 minutes Time of Concentration of Watershed Tc= 5.00 minutes Allowable Unit Release Rate q= 0.181 cfs/acre Allowable Unit Release Rate q= 1.424 cfs/acre One-hour Precipitation P,= 0.64 inches One-hour Precipitation P,= 1.23 inches Design Rainfall IDF Formula I•C..P,/(Ce.Tcy,C, Design Rainfall IDF Formula I•C,'P,/(Ce.Tjecn Coefficient One C,= 88.80 Coefficient One C,= 88.80 Coefficient Two C,= 10 Coefficient Two Ca= 10 Coefficient Three Ca= 1.052 Coefficient Three Ca= 1.052 Determination of Average Outflow from the Basin(Calculated): Determination of Average Outflow from the Basin(Calculated): Runoff Coefficient C= 0.34 Runoff Coefficient C= 0.52 Inflow Peak Runoff Qp-in= 0.280 cfs Inflow Peak Runoff Op-in= 0.82 cfs Allowable Peak Outflow Rate Op-out= 0.045 cfs Allowable Peak Outflow Rate Qp-out= 0.356 cfs Mod.FAA Minor Storage Volume= 132 cubic feet Mod.FAA Major Storage Volume= 219 cubic feet Mod.FAA Minor Storage Volume= 0.003 acre-ft Mod.FAA Major Storage Volume= 0.005 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 cfs acre-feet acre-feet minutes inches/hr acre-feet cfsacre-feet acre-feet (input) (output) (output) (output) (output) (Output) (output) (input) (output) (output) (output) (output) (output) (output) 0 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000 1 4.56 0.001 1.00 0.05 0.000 0.000 1 8.77 0.002 1.00 0.36 0.000 0.001 2 4.16 0.001 1.00 0.05 0.000 0.001 2 8.00 0.003 1.00 0.36 0.001 0.002 3 3.83 0.001 1.00 0.05 0.000 0.001 3 7.35 0.004 1.00 0.36 0.001 0.002 4 3.54 0.002 1.00 0.05 0.000 0.001 4 6.80 0.005 1.00 0.36 0.002 0.003 5 3.29 0.002 1.00 0.05 0.000 0.002 5 6.33 0.006 1.00 0.36 0.002 0.003 6 3.08 0.002 0.92 0.04 0.000 0.002 6 5.91 0.006 0.92 0.33 0.003 0.004 7 2.89 0.002 0.86 0.04 0.000 0.002 7 5.54 0.007 0.86 0.31 0.003 0.004 8 2.72 0.003 0.81 0.04 0.000 0.002 8 5.22 0.007 0.81 0.29 0.003 0.004 9 2.57 0.003 0.78 0.04 0.000 0.002 9 4.93 0.008 0.78 0.28 0.003 0.005 10 2.43 0.003 0.75 0.03 0.000 0.002 10 4.67 0.008 0.75 0.27 0.004 0.005 11 2.31 0.003 0.73 0.03 0.000 0.002 11 4.44 0.009 0.73 0.26 0.004 0.005 12 2.20 0.003 0.71 0.03 0.001 0.003 12 4.23 0.009 0.71 0.25 0.004 0.005 13 2.10 0.003 0.69 0.03 0.001 0.003 13 4.03 0.009 0.69 0.25 0.004 0.005 14 2.01 0.003 0.68 0.03 0.001 0.003 14 3.86 0.010 0.68 0.24 0.005 0.005 15 1.92 0.003 0.67 0.03 0.001 0.003 15 3.70 0.010 0.67 0.24 0.005 0.005 16 1.85 0.003 0.66 0.03 0.001 0.003 16 3.55 0.010 0.66 0.23 0.005 0.005 17 1.77 0.004 0.65 0.03 0.001 0.003 17 3.41 0.010 _ 0.65 0.23 0.005 0.005 18 1.71 0.004 0.64 0.03 0.001 0.003 18 3.28 0.011 0.64 0.23 0.006 0.005 19 1.64 0.004 0.63 0.03 0.001 0.003 19 3.16 0.011 0.63 0.22 0.006 0.005 20 1.59 0.004 0.63 0.03 0.001 0.003 20 3.05 0.011 0.63 0.22 0.006 0.005 21 1.53 0.004 0.62 0.03 0.001 0.003 21 2.95 0.011 0.62 0.22 0.006 0.005 22 1.48 0.004 0.61 0.03 0.001 0.003 22 2.85 0.011 0.61 0.22 0.007 0.005 23 1.44 0.004 0.61 0.03 0.001 0.003 23 2.76 0.011 0.61 0.22 0.007 0.005 24 1.39 0.004 0.60 0.03 0.001 0.003 24 2.67 0.011 0.60 0.22 0.007 0.004 25 1.35 0.004 0.60 0.03 0.001 0.003 25 2.59 0.012 0.60 0.21 0.007 0.004 26 1.31 0.004 0.60 0.03 0.001 0.003 26 2.52 0.012 0.60 0.21 0.008 0.004 27 1.27 0.004 0.59 0.03 0.001 0.003 27 2.45 0.012 0.59 0.21 0.008 0.004 28 1.24 0.004 0.59 0.03 0.001 0.003 28 2.38 0.012 0.59 0.21 0.008 0.004 29 1.20 0.004 0.59 0.03 0.001 0.003 29 2.31 0.012 0.59 0.21 0.008 0.004 30 1.17 0.004 0.58 0.03 0.001 0.003 30 2.25 0.012 0.58 0.21 0.009 0.004 31 1.14 0.004 0.58 0.03 0.001 0.003 31 2.20 0.012 0.58 0.21 0.009 0.003 32 1.11 0.004 0.58 0.03 0.001 0.003 32 2.14 0.012 0.58 0.21 0.009 0.003 33 1.09 0.004 0.58 0.03 0.001 0.003 33 2.09 0.012 0.58 0.20 0.009 0.003 34 1.06 0.004 0.57 0.03 0.001 0.003 34 2.04 0.012 0.57 0.20 0.010 0.003 35 1.04 0.004 0.57 0.03 0.001 0.003 35 1.99 0.012 0.57 0.20 0.010 0.003 36 1.01 0.004 0.57 0.03 0.001 0.003 36 1.95 0.013 0.57 0.20 0.010 0.002 37 0.99 0.004 0.57 0.03 0.001 0.003 37 1.90 0.013 0.57 0.20 0.010 0.002 38 0.97 0.004 0.57 0.03 0.001 0.003 38 1.86 0.013 0.57 0.20 0.011 0.002 39 0.95 0.004 0.56 0.03 0.001 0.003 39 1.82 0.013 0.56 0.20 0.011 0.002 40 0.93 0.004 0.56 0.03 0.001 0.003 40 1.78 0.013 0.56 0.20 0.011 0.002 41 0.91 0.004 0.56 0.03 0.001 0.003 41 1.75 0.013 0.56 0.20 0.011 0.002 42 0.89 0.004 0.56 0.03 0.001 0.003 42 1.71 0.013 0.56 0.20 0.012 0.001 43 0.87 0.004 0.56 0.03 0.001 0.003 43 1.68 0.013 0.56 0.20 0.012 0.001 44 0.86 0.004 0.56 0.03 0.002 0.003 44 1.64 0.013 0.56 0.20 0.012 0.001 45 0.84 0.004 0.56 0.03 0.002 0.003 45 1.61 0.013 0.56 0.20 0.012 0.001 46 0.82 0.004 0.55 0.03 0.002 0.003 46 1.58 0.013 0.55 0.20 0.013 0.001 47 0.81 0.004 0.55 0.03 0.002 0.003 47 1.55 0.013 0.55 0.20 0.013 0.000 48 0.79 0.004 0.55 0.02 0.002 0.003 48 1.52 0.013 0.55 0.20 0.013 0.000 49 0.78 0.004 0.55 0.02 0.002 0.003 49 1.50 0.013 0.55 0.20 0.013 0.000 50 0.77 0.004 0.55 0.02 0.002 0.003 50 1.47 0.013 0.55 0.20 0.013 0.000 51 0.75 0.004 0.55 0.02 0.002 0.003 51 1.45 0.013 0.55 0.20 0.014 -0.001 52 0.74 0.005 0.55 0.02 0.002 0.003 52 1.42 0.013 0.55 0.20 0.014 -0.001 53 0.73 0.005 0.55 0.02 0.002 0.003 53 1.40 0.013 0.55 0.19 0.014 -0.001 54 0.72 0.005 0.55 0.02 0.002 0.003 54 1.37 0.013 0.55 0.19 0.014 -0.001 55 0.70 0.005 0.55 0.02 0.002 0.003 55 1.35 0.013 0.55 0.19 0.015 -0.001 56 0.69 0.005 0.54 0.02 0.002 0.003 56 1.33 0.013 0.54 0.19 0.015 -0.002 57 0.68 0.005 0.54 0.02 0.002 0.003 57 1.31 0.013 0.54 0.19 0.015 -0.002 58 0.67 0.005 0.54 0.02 0.002 0.003 58 1.29 0.013 0.54 0.19 0.015 -0.002 59 0.66 0.005 0.54 0.02 0.002 0.003 59 1.27 0.013 0.54 0.19 0.016 -0.002 60 0.65 0.005 0.g2 0.00able 0.02 60 1.25 0.013 . 0.19 eblo �'�� Mod.FAA Minor Storage Volume(cubic ft.)= 132 Mod.FAA Major Storage Volume(cubic ft Mod.FAA Minor Storage Volume lacre-ft.)= 0.0030 Mod.FAA Major Storage Volume(acre-ft ID UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34,Released November2013 12/11/2017 1300 RIVERSIDE FAA.xls,Modified FAA 12/5 017,4.28 M ASPEN BUILDING DEPARTMENT DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: 1300 riverside Basin ID: site Inflow and Outflow Volumes vs.Rainfall Duration 0.018 — 0.016 0.014 0.012 0.01 d 0 a, E 0.008 0.006 0.004 • _ ———-—— • •• ',,00000ii0000000o0o0000000a. a•Q00000000000000000000000000 0.002 • .,000 •• 0 •+ 0 10 20 30 40 50 60 70 Duration(Minutes) RECEIVED UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34,Released November 2013 12/11/2017 1300 RIVERSIDE FAA.xIs,Modified FAA 12/5 017,4.28 M ASPEN BUILDING DEPARTMENT