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HomeMy WebLinkAboutFile Documents.210 W Main St.0056.2019 (14).ARBKGrading and Drainage Report Prepared for King Louise, LLC 210 West Main St., Aspen P.O. Box 575 Woody Creek, Colorado 81656 970-309-7130 Prepared By Josh Rice, P.E. Revised July 2, 2019 February 6, 2019 07/05/2019 Reviewed by Engineering 09/13/2019 11:43:58 AM "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. i I hereby affirm that this report and the accompanying plans for the drainage improvements of “Lots P&Q, Block 51, City of Aspen” was prepared by me for the owners thereof in accordance with the provisions of the City of Aspen Urban Runoff Management Plan and approved variances and exceptions listed herein. I understand that it is the policy of the City that the City of Aspen does not and will not assume liability for drainage facilities designed by others. Josh Rice, P.E. License No. 1/11/20187/2/2019 07/05/2019 ii 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 EX:1 ..................................................................................................................................... 5 2.3.1 Proposed Basin PR:1A .................................................................................................................................. 5 2.3.1 Proposed Basin PR:1B .................................................................................................................................. 5 2.3.1 Proposed Basin PR:2A .................................................................................................................................. 5 2.3.1 Proposed Basin PR:2B .................................................................................................................................. 5 2.3.1 Proposed Basin PR:3 .................................................................................................................................... 5 2.3.1 Proposed Basin PR:4 .................................................................................................................................... 6 2.3.1 Proposed Basin PR:5 .................................................................................................................................... 6 2.3.1 Proposed Basin PR:6 .................................................................................................................................... 6 2.3.1 Proposed Basin PR:7 .................................................................................................................................... 6 2.3.1 Proposed Basin PR:8 .................................................................................................................................... 6 2.3.1 Proposed Basin PR:9 .................................................................................................................................... 6 2.3.1 Proposed Basin PR:10 .................................................................................................................................. 6 2.3.1 Proposed Basin PR:11 .................................................................................................................................. 7 2.3.1 Proposed Basin PR:12 .................................................................................................................................. 7 2.3.1 Proposed Basin PR:13 .................................................................................................................................. 7 2.3.1 Proposed Basin PR:14 .................................................................................................................................. 7 2.3.1 Proposed Basin PR:15 .................................................................................................................................. 7 2.3.1 Proposed Basin PR:16 .................................................................................................................................. 7 2.3.1 Proposed Basin PR:17 .................................................................................................................................. 8 3. STORMWATER BMPS AND ROUTING ......................................................................................... 8 3.1 General ..................................................................................................................................................... 9 3.1.1 Pipes ............................................................................................................................................................. 9 Porous Gravel ............................................................................................................. Error! Bookmark not defined. 3.2 Operation and Maintenance ................................................................................................................... 10 APPENDIDX A--NRCS SOILS REPORT .............................................................................................. 1 APPENDIX B--FEMA FIRM MAP ......................................................................................................... 2 APPENDIX C--PLAN SET ....................................................................................................................... 3 APPENDIX D--HYDROLOGIC CALCULATIONS ............................................................................... 4 07/05/2019 iii APPENDIX E--HYDRAULIC CALCULATIONS .................................................................................. 5 07/05/2019 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 multi-family housing project at 210 West Main Street, Aspen, Colorado, 81611 (the “Site”). Facilities providing water quality capture volume and retention have been designed in this report and the associated plan. 2. General Site Description 2.1 Existing Condition The property was platted as “Lots P&Q, Block 51, City of Aspen.” Based on the topographical improve- ment survey, the lot area is approximately 6,000 square feet. The Site is located on the east side of Aspen (see Figure 1). The NRCS describes the hydrologic soil group as “Type B” (See Appendix A). The lot is currently occupied by a multi-family apartment. Figure 1. 210 West Main Street, Aspen Vicinity Map (Source: maps.google.com) 07/05/2019 2 The site is located away from all major drainage ways and is not located within the floodplain boundaries the Roaring Fork River. The Site is located within Zone X, as shown and described by FEMA (see FIRM Map, Appendix B.) 2.2 Proposed Condition The structure will be demolished and a tree-structure multifamily complex will be constructed. 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. However, the site is located in the Aspen Mountain basin and therefore, only WQCV will be provided. The Site is located on a relatively flat area that slopes at 0.38% to the southeast. Drainage basins are delin- eated on Plan Sheet C200 (Appendix C, C200). The basins are described in the following sections. The drainage issues and WQCV treatment BMPs are also described. 2.3 Drainage Basins Both Historical and proposed basins are described below. Table 1, below, describes the impervious area, pervious area, total area, percent imperviousness, flow path length, basin slope, runoff coefficients for the minor (10-yr) and major (100-yr) storm events and runoff flowrates for the minor (10-yr) and major (100- yr) storm events. Although the Basins are delineated on Plan Sheet C200 (Appendix C, C200), they are also provided in Figure No. 2 and 3, below. Historical peak flows for the 5-year, 10-year and 100-year events were evaluated for the Site using a time of concentration based on the flow path length and slope. The proposed improvements to the site will not affect offsite drainage patterns. Table 1. Historical Basin Information Table 2. Proposed Basin Information BASIN NO.TOTAL BASIN AREA (SF) IMPERVIOUS AREA (SF) TOTAL BASIN AREA (ACRES) IMPERVIOUS AREA (ACRES) % IMPERVIOUS RUNOFF COEF. 5YR RUNOFF COEF. 10YR RUNOFF COEF. 100YR FLOW PATH LENGTH (FT) FLOW PATH SLOPE (FT/FT) Tc (Computed) (min) Tc (Regional) (min)Tc (min)Intensity (5yr) (in/hr) Intensity (10yr) (in/hr) Intensity (100yr) (in/hr) PEAK FLOW 5YR (CFS) PEAK FLOW 10YR (CFS) PEAK FLOW 100YR (CFS) EX:1 6,000.00 0.00 0.138 0.000 0%0.06 0.15 0.35 104.40 0.0038 26.33 10.5800 10.5800 2.3597 2.8390 4.5350 0.020 0.059 0.219 Total 6,000 0 0.138 0.000 0%----0.020 0.059 0.219 BASIN NO.TOTAL BASIN AREA (SF) IMPERVIOUS AREA (SF) TOTAL BASIN AREA (ACRES) IMPERVIOUS AREA (ACRES) % IMPERVIOUS RUNOFF COEF. 5YR RUNOFF COEF. 10YR RUNOFF COEF. 100YR FLOW PATH LENGTH (FT) FLOW PATH SLOPE (FT/FT) Tc (Computed) (min) Tc (Regional) (min)Tc (min)Intensity (5yr) (in/hr) Intensity (10yr) (in/hr) Intensity (100yr) (in/hr) PEAK FLOW 5YR (CFS) PEAK FLOW 10YR (CFS) PEAK FLOW 100YR (CFS) PR:1A 79.17 79.17 0.002 0.002 100%0.90 0.92 0.96 9.50 0.0200 0.91 10.0528 5.0000 3.2911 3.9596 6.3251 0.005 0.007 0.011 PR:1B 141.48 141.48 0.003 0.003 100%0.90 0.92 0.96 11.20 0.0200 0.98 10.0622 5.0000 3.2911 3.9596 6.3251 0.010 0.012 0.020 PR:2A 985.65 218.26 0.023 0.005 22%0.22 0.30 0.46 23.40 0.0100 7.66 10.1300 7.6552 2.7726 3.3357 5.3285 0.014 0.022 0.055 PR:2B 630.21 174.22 0.014 0.004 28%0.25 0.32 0.47 17.50 0.0100 6.43 10.0972 6.4317 2.9902 3.5975 5.7467 0.011 0.017 0.039 PR:3 2,065.31 321.28 0.047 0.007 16%0.20 0.27 0.44 32.80 0.0100 9.34 10.1822 9.3368 2.5195 3.0313 4.8422 0.024 0.039 0.101 PR:4 515.75 0.00 0.012 0.000 0%0.06 0.15 0.35 3.60 0.0200 2.83 10.0200 5.0000 3.2911 3.9596 6.3251 0.002 0.007 0.026 PR:5 175.50 175.50 0.004 0.004 100%0.90 0.92 0.96 14.50 0.0200 1.12 10.0806 5.0000 3.2911 3.9596 6.3251 0.012 0.015 0.024 PR:6 58.42 58.42 0.001 0.001 100%0.90 0.92 0.96 10.81 0.0200 0.97 10.0601 5.0000 3.2911 3.9596 6.3251 0.004 0.005 0.008 PR:7 30.66 30.66 0.001 0.001 100%0.90 0.92 0.96 8.10 0.0200 0.84 10.0450 5.0000 3.2911 3.9596 6.3251 0.002 0.003 0.004 PR:8 40.73 40.73 0.001 0.001 100%0.90 0.92 0.96 8.20 0.0200 0.84 10.0456 5.0000 3.2911 3.9596 6.3251 0.003 0.003 0.006 PR:9 39.05 39.05 0.001 0.001 100%0.90 0.92 0.96 4.10 0.0200 0.59 10.0228 5.0000 3.2911 3.9596 6.3251 0.003 0.003 0.005 PR:10 20.25 20.25 0.000 0.000 100%0.90 0.92 0.96 5.40 0.0200 0.68 10.0300 5.0000 3.2911 3.9596 6.3251 0.001 0.002 0.003 PR:11 23.63 23.63 0.001 0.001 100%0.90 0.92 0.96 4.90 0.0200 0.65 10.0272 5.0000 3.2911 3.9596 6.3251 0.002 0.002 0.003 PR:12 226.17 0.00 0.005 0.000 0%0.06 0.15 0.35 49.60 0.0100 13.22 10.2756 10.2756 2.3969 2.8838 4.6066 0.001 0.002 0.008 PR:13 136.79 0.00 0.003 0.000 0%0.06 0.15 0.35 18.20 0.0100 8.01 10.1011 8.0106 2.7150 3.2665 5.2180 0.001 0.002 0.006 PR:14 94.31 0.00 0.002 0.000 0%0.06 0.15 0.35 9.30 0.0100 5.73 10.0517 5.7263 3.1314 3.7675 6.0182 0.000 0.001 0.005 PR:15 170.18 0.00 0.004 0.000 0%0.06 0.15 0.35 33.20 0.0100 10.82 10.1844 10.1844 2.4083 2.8975 4.6285 0.001 0.002 0.006 PR:16 506.65 0.00 0.012 0.000 0%0.06 0.15 0.35 40.00 0.0100 11.88 10.2222 10.2222 2.4036 2.8918 4.6194 0.002 0.005 0.019 PR:17 59.64 59.64 0.001 0.001 100%0.90 0.92 0.96 0.50 0.0200 0.21 10.0028 5.0000 3.2911 3.9596 6.3251 0.004 0.005 0.008 Total 6,000 1,382 0.138 0.032 23%0.100 0.153 0.358 07/05/2019 3 Figure 2. Historical Basins 07/05/2019 4 Figure 3. Proposed Basins 07/05/2019 5 2.3.1 Historical Basin EX:1 Historical Basin EX:1 encompasses the lot. The basin area is approximately 6000 sf. Runoff sheet flows for 104 ft at a 0.38% slope, resulting in a 100-yr flowrate of 0.011 cfs. 2.3.1 Proposed Basin PR:1A Proposed basin PR:1A is comprised of the first floor entrance roof. The roof discharges to Pipe C1. The basin area totals 79 sf and is 100% impervious. Based on a flow path of 9.5 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.011 cfs. PR:1A is collected and directed to a pervious paver system via Pipes C and A in order to provide WQCV. 2.3.1 Proposed Basin PR:1B Proposed basin PR:1B is comprised of the second and third floor stair and deck areas. The roof dis- charges to Pipe C2. The basin area totals 141 sf and is 100% impervious. Based on a flow path of 11.2 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.020 cfs. PR:1B is collected and directed to a pervious paver system via Pipes C and A in order to provide WQCV. 2.3.1 Proposed Basin PR:2A Proposed basin PR:2A is comprised of the southwest roof area. The basin area totals 986 sf and is 22% impervious. Based on a flow path of 23.4 feet at a slope of 1%, the time of concentration is 7.66 minutes. The resulting 100-year flowrate is 0.055 cfs. The roof discharges to the west and into basin PB:12. Because the roof is primarily a green roof struc- ture, the green roof area provides the WQCV although the roof is not entirely “green.” The Aspen Engi- neering Department has pre-approved that the walkway of the green roof is exempt from providing at- grade WQCV for the impervious area. Please see PJ Murray or Hailey Guglielmo if you require an expla- nation of this determination. 2.3.1 Proposed Basin PR:2B Proposed basin PR:2B is comprised of the southeast roof area. The basin area totals 630 sf and is 28% impervious. Based on a flow path of 17.5 feet at a slope of 1%, the time of concentration is 6.43 minutes. The resulting 100-year flowrate is 0.039 cfs. The roof discharges to the east and into basin PB:15. Because the roof is primarily a green roof structure, the green roof area provides the WQCV although the roof is not entirely “green.” The Aspen Engineering Department has pre-approved that the walkway of the green roof is exempt from providing at-grade WQCV for the impervious area. Please see PJ Murray or Hailey Guglielmo if you require an explanation of this determination. 2.3.1 Proposed Basin PR:3 Proposed basin PR:3 is comprised of the north roof area. The basin area totals 2065 sf and is 16% imper- vious. Based on a flow path of 32.8 feet at a slope of 1%, the time of concentration is 9.34 minutes. The resulting 100-year flowrate is 0.101 cfs. The roof discharges to the east and into basin PB:16. Because the roof is primarily a green roof structure, the green roof area provides the WQCV although the roof is not entirely “green.” The Aspen Engineering Department has pre-approved that the walkway of the green roof is exempt from providing at-grade WQCV for the impervious area. Please see PJ Murray or Hailey Guglielmo if you require an explanation of this determination. 07/05/2019 6 2.3.1 Proposed Basin PR:4 Proposed basin PR:4 is comprised of the rear (north) parking area. The basin area totals 516 sf and is 0% impervious. Based on a flow path of 3.6 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.026 cfs. PR:4 is collected and discharges to a pervious paver system. The entire basin consists of pervious pavers. WQCV is provided by the pervious paver system. 2.3.1 Proposed Basin PR:5 Proposed basin PR:5 is comprised of the sidewalk found on the west of the north building. The basin area totals 176 sf and is 100% impervious. Based on a flow path of 14.5 feet at a slope of 2%, the time of con- centration is 5 minutes. The resulting 100-year flowrate is 0.024 cfs. PR:5 is collected and discharges to a pervious paver system via Pipe A in order to provide WQCV. 2.3.1 Proposed Basin PR:6 Proposed basin PR:6 is comprised of the sidewalk found on the south of the north building. The basin area totals 58 sf and is 100% impervious. Based on a flow path of 10.8 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.008 cfs. PR:6 is collected and discharges to a pervious paver system via Pipe B and A in order to provide WQCV. 2.3.1 Proposed Basin PR:7 Proposed basin PR:7 is comprised of the bike parking area located at the northeast of the north building. The basin area totals 31 sf and is 100% impervious. Based on a flow path of 8.1 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.004 cfs. PR:7 is collected and discharges to a pervious paver system found in PR:4 (parking area pervious pavers) in order to provide WQCV. 2.3.1 Proposed Basin PR:8 Proposed basin PR:8 is comprised of the sidewalk found in between the southwest and southeast build- ings. The basin area totals 41 sf and is 100% impervious. Based on a flow path of 8.2 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.006 cfs. PR:8 is collected and discharges to a pervious paver system (within Basin PR:16) via Pipe C and A in or- der to provide WQCV. 2.3.1 Proposed Basin PR:9 Proposed basin PR:9 is comprised of the sidewalk found at the entrance to the southwest building. The basin area totals 39 sf and is 100% impervious. Based on a flow path of 4.1 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.005 cfs. PR:9 is collected and discharges to PR:12. PR:12 is a vegetated area that meets the definition of a grass buffer. WQCV is provided by the grass buffer. 2.3.1 Proposed Basin PR:10 Proposed basin PR:10 is comprised of the sidewalk found at the entrance to the courtyard located between the southwest and southeast buildings. The basin area totals 20 sf and is 100% impervious. Based on a flow path of 5.4 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.003 cfs. 07/05/2019 7 PR:10 is collected and discharges to PR:13. PR:13 is a vegetated area that meets the definition of a grass buffer. WQCV is provided by the grass buffer. 2.3.1 Proposed Basin PR:11 Proposed basin PR:11 is comprised of the sidewalk found at the entrance to the southeast building. The basin area totals 24 sf and is 100% impervious. Based on a flow path of 4.9 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.003 cfs. PR:10 is collected and discharges to PR:14. PR:14 is a vegetated area that meets the definition of a grass buffer. WQCV is provided by the grass buffer. 2.3.1 Proposed Basin PR:12 Proposed basin PR:12 is comprised of the lawn found at the western edge of the the southwest building. The basin area totals 226 sf and is 0% impervious. Based on a flow path of 49.6 feet at a slope of 1%, the time of concentration is 10.28 minutes. The resulting 100-year flowrate is 0.008 cfs. PR:12 does not require WQCV and discharges to the ROW. 2.3.1 Proposed Basin PR:13 Proposed basin PR:13 is comprised of the lawn found at the in between the entrance to the southwest building and the entrance to the central courtyard. The basin area totals 137 sf and is 0% impervious. Based on a flow path of 18.2 feet at a slope of 1%, the time of concentration is 8.01 minutes. The result- ing 100-year flowrate is 0.006 cfs. PR:13 does not require WQCV and discharges to the ROW. 2.3.1 Proposed Basin PR:14 Proposed basin PR:14 is comprised of the lawn found at the in between the entrance to the southeast building and the entrance to the central courtyard. The basin area totals 94 sf and is 0% impervious. Based on a flow path of 9.3 feet at a slope of 1%, the time of concentration is 5.73 minutes. The resulting 100-year flowrate is 0.005 cfs. PR:14 does not require WQCV and discharges to the ROW. 2.3.1 Proposed Basin PR:15 Proposed basin PR:15 is comprised of the lawn found at the eastern edge of the southeast building. The basin area totals 170 sf and is 0% impervious. Based on a flow path of 33.2 feet at a slope of 1%, the time of concentration is 10.18 minutes. The resulting 100-year flowrate is 0.006 cfs. PR:15 does not require WQCV and discharges to the ROW. 2.3.1 Proposed Basin PR:16 Proposed basin PR:16 is comprised of the lawn found between the north and southeast buildings. The ba- sin area totals 507 sf and is 0% impervious. This basin also includes a pervious paver area which treats many of the impervious areas. Based on a flow path of 40 feet at a slope of 1%, the time of concentration is 10.22 minutes. The resulting 100-year flowrate is 0.019 cfs. PR:16 does not require WQCV and discharges to the ROW. The basin flow discharges by overland flow to PR:15 and finally to PR:17. 07/05/2019 8 2.3.1 Proposed Basin PR:17 Proposed basin PR:17 is comprised of the 1-ft sidewalk encroachment found at the southern property boundary. The basin area totals 60 sf and is 100% impervious. Based on a flow path of 0.5 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.008 cfs. PR:17 does not require WQCV because it is a public improvement requirement due to the location of the trees in the ROW. The sidewalk discharges to the ROW. 3. Stormwater BMPs and Routing Low impact design has been utilized where possible to provide WQCV. 9 Principles 1. Consider stormwater quality needs early in the design process. The architect and owner considered stormwater requirements early in the process. 2. Use the entire site when planning for stormwater quality treatment. Where possible, overland conveyance was utilized to increase the time stromwater is in contact with natural systems. 3. Avoid unnecessary impervious areas. Impervious areas were reduced where acceptable to the owner and the design team and include such BMPs and the green roof, pervious pavers and grass buffers. 4. Reduce runoff rates and volumes to more closely match natural conditions. To the extent possible, impervious areas have been limited and onsite storage provided to reduce discharge rates to as class to historical conditions as possible. Because the site is located in the Aspen Mountain Basin, it is not required to reduce the discharge to historical flowrates. 5. Integrate stormwater quality management and flood control. Through the use of onsite BMPs, stormwater quality management and flood control are integrated in the project. 6. Develop stormwater quality facilities that enhance the site, the community and the environment. The site, community and the environment are enhanced by reducing the amount of sediment and other river pollutants conveyed to the stream system. Hopefully, the use of these stormwater BMPs on this property and throughout the community will improve the water quality of the Roar- ing Fork River and its tributaries. 7. Use a treatment train approach. Where feasible, impervious areas are disconnected from the storm sewer with grass buffers, green roofs and pervious pavers. 8. Design sustainable facilities that can be safely maintained. The stormwater BMPs located onsite can be easily and safely maintained and are readily accessi- ble. 9. Design and maintain facilities with public safely in mind. Elevation drops to stormwater BMPs are minimal and designed with public safely in mind. 07/05/2019 9 3.1 General Low impact design has been utilized where possible to provide WQCV. Inlets • Inlet 1 and Inlet 2 o These inlets collect runoff from basin PR:5 which discharges 0.024 cfs or 10.77 gpm. Each of the inlets provide 11.78 gpm or a total of 23.56 gpm. With a factor of safety of 2 applied, the two inlets provide a capacity of 11.78 gpm. The two inlets have the capacity to adequately covey the tributary runoff. • Inlet 3 and Inlet 4 o Inlets 3 and 4 collect runoff from basin PR:1B which discharges 0.020 cfs or 8.98 gpm. Each inlet has a capacity of 11.78 gpm. With a factor of safety of 2 applied, the inlet pro- vides a capacity of 11.78 gpm. The two inlets have the capacity to adequately covey the tributary runoff. • Inlet 5 and Inlet 6 o Inlets 5 and 6 collect runoff from basin PR:6 which discharges 0.008 cfs or 3.59 gpm. Each inlet has a capacity of 11.78 gpm. With a factor of safety of 2 applied, the inlet pro- vides a capacity of 11.78 gpm. The two inlets have the capacity to adequately covey the tributary runoff. • Inlet 7 o Inlet 7 is located under a roof, but is provided to collect nuisance drainage. • Inlet 8 o Inlet 8 collects runoff from basin PR:8 which discharges 0.006 cfs or 2.69 gpm. The inlet has a capacity of 11.78 gpm which when reduced by a factor of safety of 2 becomes 5.89 gpm. The inlet has adequate capacity to convey the tributary runoff. 3.1.1 Pipes Pipes A, B and C are all 4” PVC pipes laid at a slope of 1% with a capacity of 0.261 cfs when flowing at 80%. As shown in in Table 3, the total tributary flowrate to the pipe network is 0.069 cfs. The pipe net- work has adequate capacity to convey the tributary runoff. Basin 100- Year Flowrate (cfs) PR:1A 0.011 PR:1B 0.020 PR:5 0.024 PR:6 0.008 PR:8 0.006 Total 0.069 Table 3. Pipe A, B and C tributary areas 07/05/2019 10 3.2 Operation and Maintenance There are three types of BMPs used on the property: green roofs, pervious pavers and grass buffers. An operation and maintenance task and schedule list is provided for each of the BMPs below. 3.2.1 Green Roofs The URMP does not provide a recommended operation and maintenance plan for green roofs. The Den- ver Metro areas Urban Runoff District references an University of Colorado Denver document published on November 10, 2010 for an operation and maintenance plan. The green roofs are located on top of each building and are accessed by stairs and or ladder. The title of the report is Design Guidelines and Mainte- nance Manual for Green Roofs in the Semi-Arid and Arid West. The report outlines the following mainte- nance items and schedule: Required Action Maintenance Objective and Ac- tion Frequency of Action Membrane Maintenance Inspect all joints, borders and other roof penetrations and re- move roots, leaves, rocks and debris. Repair compromised membrane immediately. Spring after the snow melts. Summer. Fall prior to snowfall. Drain Inspection Inspect roof drains and remove roots, leaves, rocks and debris. Spring after the snow melts. Summer. Fall prior to snowfall. Plant Inspection Inspect plants. Provide hand weeding, watering, thinning, pruning, fertilization and re- placement as required by quali- fied personnel. As required throughout the growing season. Irrigation System Flush out irrigation system prior to winter freeze. Fall prior to frost date. 07/05/2019 11 3.2.2 Pervious Pavers The following maintenance recommendations for pervious paver systems can be found in Table 8.9 of the URMP. The pervious pavers are found at the rear of the building adjacent to the alley and in the center courtyard. 3.2.1 Grass Buffer The URMP describes grass buffer maintenance in Table 8.7. Table 8.7 is shown below. The grass buff- ers are the lawn areas throughout the property. 07/05/2019 Appendidx A--NRCS Soils Report 07/05/2019 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Natural Resources Conservation Service February 6, 2019 07/05/2019 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 07/05/2019 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. 3 07/05/2019 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties...................................................................................................13 107—Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s..13 References............................................................................................................15 4 07/05/2019 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 5 07/05/2019 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 Custom Soil Resource Report 6 07/05/2019 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 07/05/2019 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. 8 07/05/2019 9 Custom Soil Resource Report Soil Map 43 3 9 6 4 4 43 3 9 6 5 0 43 3 9 6 5 6 43 3 9 6 6 2 43 3 9 6 6 8 43 3 9 6 7 4 43 3 9 6 8 0 43 3 9 6 8 6 43 3 9 6 9 2 43 3 9 6 4 4 43 3 9 6 5 0 43 3 9 6 5 6 43 3 9 6 6 2 43 3 9 6 6 8 43 3 9 6 7 4 43 3 9 6 8 0 43 3 9 6 8 6 43 3 9 6 9 2 342434 342440 342446 342452 342458 342464 342428 342434 342440 342446 342452 342458 342464 39° 11' 31'' N 10 6 ° 4 9 ' 2 8 ' ' W 39° 11' 31'' N 10 6 ° 4 9 ' 2 6 ' ' W 39° 11' 30'' N 10 6 ° 4 9 ' 2 8 ' ' W 39° 11' 30'' N 10 6 ° 4 9 ' 2 6 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 0 10 20 40 60 Feet 0 3 7 14 21 Meters Map Scale: 1:239 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. 07/05/2019 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Survey Area Data: Version 9, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Data not available. The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 07/05/2019 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 107 Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s 0.2 100.0% 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, Custom Soil Resource Report 11 07/05/2019 onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 07/05/2019 Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties 107—Uracca, moist-Mergel complex, 1 to 6 percent slopes, extremely s Map Unit Setting National map unit symbol: jq4g Elevation: 6,800 to 8,400 feet Mean annual precipitation: 16 to 19 inches Mean annual air temperature: 40 to 43 degrees F Frost-free period: 75 to 95 days Farmland classification: Not prime farmland Map Unit Composition Uracca, moist, and similar soils: 50 percent Mergel and similar soils: 40 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Uracca, Moist Setting Landform: Alluvial fans, structural benches, valley sides Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium derived from igneous and metamorphic rock Typical profile H1 - 0 to 8 inches: cobbly sandy loam H2 - 8 to 15 inches: very cobbly sandy clay loam H3 - 15 to 60 inches: extremely cobbly loamy sand Properties and qualities Slope: 1 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.20 to 2.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Very low (about 2.6 inches) Interpretive groups Land capability classification (irrigated): 6s Land capability classification (nonirrigated): 6s Hydrologic Soil Group: B Ecological site: Stony Loam (R048AY237CO) Other vegetative classification: Stony Loam (null_82) Hydric soil rating: No Custom Soil Resource Report 13 07/05/2019 Description of Mergel Setting Landform: Alluvial fans, structural benches, valley sides Down-slope shape: Linear Across-slope shape: Linear Parent material: Glacial outwash Typical profile H1 - 0 to 8 inches: cobbly loam H2 - 8 to 20 inches: very cobbly sandy loam H3 - 20 to 60 inches: extremely stony sandy loam Properties and qualities Slope: 1 to 6 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Low (about 3.3 inches) Interpretive groups Land capability classification (irrigated): 4s Land capability classification (nonirrigated): 4s Hydrologic Soil Group: A Ecological site: Stony Loam (R048AY237CO) Other vegetative classification: Stony Loam (null_82) Hydric soil rating: No Minor Components Other soils Percent of map unit: 10 percent Hydric soil rating: No Custom Soil Resource Report 14 07/05/2019 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.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_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.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 15 07/05/2019 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.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.nrcs.usda.gov/wps/portal/nrcs/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 Custom Soil Resource Report 16 07/05/2019 2 Appendix B--FEMA FIRM Map 07/05/2019 07/05/2019 3 Appendix C--Plan Set 07/05/2019 EX TREE T O R E M A I N 15.1"DIA M30' DRIP ADJACE N T CURB CUT &SIDEWALK T OREMAIN. ADJACENT S I D E W A L K TO REMAI N . PR:4AREA:515.74SF PR:3AREA:2065.31SF PR:5AREA: 175.50SF PR:2AAREA:985.65SF PR:2BAREA:630.21SF PR:1AAREA: 79.17 S F PR: 9 A R E A : 39. 0 5 S F PR:10 AR E A : 20.25 SF PR:1 1 A R E A : 23.6 3 S F PR:17 AREA : 5 9 . 6 4 S F PR:1 2 A R E A : 226 . 1 7 S F PR: 7 A R E A : 30.6 6 S F PR : 1 6 A R E A : 506 . 6 5 S F PR : 1 5 A R E A : 170 . 1 8 S F PR:1B AREA:141.48 SF PR:6 AREA : 5 8 . 4 2 S F PR : 8 A R E A : 4 0 . 7 3 S F PR:13 AREA :136.79 SF EX:1AREA: 6000SF EX:7895.10PR:7895.10 GATE CONC.WASHOUT EX:7895PR:7895 BOW: MATCH EX:7892.8 BOW: MATCH EX:7892.2 BOW: MATCH EX:7892.8 ROCK SOCKS PROVIDED DURING CONCRETE AND ASPHALT REMOVAL AND REPLACEMENT PR:14AREA: 94 . 3 1 S F GRASS FLOWLINE 16.64 FT 18.81 FT NEW TRE E NEW TR E E -1 . 0 % MAX SLO P E : - 2 % -0.2% -0.4% -2 . 1 % -3 . 5 % -2 . 5 % -5 . 0 % -4 . 1 % 5/6/2019 DATE OF PUBLICATION C100 COVER SHEET KI N G L O U I S E , L L C 21 0 W M A I N A S P E N 2/6/2019 BUILDING PERMIT WOODY CREEK ENGINEERING, LLC P.O. BOX 575 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM KING LOUISE, LLC 210 W MAIN ASPEN 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 STATE AND FEDERAL REGULATIONS. WHERE THERE IS CONFLICT BETWEEN THESE PLANS AND THE TECHNICAL MANUAL OR ANY APPLICABLE STANDARDS, THE HIGHER QUALITY STANDARD SHALL APPLY. ALL UTILITY WORK SHALL BE INSPECTED AND APPROVED BY THE UTILITY. 2.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED UPON AS BEING EXACT OR COMPLETE. 3.THE CONTRACTOR SHALL HAVE ONE (1) SIGNED COPY OF THE APPROVED PLANS, ONE (1) COPY OF THE APPROPRIATE CRITERIA AND SPECIFICATIONS, AND A COPY OF ANY PERMITS AND EXTENSION AGREEMENTS NEEDED FOR THE JOB ONSITE AT ALL TIMES. 4.THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OF SAFETY INCLUDING, BUT NOT LIMITED TO, EXCAVATION, TRENCHING, SHORING,TRAFFIC CONTROL, AND SECURITY. 5.IF DURING THE CONSTRUCTION PROCESS CONDITIONS ARE ENCOUNTERED WHICH COULD INDICATE A SITUATION THAT IS NOT IDENTIFIED IN THE PLANS OR SPECIFICATIONS, THE CONTRACTOR SHALL CONTACT THE WOODY CREEK ENGINEERING, LLC IMMEDIATELY. 6.ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO THE LATEST REVISION OF SAID STANDARD UNLESS SPECIFICALLY STATED OTHERWISE. 7.THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN IN ACCORDANCE WITH MUTCD TO THE APPROPRIATE RIGHT-OF-WAY AUTHORITY (TOWN, COUNTY OR STATE) FOR APPROVAL PRIOR TO ANY CONSTRUCTION ACTIVITIES WITHIN OR AFFECTING THE RIGHT-OF-WAY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL TRAFFIC CONTROL DEVICES AS MAY BE REQUIRED BY THE CONSTRUCTION ACTIVITIES. 8.THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LABOR AND MATERIALS NECESSARY FOR THE COMPLETION OF THE INTENDED IMPROVEMENTS SHOWN ON THESE DRAWINGS OR AS DESIGNATED TO BE PROVIDED, INSTALLED, OR CONSTRUCTED UNLESS SPECIFICALLY NOTED OTHERWISE. 9.THE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ROADWAYS FREE AND CLEAR OF ALL CONSTRUCTION DEBRIS AND DIRT TRACKED FROM THE SITE. 10.THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT INFORMATION ON A SET OF RECORD DRAWINGS KEPT ON THE CONSTRUCTION SITE AND AVAILABLE AT ALL TIMES. 11.DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE SCALED FROM ANY DRAWING. IF PERTINENT DIMENSIONS ARE NOT SHOWN, CONTACT WOODY CREEK ENGINEERING, LLC FOR CLARIFICATION AND ANNOTATE THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS. 15. THE CONTRACTOR SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF THE COLORADO PERMIT FOR STORM WATER DISCHARGE, THE STORM WATER MANAGEMENT PLAN, AND THE EROSION CONTROL PLAN. 16.ALL STRUCTURAL EROSION CONTROL MEASURES SHALL BE INSTALLED AT THE LIMITS OF CONSTRUCTION PRIOR TO ANY OTHER EARTH-DISTURBING ACTIVITY. ALL EROSION CONTROL MEASURES SHALL BE MAINTAINED IN GOOD REPAIR BY THE CONTRACTOR UNTIL SUCH TIME AS THE ENTIRE DISTURBED AREA IS STABILIZED WITH HARD SURFACE OR LANDSCAPING. 17.THE CONTRACTOR SHALL SEQUENCE INSTALLATION OF UTILITIES IN SUCH A MANNER AS TO MINIMIZE POTENTIAL UTILITY CONFLICTS. IN GENERAL, STORM SEWER AND SANITARY SEWER SHOULD BE CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRY UTILITIES. VICINITY MAP 0 100 200 400 800 Scale: 1" = 200' N SITE 1/11/20187/2/2019 07/05/2019 CONCRETE TREATED BY PATIO PERVIOUS PAVERS CONCRETE TREATED BY GRASS BUFFER OR PAVERS NEW SIDEWALK NEW CURB AND GUTTER NEW ASPHALT EXISTING ASPHALT TO REMAIN PERVIOUS PAVERS GREEN ROOF EELECTRIC METER GGAS METER CCABLE PEDESTAL PPHONE PEDESTAL PR:4 AREA : 515.7 4 SF PR:3 AREA : 2065. 3 1 SF PR:5 AREA : 175.5 0 SF PR:2 A AREA : 985.6 5 SF PR:2B AREA : 630.2 1 SF PR:1 A AREA : 7 9 . 1 7 S F PR : 9 A R E A : 39 . 0 5 S F PR:10 A R E A : 20.25 S F PR : 1 1 A R E A : 23 . 6 3 S F PR:17 A R E A : 5 9 . 6 4 S F PR : 1 2 A R E A : 22 6 . 1 7 S F PR : 7 A R E A : 30 . 6 6 S F PR : 1 6 A R E A : 50 6 . 6 5 S F PR : 1 5 A R E A : 17 0 . 1 8 S F PR:1 B AREA : 141.4 8 S F PR:6 A R E A : 5 8 . 4 2 S F PR : 8 A R E A : 4 0 . 7 3 S F PR:13 A R E A : 136.7 9 S F PR:14 AREA : 9 4 . 3 1 S F EX:1 AREA : 6000 SF 5/6/2019 DATE OF PUBLICATION C0.0 COVER SHEET KI N G L O U I S E 21 0 W M A I N S T . , A S P E N , C O 2/6/2019 BUILDING PERMIT WOODY CREEK ENGINEERING, LLC P.O. BOX 575 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 5/6/2019 7/2/2019 INTERNAL REVIEW COA REV 1 0 5 10 20 40 Scale: 1" = 10' N N BASINS C200 1/11/20187/2/2019 07/05/2019 REPLACE CURB & GUTTER EX T R E E T O R E M A I N 15.1" D I A M 30' D R I P WAT E R M A I N EX W A T E R SE R V I C E WATER MAIN & SERVICE NOT SURVEYED ABANDON EXISTING TAP PER COA WATER DEPT STANDARDS. NEW 2" TYPE K COPPER SERVICE MINIMUM DISTANCE 18" FROM EXISTING TAP REPLACE ASPHALT AT LOCATION OF CONCRETE PATCH. REPLACE ASPHALT A MINIMUM 2' OFF GUTTER. REPLACE ASPHALT OVER WATER SERVICE TRENCH. ASPHALT REPLACEMENT SHALL NOT TERMINATE WITHIN A WHEEL PATH. ADJA C E N T CURB C U T & SIDE W A L K T O REM A I N . ADJA C E N T S I D E W A L K TO R E M A I N . G P C SEWER: ABANDON EXISTING SERVICE. INSTALL NEW SERVICE PER ASPEN SAN. DIST. STANDARDS. GAS: NEW SERVICE FROM ALLEY. PHONE & CABLE: PROVIDE NEW PEDESTALS ONSITE. ELECTRIC: ABANDON EXISTING DIRECT BURY. PULL NEW CABLE FROM EXISTING TRANSFORMER. GREE N R O O F GREE N R O O F GREE N R O O F CI R C U L A T I O N W A L K W A Y S AR E A : 4 2 0 S F PARK I N G AREA S PERV I O U S PAVE R S MAIN S T . ROW = 1 0 0 ' EX:7895.10 PR:7895.10 REPLACE SIDEWALK. SOUTH EDGE AT EXISTING PLANTED EDGE. NORTH EDGE ENCROACHES APPROX. 1' ONTO PROPERTY. MINIMUM WIDTH 6'. MAX SLOPE=2% DO NOT DISTURB EXISTING PLANTED AREA ALONG SOUTHERN EDGE. SEE FLOATING SIDEWALK DETAIL C501 REMOVE CURB CUT & REVEGETATE PERVIOUS PATIO AREA=90 SF CIRCULATION PIPED INTO SUBSTRATE 420 SF / 90 SF=4.67:1 7894.78 7894.81 7894.93 7894.97 7895.09 7895.11 7895.18 7894.71 7895.24 7895.25 7895.30 7895.30 7895.30 7895.30 7895.30 7895.30 7895.30 7895.24 7895.24 7895.24 7895.30 7895.26 7895.24 TOW: 7895.24 TOW: 7895.287895.28 7895.30 7895.25 7895.20 7895.30 7895.28 7895.28 7895.30 7895.29 7895.30 7895.30 7895.30 7895.30 7895.30 7895.30 7895.30 7895.30 7895.30 7895.30 7895.30 7895.07 7895.10 7895.09 7895.09 7895.30 7895.30 7895.25 7895.17 7895.17 7895.19 7894.79 7894.87 7894.80 7894.90 7895.07 7895.09 7895.12 7895.30 7895.30 7895.30 7895.30 7895.24 7895.30 7895.30 7895.20 7895.20 7895.10 7895.16 7895.08 E TRACKING PAD MINIMUM 10' WIDTH 10' LENGTH CLEANOUT 1 RIM:7895.30 INV IN:7893.97 4" PVC INV OUT:7893.97 4" PVC INLET - 1 RIM:7895.20 INV OUT:7894.59 4" PVC INLET - 2 RIM:7895.20 INV IN:7894.44 4" PVC INV OUT:7894.44 4" PVC CLEANOUT 2 RIM:7895.28 INV IN:7893.87 4" PVC INLET - 8 RIM:7895.26 INV IN:7894.20 4" PVC INV OUT:7894.20 4" PVC INLET - 7 RIM:7895.26 INV OUT:7894.32 4" PVC INLET - 5 RIM:7895.26 INV OUT:7894.36 4" PVC PIPE A1 14.75' of 4" PVC @ 1.00% PIPE A4 7.13' of 4" PVC @ 0.84% PIPE B2 8.24' of 4" PVC @ 1.00% PIPE B3 11.48' of 4" PVC @ 1.00% PIPE A2 29.64' of 4" PVC @ 1.00% PIPE C2 16.73' of 4" PVC @ 1.00% PIPE C1 11.73' of 4" PVC @ 1.00% INLET - 3 RIM:7895.26 INV IN:7894.14 4" PVC INV IN:7894.14 4" PVC INV OUT:7894.14 4" PVC INLET - 6 RIM:7895.26 INV IN:7894.25 4" PVC INV OUT:7894.25 4" PVC DISCHARGE ROOF DRAIN TO GRADE DISCHARGE ROOF DRAIN TO GRADE DISCHARGE ROOF DRAIN TO GRADE PIPE B1 3.06' of 4" PVC @ 1.00% PIPE A3 10.56' of 4" PVC @ 1.00% INLET - 4 RIM:7895.26 INV IN:7894.03 4" PVC INV IN:7894.03 4" PVC INV OUT:7894.03 4" PVC TOW: 7895.28 TOW: 7895.10 EX:7895 PR:7895 DISCHARGE ROOF DRAIN TO PIPE C BOW: MATCH EX:7892.8 BOW: MATCH EX:7892.2 BOW: MATCH EX:7892.8 ALLE Y GRASS FLOWLINE HP: 7895.20 16.64 FT 18.81 FT 7895.19 NEW T R E E NEW T R E E PERFORATED PIPE 10.14' of 4" PVC @ 1.00% -1 . 0 % MA X SL O P E : - 2 % -0.2% -0.4% -2 . 1 % -3 . 5 % -2 . 5 % -5 . 0 % -4 . 1 % CONCRETE TREATED BY PATIO PERVIOUS PAVERS CONCRETE TREATED BY GRASS BUFFER OR PAVERS NEW SIDEWALK NEW CURB AND GUTTER NEW ASPHALT EXISTING ASPHALT TO REMAIN PERVIOUS PAVERS GREEN ROOF EELECTRIC METER GGAS METER CCABLE PEDESTAL PPHONE PEDESTAL 5/6/2019 DATE OF PUBLICATION C0.0 COVER SHEET KI N G L O U I S E 21 0 W M A I N S T . , A S P E N , C O 2/6/2019 BUILDING PERMIT WOODY CREEK ENGINEERING, LLC P.O. BOX 575 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 5/6/2019 7/2/2019 INTERNAL REVIEW COA REV 1 0 5 10 20 40 Scale: 1" = 10' N N C300 GRADING & DRAINAGE PLAN 1/11/20187/2/2019 07/05/2019 CONCRETE TREATED BY PATIO PERVIOUS PAVERS CONCRETE TREATED BY GRASS BUFFER OR PAVERS NEW SIDEWALK NEW CURB AND GUTTER NEW ASPHALT EXISTING ASPHALT TO REMAIN PERVIOUS PAVERS GREEN ROOF EELECTRIC METER GGAS METER CCABLE PEDESTAL PPHONE PEDESTAL El e v a t i o n El e v a t i o n Station PIPE A PROFILE 7890 7891 7892 7893 7894 7895 7896 7897 7898 7899 7900 7891 7892 7893 7894 7895 7896 7897 7898 7899 7900 -0+020+00 0+05 0+10 0+15 0+20 0+25 0+30 0+35 0+40 0+45 0+50 0+55 0+60 0+65 0+700+71 El e v a t i o n El e v a t i o n Station PIPE B PROFILE 7890 7891 7892 7893 7894 7895 7896 7897 7898 7899 7900 7891 7892 7893 7894 7895 7896 7897 7898 7899 7900 -0+020+00 0+05 0+10 0+15 0+200+23 El e v a t i o n El e v a t i o n Station PIPE C PROFILE 7890 7891 7892 7893 7894 7895 7896 7897 7898 7899 7900 7891 7892 7893 7894 7895 7896 7897 7898 7899 7900 -0+020+00 0+05 0+10 0+15 0+20 0+25 0+28 PIPE A1 14.75' of 4" PVC @ 1.00% PERFORATED PIPE 10.14' of 4" PVC @ 1.00% INLET - 1 RIM:7895.20 INV OUT:7894.59 4" PVC CLEANOUT 1 RIM:7895.30 INV IN:7893.97 4" PVC INV OUT:7893.97 4" PVC CLEANOUT 2 RIM:7895.28 INV IN:7893.87 4" PVC INLET - 3 RIM:7895.26 INV IN:7894.14 4" PVC INV IN:7894.14 4" PVC INV OUT:7894.14 4" PVC INLET - 2 RIM:7895.20 INV IN:7894.44 4" PVC INV OUT:7894.44 4" PVC INLET - 3 RIM:7895.26 INV IN:7894.14 4" PVC INV IN:7894.14 4" PVC INV OUT:7894.14 4" PVC PIPE B2 8.24' of 4" PVC @ 1.00% PIPE B3 11.48' of 4" PVC @ 1.00% INLET - 5 RIM:7895.26 INV OUT:7894.36 4" PVC INLET - 6 RIM:7895.26 INV IN:7894.25 4" PVC INV OUT:7894.25 4" PVC PIPE B1 3.06' of 4" PVC @ 1.00% PIPE A4 7.13' of 4" PVC @ 0.84% PIPE A2 29.64' of 4" PVC @ 1 . 0 0 % PIPE A3 10.56' of 4" PVC @ 1.00% PIPE C1 11.73' of 4" PVC @ 1.00% PIPE C2 16.73' of 4" PVC @ 1.00% INLET - 8 RIM:7895.26 INV IN:7894.20 4" PVC INV OUT:7894.20 4" PVC INLET - 7 RIM:7895.26 INV OUT:7894.32 4" PVC INLET - 4 RIM:7895.26 INV IN:7894.03 4" PVC INV IN:7894.03 4" PVC INV OUT:7894.03 4" PVC PERVIOUS PAVER TYP THICKNES: 3 1 8" FILL PAVER GAPS WITH ASHTO NO.8 2" BEDDING COURSE NO. 8 AGGREGATE 1' BASE COURSE NO. 57 AGGREGATE 6" BASE COURSE NO. 2 STONE 5/6/2019 DATE OF PUBLICATION C0.0 COVER SHEET KI N G L O U I S E 21 0 W M A I N S T . , A S P E N , C O 2/6/2019 BUILDING PERMIT WOODY CREEK ENGINEERING, LLC P.O. BOX 575 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 5/6/2019 7/2/2019 INTERNAL REVIEW COA REV 1 0 5 10 20 40 Scale: 1" = 10' N N PROFILES C400 1/11/20187/2/2019 07/05/2019 7/2/2019 DATE OF PUBLICATION C0.0 COVER SHEET KI N G L O U I S E , L L C 21 0 W M A I N S T . , AS P E N , C O 2/6/2019 BUILDING PERMIT WOODY CREEK ENGINEERING, LLC P.O. BOX 575 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 0 5 10 20 40 Scale: 1" = 10' N N DETAILS 1 C501 7/2/2019 COA REV 1 1/11/20187/2/2019 07/05/2019 7/2/2019 DATE OF PUBLICATION C0.0 COVER SHEET KI N G L O U I S E , L L C 21 0 W M A I N S T . , AS P E N , C O 2/6/2019 BUILDING PERMIT WOODY CREEK ENGINEERING, LLC P.O. BOX 575 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 0 5 10 20 40 Scale: 1" = 10' N N DETAILS 2 C502 7/2/2019 COA REV 1 1/11/20187/2/2019 07/05/2019 Silt Fence (SF)SC-1 November 2010 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 SF-3 Concrete Washout Area (CWA)MM-1 November 2010 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 CWA-3 SC-1 Silt Fence (SF) SF-4 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 November 2010 MM-1 Concrete Washout Area (CWA) CWA-4 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 November 2010 7/2/2019 DATE OF PUBLICATION C0.0 COVER SHEET KI N G L O U I S E , L L C 21 0 W M A I N S T . , AS P E N , C O 2/6/2019 BUILDING PERMIT WOODY CREEK ENGINEERING, LLC P.O. BOX 575 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM DETAILS 3 C503 Vehicle Tracking Control (VTC)SM-4 November 2010 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 VTC-3 Vehicle Tracking Control (VTC)SM-4 November 2010 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 VTC-5 SM-4 Vehicle Tracking Control (VTC) VTC-4 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 3 November 2010 SM-4 Vehicle Tracking Control (VTC) VTC-6 Urban Drainage and Flood Control District November 2010 7/2/2019 COA REV 1 1/11/20187/2/2019 07/05/2019 7/2/2019 DATE OF PUBLICATION C0.0 COVER SHEET KI N G L O U I S E , L L C 21 0 W M A I N S T . , AS P E N , C O 2/6/2019 BUILDING PERMIT WOODY CREEK ENGINEERING, LLC P.O. BOX 575 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM C504 DETAILS 4 7/2/2019 COA REV 1 07/05/2019 TRANS- FORME R REPLACE CURB & GUTTER EX T R E E T O R E M A I N 15.1" D I A M 30' D R I P WAT E R M A I N EX W A T E R SE R V I C E WATER MAIN & SERVICE NOT SURVEYED ABANDON EXISTING TAP PER COA WATER DEPT STANDARDS. NEW 2" TYPE K COPPER SERVICE MINIMUM DISTANCE 18" FROM EXISTING TAP REPLACE ASPHALT AT LOCATION OF CONCRETE PATCH. REPLACE ASPHALT A MINIMUM 2' OFF GUTTER. REPLACE ASPHALT OVER WATER SERVICE TRENCH. ASPHALT REPLACEMENT SHALL NOT TERMINATE WITHIN A WHEEL PATH. ADJA C E N T CUR B C U T & SIDE W A L K T O REM A I N . ADJA C E N T S I D E W A L K TO R E M A I N . G P C SEWER: ABANDON EXISTING SERVICE. INSTALL NEW SERVICE PER ASPEN SAN. DIST. STANDARDS. GAS: NEW SERVICE FROM ALLEY. PHONE & CABLE: PROVIDE NEW PEDESTALS ONSITE. ELECTRIC: ABANDON EXISTING DIRECT BURY. PULL NEW CABLE FROM EXISTING TRANSFORMER. GREE N R O O F GREE N R O O F GREE N R O O F PARK I N G AREA S PERV I O U S PAVE R S MAIN S T . ROW = 1 0 0 ' REPLACE SIDEWALK. SOUTH EDGE AT EXISTING PLANTED EDGE. NORTH EDGE ENCROACHES APPROX. 1' ONTO PROPERTY. MINIMUM WIDTH 6'. MAX SLOPE=2% DO NOT DISTURB EXISTING PLANTED AREA ALONG SOUTHERN EDGE. SEE FLOATING SIDEWALK DETAIL C501 REMOVE CURB CUT & REVEGETATE PERVIOUS PATIO AREA=90 SF CIRCULATION PIPED INTO SUBSTRATE 420 SF / 90 SF=4.67:1 E TRACKING PAD MINIMUM 10' WIDTH 10' LENGTH DISCHARGE ROOF DRAIN TO GRADE DISCHARGE ROOF DRAIN TO GRADE DISCHARGE ROOF DRAIN TO GRADE DISCHARGE ROOF DRAIN TO PIPE C BOW: MATCH EX:7892.8 BOW: MATCH EX:7892.2 BOW: MATCH EX:7892.8 ALLE Y GRASS FLOWLINE 16.64 FT 18.81 FT NEW T R E E NEW T R E E -1 . 0 % MA X SL O P E : - 2 % -0.2% -0.4% -2 . 1 % -3 . 5 % -2 . 5 % -5 . 0 % -4 . 1 % CONCRETE TREATED BY PATIO PERVIOUS PAVERS CONCRETE TREATED BY GRASS BUFFER OR PAVERS NEW SIDEWALK NEW CURB AND GUTTER NEW ASPHALT EXISTING ASPHALT TO REMAIN PERVIOUS PAVERS GREEN ROOF EELECTRIC METER GGAS METER CCABLE PEDESTAL PPHONE PEDESTAL 5/6/2019 DATE OF PUBLICATION C0.0 COVER SHEET KI N G L O U I S E 21 0 W M A I N S T . , A S P E N , C O 2/6/2019 BUILDING PERMIT WOODY CREEK ENGINEERING, LLC P.O. BOX 575 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 5/6/2019 7/2/2019 INTERNAL REVIEW COA REV 1 0 5 10 20 40 Scale: 1" = 10' N N UTILITIES C600 1/11/20187/2/2019 07/05/2019 REPLACE CURB & GUTTER EX T R E E T O R E M A I N 15.1" D I A M 30' D R I P REPLACE ASPHALT AT LOCATION OF CONCRETE PATCH. REPLACE ASPHALT A MINIMUM 2' OFF GUTTER. REPLACE ASPHALT OVER WATER SERVICE TRENCH. ASPHALT REPLACEMENT SHALL NOT TERMINATE WITHIN A WHEEL PATH. ADJA C E N T CUR B C U T & SIDE W A L K T O REM A I N . ADJA C E N T S I D E W A L K TO R E M A I N . GREE N R O O F GREE N R O O F GREE N R O O F PARK I N G AREA S PERV I O U S PAVE R S MAIN S T . ROW = 1 0 0 ' REPLACE SIDEWALK. SOUTH EDGE AT EXISTING PLANTED EDGE. NORTH EDGE ENCROACHES APPROX. 1' ONTO PROPERTY. MINIMUM WIDTH 6'. MAX SLOPE=2% DO NOT DISTURB EXISTING PLANTED AREA ALONG SOUTHERN EDGE. SEE FLOATING SIDEWALK DETAIL C501 REMOVE CURB CUT & REVEGETATE PERVIOUS PATIO AREA=90 SF CIRCULATION PIPED INTO SUBSTRATE 420 SF / 90 SF=4.67:1 TRACKING PAD MINIMUM 10' WIDTH 10' LENGTH DISCHARGE ROOF DRAIN TO GRADE DISCHARGE ROOF DRAIN TO GRADE DISCHARGE ROOF DRAIN TO GRADE FOUNDATION DRYWELL 4-FT DIAMETER DISCHARGE ROOF DRAIN TO PIPE C BOW: MATCH EX:7892.8 BOW: MATCH EX:7892.2 BOW: MATCH EX:7892.8 ALLE Y GRASS FLOWLINE 16.64 FT 18.81 FT NEW T R E E NEW T R E E -1 . 0 % MA X SL O P E : - 2 % -0.2% -0.4% -2 . 1 % -3 . 5 % -2 . 5 % -5 . 0 % -4 . 1 % CONCRETE TREATED BY PATIO PERVIOUS PAVERS CONCRETE TREATED BY GRASS BUFFER OR PAVERS NEW SIDEWALK NEW CURB AND GUTTER NEW ASPHALT EXISTING ASPHALT TO REMAIN PERVIOUS PAVERS GREEN ROOF EELECTRIC METER GGAS METER CCABLE PEDESTAL PPHONE PEDESTAL 5/6/2019 DATE OF PUBLICATION C0.0 COVER SHEET KI N G L O U I S E 21 0 W M A I N S T . , A S P E N , C O 2/6/2019 BUILDING PERMIT WOODY CREEK ENGINEERING, LLC P.O. BOX 575 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 5/6/2019 7/2/2019 INTERNAL REVIEW COA REV 1 0 5 10 20 40 Scale: 1" = 10' N N FOUNDATION DRAINAGE PLAN C700 1/11/20187/2/2019 07/05/2019 REPLACE CURB & GUTTER EX T R E E T O R E M A I N 15.1" D I A M 30' D R I P REPLACE ASPHALT AT LOCATION OF CONCRETE PATCH. REPLACE ASPHALT A MINIMUM 2' OFF GUTTER. REPLACE ASPHALT OVER WATER SERVICE TRENCH. ASPHALT REPLACEMENT SHALL NOT TERMINATE WITHIN A WHEEL PATH. ADJA C E N T CUR B C U T & SIDE W A L K T O REM A I N . ADJA C E N T S I D E W A L K TO R E M A I N . GREE N R O O F GREE N R O O F GREE N R O O F PARK I N G AREA S PERV I O U S PAVE R S MAIN S T . ROW = 1 0 0 ' REPLACE SIDEWALK. SOUTH EDGE AT EXISTING PLANTED EDGE. NORTH EDGE ENCROACHES APPROX. 1' ONTO PROPERTY. MINIMUM WIDTH 6'. MAX SLOPE=2% DO NOT DISTURB EXISTING PLANTED AREA ALONG SOUTHERN EDGE. SEE FLOATING SIDEWALK DETAIL C501 REMOVE CURB CUT & REVEGETATE PERVIOUS PATIO AREA=90 SF CIRCULATION PIPED INTO SUBSTRATE 420 SF / 90 SF=4.67:1 GATE TRACKING PAD MINIMUM 10' WIDTH 10' LENGTH CONC. WASHOUT DISCHARGE ROOF DRAIN TO GRADE DISCHARGE ROOF DRAIN TO GRADE DISCHARGE ROOF DRAIN TO GRADE DISCHARGE ROOF DRAIN TO PIPE C BOW: MATCH EX:7892.8 BOW: MATCH EX:7892.2 BOW: MATCH EX:7892.8 ALLE Y ROCK SOCKS PROVIDED DURING CONCRETE AND ASPHALT REMOVAL AND REPLACEMENT GRASS FLOWLINE 16.64 FT 18.81 FT NEW T R E E NEW T R E E -1 . 0 % MA X SL O P E : - 2 % -0.2% -0.4% -2 . 1 % -3 . 5 % -2 . 5 % -5 . 0 % -4 . 1 % CONCRETE TREATED BY PATIO PERVIOUS PAVERS CONCRETE TREATED BY GRASS BUFFER OR PAVERS NEW SIDEWALK NEW CURB AND GUTTER NEW ASPHALT EXISTING ASPHALT TO REMAIN PERVIOUS PAVERS GREEN ROOF EELECTRIC METER GGAS METER CCABLE PEDESTAL PPHONE PEDESTAL 5/6/2019 DATE OF PUBLICATION C0.0 COVER SHEET KI N G L O U I S E 21 0 W M A I N S T . , A S P E N , C O 2/6/2019 BUILDING PERMIT WOODY CREEK ENGINEERING, LLC P.O. BOX 575 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 5/6/2019 7/2/2019 INTERNAL REVIEW COA REV 1 0 5 10 20 40 Scale: 1" = 10' N N EROSION SEDIMENT CONTROL PLAN C800 SEE C801 FOR ALLEY TRACKING PADS 1/11/20187/2/2019 07/05/2019 EX T R E E T O R E M A I N 15.1" D I A M 30' D R I P ADJA C E N T CURB C U T & SIDE W A L K T O REMA I N . ADJA C E N T S I D E W A L K TO R E M A I N . MAIN S T . ROW = 1 0 0 ' GATE CONC. WASHOUT BOW: MATCH EX:7892.8 BOW: MATCH EX:7892.2 BOW: MATCH EX:7892.8 ALLE Y ROCK SOCKS PROVIDED DURING CONCRETE AND ASPHALT REMOVAL AND REPLACEMENT GRASS FLOWLINE 16.64 FT 18.81 FT NEW T R E E NEW T R E E -1 . 0 % MA X SL O P E : - 2 % -0.2% -0.4% -2 . 1 % -3 . 5 % -2 . 5 % -5 . 0 % -4 . 1 % 5/6/2019 DATE OF PUBLICATION C0.0 COVER SHEET KI N G L O U I S E 21 0 W M A I N S T . , A S P E N , C O 2/6/2019 BUILDING PERMIT WOODY CREEK ENGINEERING, LLC P.O. BOX 575 WOODY CREEK, COLORADO 81656 (P): 970-429-8297 WOODYCREEKENGINEERING.COM 5/6/2019 7/2/2019 INTERNAL REVIEW COA REV 1 0 10 20 40 80 Scale: 1" = 20' N N EROSION SEDIMENT CONTROL PLAN 2 C801 ADDITIONAL MINIMUM 10'X10' TRACKING PADS 1/11/20187/2/2019 07/05/2019 4 Appendix D--Hydrologic Calculations 07/05/2019 BASIN NO.TOTAL BASIN AREA (SF) IMPERVIOUS AREA (SF) TOTAL BASIN AREA (ACRES) IMPERVIOUS AREA (ACRES) % IMPERVIOUS RUNOFF COEF. 5YR RUNOFF COEF. 10YR RUNOFF COEF. 100YR FLOW PATH LENGTH (FT) FLOW PATH SLOPE (FT/FT) Tc (Computed) (min) Tc (Regional) (min)Tc (min)Intensity (5yr) (in/hr) Intensity (10yr) (in/hr) Intensity (100yr) (in/hr) PEAK FLOW 5YR (CFS) PEAK FLOW 10YR (CFS) PEAK FLOW 100YR (CFS) EX:1 6,000.00 0.00 0.138 0.000 0% 0.06 0.15 0.35 104.40 0.0038 26.33 10.5800 10.5800 2.3597 2.8390 4.5350 0.020 0.059 0.219 Total 6,000 0 0.138 0.000 0%- - - -0.020 0.059 0.219 07/05/2019 BASIN NO.TOTAL BASIN AREA (SF) IMPERVIOUS AREA (SF) TOTAL BASIN AREA (ACRES) IMPERVIOUS AREA (ACRES) % IMPERVIOUS RUNOFF COEF. 5YR RUNOFF COEF. 10YR RUNOFF COEF. 100YR FLOW PATH LENGTH (FT) FLOW PATH SLOPE (FT/FT) Tc (Computed) (min) Tc (Regional) (min)Tc (min)Intensity (5yr) (in/hr) Intensity (10yr) (in/hr) Intensity (100yr) (in/hr) PEAK FLOW 5YR (CFS) PEAK FLOW 10YR (CFS) PEAK FLOW 100YR (CFS) PR:1A 79.17 79.17 0.002 0.002 100% 0.90 0.92 0.96 9.50 0.0200 0.91 10.0528 5.0000 3.2911 3.9596 6.3251 0.005 0.007 0.011 PR:1B 141.48 141.48 0.003 0.003 100% 0.90 0.92 0.96 11.20 0.0200 0.98 10.0622 5.0000 3.2911 3.9596 6.3251 0.010 0.012 0.020 PR:2A 985.65 218.26 0.023 0.005 22% 0.22 0.30 0.46 23.40 0.0100 7.66 10.1300 7.6552 2.7726 3.3357 5.3285 0.014 0.022 0.055 PR:2B 630.21 174.22 0.014 0.004 28% 0.25 0.32 0.47 17.50 0.0100 6.43 10.0972 6.4317 2.9902 3.5975 5.7467 0.011 0.017 0.039 PR:3 2,065.31 321.28 0.047 0.007 16% 0.20 0.27 0.44 32.80 0.0100 9.34 10.1822 9.3368 2.5195 3.0313 4.8422 0.024 0.039 0.101 PR:4 515.75 0.00 0.012 0.000 0% 0.06 0.15 0.35 3.60 0.0200 2.83 10.0200 5.0000 3.2911 3.9596 6.3251 0.002 0.007 0.026 PR:5 175.50 175.50 0.004 0.004 100% 0.90 0.92 0.96 14.50 0.0200 1.12 10.0806 5.0000 3.2911 3.9596 6.3251 0.012 0.015 0.024 PR:6 58.42 58.42 0.001 0.001 100% 0.90 0.92 0.96 10.81 0.0200 0.97 10.0601 5.0000 3.2911 3.9596 6.3251 0.004 0.005 0.008 PR:7 30.66 30.66 0.001 0.001 100% 0.90 0.92 0.96 8.10 0.0200 0.84 10.0450 5.0000 3.2911 3.9596 6.3251 0.002 0.003 0.004 PR:8 40.73 40.73 0.001 0.001 100% 0.90 0.92 0.96 8.20 0.0200 0.84 10.0456 5.0000 3.2911 3.9596 6.3251 0.003 0.003 0.006 PR:9 39.05 39.05 0.001 0.001 100% 0.90 0.92 0.96 4.10 0.0200 0.59 10.0228 5.0000 3.2911 3.9596 6.3251 0.003 0.003 0.005 PR:10 20.25 20.25 0.000 0.000 100% 0.90 0.92 0.96 5.40 0.0200 0.68 10.0300 5.0000 3.2911 3.9596 6.3251 0.001 0.002 0.003 PR:11 23.63 23.63 0.001 0.001 100% 0.90 0.92 0.96 4.90 0.0200 0.65 10.0272 5.0000 3.2911 3.9596 6.3251 0.002 0.002 0.003 PR:12 226.17 0.00 0.005 0.000 0% 0.06 0.15 0.35 49.60 0.0100 13.22 10.2756 10.2756 2.3969 2.8838 4.6066 0.001 0.002 0.008 PR:13 136.79 0.00 0.003 0.000 0% 0.06 0.15 0.35 18.20 0.0100 8.01 10.1011 8.0106 2.7150 3.2665 5.2180 0.001 0.002 0.006 PR:14 94.31 0.00 0.002 0.000 0% 0.06 0.15 0.35 9.30 0.0100 5.73 10.0517 5.7263 3.1314 3.7675 6.0182 0.000 0.001 0.005 PR:15 170.18 0.00 0.004 0.000 0% 0.06 0.15 0.35 33.20 0.0100 10.82 10.1844 10.1844 2.4083 2.8975 4.6285 0.001 0.002 0.006 PR:16 506.65 0.00 0.012 0.000 0% 0.06 0.15 0.35 40.00 0.0100 11.88 10.2222 10.2222 2.4036 2.8918 4.6194 0.002 0.005 0.019 PR:17 59.64 59.64 0.001 0.001 100% 0.90 0.92 0.96 0.50 0.0200 0.21 10.0028 5.0000 3.2911 3.9596 6.3251 0.004 0.005 0.008 07/05/2019 5 Appendix E--Hydraulic Calculations 07/05/2019 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Tuesday, Feb 5 2019 4 in PVC @ 1% Circular Diameter (ft) = 0.33 Invert Elev (ft) = 100.00 Slope (%) = 1.00 N-Value = 0.009 Calculations Compute by: Q vs Depth No. Increments = 10 Highlighted Depth (ft) = 0.26 Q (cfs) = 0.261 Area (sqft) = 0.07 Velocity (ft/s) = 3.56 Wetted Perim (ft) = 0.73 Crit Depth, Yc (ft) = 0.29 Top Width (ft) = 0.26 EGL (ft) = 0.46 0 1 Elev (ft)Section 99.75 100.00 100.25 100.50 100.75 101.00 Reach (ft) 07/05/2019 6 Appendix F—Green Roof Information Green roof storage calculation: Volume per Hydrotech Gardendrain GR15 information sheet: 0.163 in / square foot Basin Green Roof Area (sf) Volume (cf) PR:2A 767.39 10.42 PR:2B 455.99 6.19 PR:3 1744.03 23.69 07/05/2019 American Hydrotech, Inc. 303 East Ohio Street, Chicago, IL 60611 • (312)337-4998 • (312)661-0731 fax • 10/18 www.hydrotechusa.com Gardendrain® GR15 PRODUCT DATA SHEET GENERAL DESCRIPTION Gardendrain GR15 is made of recycled polyethylene molded into a three-dimensional panel. The unique design provides retention cups on the top side, drainage channels on top and bottom and holes in the tops of the domes for aeration and upward moisture movement. BASIC USE Gardendrain GR15 is specifically designed to act as a drainage, aeration and water retention element in Hydrotech’s Garden Roof® Assembly. It is only utilized in Hydrotech’s Extensive Garden Roof Assembly. INSTALLATION • GR15 is to be installed as indicated in Hydrotech’s Garden Roof Installation TECHNICAL DATA PANEL DIMENSIONS: 3 ft. X 8 ft. (0.9 m X 2.4 m) – in panels (24 sq.ft. total) PANEL HEIGHT: 5/8 in. (15 mm) WEIGHT: 0.3 lb/ft2 (1.5 kg/m2) - dry; ≈1 lb/ft2 (4.8 kg/m2) - wet COMPRESSIVE STRENGTH: (ASTM D1621) 7,455 lb/ft2 (357 kN/m2) FLOW RATE: (ASTM D4716) 28 gal./min./ft. width (353 l./min./m. width); h.g.= 1 WATER RETENTION: ≈0.1 gal/ft2 (3.3 l/m2) or 0.163 inch/ft2 LEED® INFORMATION Credit 4 Credit 5 Recycled Content (% by weight) 40 (pi) Manufacture Location Alpharetta, GA Extraction/Harvesting Location Alpharetta, GA VOC Content (g/L) 0 Guidelines. • Panels are typically butted together. • As LiteTop® Growing Media depths are typically shallow, the retention cups of GR15 are not filled with lightweight expanded aggregate. This information is intended only for general conceptual purposes. It is based on data and knowledge considered to be true and correct. It is offered for the user’s consideration, investigation and verification and is not intended to substitute for the advice provided by appropriate professionals. Hydrotech assumes no liability for the use of this information. The determination of the suitability and applicability of this information is the sole responsibility of the user. 07/05/2019