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File Documents.931 Gibson Ave.0091-2022-BCHO (11)
GRADING AND DRAINAGE REPORT PREPARED FOR 93 1 GIBSON AVE., ASPEN AdLhik . WOODY CREEK ENGINEERING CIVIL DESIGN es WATER RIGHTS P.O. Box 575 WOODY CREEK, COLORADO 81 656 970-309-7130 PREPARED BY JOSH RICE, P.E. APRIL 26, 2023 SEPTEMBER 20, 2022 APRIL 29, 2022 DECEMBER 1 2, 2019 AUGUST 30, 2019 RECEIVED 05/08/2023 ASPEN BUILDING DEPARTMENT I hereby affirm that this report and the accompanying plans for the drainage improvements of the property addressed as 931 Gibson Ave., 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. ap0 LIEF • r-NN, tiS� '•-�A A Q L 1. • 4/26/2023 • Josh Rice, P.E. 427•• License No. w O 1 ...... \.; SS/ONA\.EN...I rr..` RECEIVED 05/08/2023 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 3 2.3.1 Historical Basin EX:1 5 2.3.2 Proposed Basin PR:1.0 5 2.3.3 Proposed Basin PR:1.1 5 2.3.4 Proposed Basin PR:1.2 6 2.3.5 Proposed Basin PR:2.0 6 2.3.6 Proposed Basin PR:2.1 6 2.3.7 Proposed Basin PR:3.0 6 2.3.8 Proposed Basin PR:3.1 6 2.3.9 Proposed Basin PR:3.1 6 2.3.10 Proposed Basin PR:3.2 6 2.3.11 Proposed Basin PR:3.3 7 2.3.12 Proposed Basin PR:3.4 7 2.3.13 Proposed Basin PR:3.5 7 2.3.14 Proposed Basin PR:3.6 7 2.3.15 Proposed Basin PR:3.7, 3.8&3.9 7 2.3.16 Proposed Basin PR:3.10 7 2.3.17 Proposed Basin PR:3.11 7 2.3.18 Proposed Basin PR:WW1 8 2.3.19 Proposed Basin PR:WW2 8 2.3.20 Proposed Basin PR:WW3 8 2.3.21 Proposed Basin PR:WW4 8 3. STORMWATER BMPS AND ROUTING 8 3.1 General 9 3.1.1 Inlets 9 3.1.2 Pipes 10 3.2 Stormwater BMPs 11 3.3 Drywell 11 3.4 Grass Buffer 11 3.5 NDS Nuisance Flow Drywell 11 4. OPERATION AND MAINTENANCE 11 4.1.1 Drains RECEIVED 05/08/2023 1i ASPEN BUILDING DEPARTMENT 4.1.2 Grass Buffer 11 4.1.1 Drywells 12 APPENDIDX A--NRCS SOILS REPORT 1 APPENDIX B--FEMA FIRM MAP 2 APPENDIX C--PLAN SET 3 APPENDIX D--HYDROLOGIC CALCULATIONS 4 APPENDIX E--HYDRAULIC CALCULATIONS 5 RECEIVED 05/08/2023 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 931 Gibson Avenue, 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 address as 931 Gibson Avenue,Aspen. Based on the topographical improvement survey, the lot area is approximately 15,497 square feet. The Site is located on the east side of Aspen(see Figure 1). The NRCS describes the hydrologic soil group as"Type B"(See Appendix A). The lot is currently occupied by a single family apartment. Aspen Center for "g m ° 9 A 0 En© O Environmental Studies 'Ribpr .. hike It Merchandise Hunter Creek ° ° s °Condini omum... ,, Points of Interest Travel Q Strings By Sue �A°r Snrtn sr .. u v� 8 4 maraTS a"' Y 5 O Replay Sports 9 Centennial-Aspen G Apartments b E Aspen Chamber 5 Resort Association q+ej�Glbaon4ye $ g 9 S F °Aspen Red Bdck rn& 1 Recreation Center d Aspen Wine 8Spirits 9 er. 5 ❑park CV0 Alpine Ace Hardware ° New Smuggler° s ° mntl r South Ave * Chlckenheatl Mine Cprporation bundles glfl John Denver Sanctuary 9 g ° a° 9 9 �� °Elk Mountain 1 9 fr""`v'S Ryt Dan Sheridan Mollie Gibson Park Expeditions A sT 2 pb�a e .3y e 'o df V A 9'9 ur °4 ,i Smuggler Racquet Club C,- ® 0 E $ 55ureMe Pl a bk smu e�i A Hotel Jerome,Auberge Rio Grande Parking le 9 Smuggler 'A1d' ` Resorts Collection f -- MountainTrailhead z 6 RDaq G� *:Alain 9 9 Grateful Deli 9 9 r 'o Riy� ?O �, ganonA ee anaa I G White House Tavern Emeig ..z ay tt M ; mace 9 e ggve 2 � The UPS Store ;, a Metropolitan Isle Theatre 9 9 d 9 O= i E as 0 I ©Alpine Bank 44iz a g' 9.y a mA Baldwin Gellery9 9 a •may tly. 9 Hops Culture Kenichi ease NmIana yp 3 .spen and Cooper 9 New York Pizza Roarioq Fork Riv, I The Rea Gnipn© .g 5 ...one m to Monarch Wagner Park © 9Wo* 9 pm - F 9 Casa Tua° . Aspen An Museum r F Domino s Pizza .. — El Mountain CM1alel Aspen © o ,, v. 9 0 a°Belly Up Aspen s e .- 5- a i let ®Four Mountain Sports ®City Market 1 PusreeQ ©TM1e St.Regis © Aspen Grog Shop �S Chateau Eau va 9 Aspen Resort eow.„„. t3 °(formerly Great_ Claire Condos° Colorado Band Services The Little Nell e a ATM O 0 i c Pleasant Mountain Aspen 9 Aspen Mo nta 9.$ r°wmrAa oaring Fork 9 C Aspen pen. Ski Resort-Asp^yn.n° A 6 3a am 9 9 a D Fg 0 ©Dolomite villas As Colorado Travel a0 ° 4. ' Pen ° "as Ute Condominiums ce SW°Lodging Deals B... •:' \ m a f v a [�qll Aspen Alps. © q Silverglo . 9e ondominiums n Glory Hole Park 9 ? E lountain Queen Condo v� IS Gpogle Figure 1. 931 Gibson Avenue,Aspen Vicinity Map (Source:maps.google.com) 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.) RECEIVED 05/08/2023 ASPEN BUILDING DEPARTMENT 2.2 Proposed Condition The structure will be demolished and a single family home 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. The existing site contains a single family home and is otherwise vegetated with trees, grasses and shrubs. The proposed site will contain a larger single family home and be vegetated with trees, grasses and shrubs. The proposed 100-year runoff rate will be reduced below historical runoff rates because a retention system is being utilized for impervious area. The Site is located on a relatively flat area that slopes at 4.4%to the southwest. Drainage basins are delin- eated on Plan Sheet C200 and C201 (Appendix C,C200&C201).The basins are described in the following sections. The drainage issues and WQCV treatment BMPs are also described. The Smuggler Hunter Master Plan shows that the street has adequate capacity to convey the 100-year event. We further analyzed a street cross-section per the URMP requirements. This road is classified as a local street and therefore must covey the 5-year event within the roadway and the 100-year event must not exceed 12"of flow. The Smuggler Hunter Master Plan states that the 5-, 10-and 100-year flowrates at node D07- N21 are 2.6 cfs, 3.2 cfs and 8 cfs. The proposed 5- and 10-year flows are contained to the roadway at an elevation slightly lower than the existing 5- and 10-year elevation and the 100-year event is contained within the curb and gutter. Figure 2, below depicts these flow elevations. Calculations are provided in Appendix E. ROAD CROSSSECTIiN PROFILE p PROPOSED 100 YR m 73 7937\ 7937 ya \ / o 1 \ EXISTING 5 & 10 YR. LLLROPOSED 10 YR — ' PROPOSED 5 YR I I I I 7036 0+30 0+25 0+00 -0+02 Station Figure 2. Flow Spread Analysis RECEIVED 05/08/2023 2 ASPEN BUILDING DEPARTMENT 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 TOTAL BASIN IMPERVIOUS % RUNOFF RUNOFF RUNOFF FLOW PATH FLOW PATH To To Regional) Intensity5 Intensity(10y) Intensity PEN(FLOW PEA(FLOW PEAK FLOW BASIN NO. AREA SLOPE (Computed) Tc(min) �X) TOTAL BASIN IMPERVIOUS AREA (ACRES) IMPERVIOUS COEF.5YR COEF.10YR COEF.100YR LENGTH(FT) (FT/FT) (min) (min) (Inihr) (inlhr) (100yr)Oar) 5YR(CFS) 10YR(CFS) 100YR(CFS) AREA(SF) AREA(SF) (ACRES) 681 15,497.00 0.00 0356 0.000 0% 098 0.15 0.35 158.00 0.0443 14.16 10.8778 10.8778 2.3243 2.7984 4.4669 0.088 0.149 0558 Total 15,497 0 0356 0.000 0% - - - - 0.088 0.149 0558 Table 2. Proposed Basin Information IMPERVIOUS FLOW PATH Tc BASIN NO. TOTAL BASIN AREA % RUNOFF RUNOFF RUNOFF FLOW PATH SLOPE (Computed) Tc(Regional) To(min) Intensiy(SN)Intensiy(10yr) Intensity PEAK FLOW PEAK FLOW PEAK FLOW TOTAL BASIN IMPERVIOUS AREA (ACRES) IMPERVIOUS COEF.5YR COEF.10YR COEF.100YR LENGTH(FT) (FT/FT) (min) (min) (inns) (04hr) (10009(inmr) 5YR(CFS) 10YR(CFO) 100YR(CFS) AREA(SF) AREA(SF) (ACRES) PR:1.0 1,878.00 1494.00 0.043 0.034 80% 0.59 0.63 0.70 48.00 0.0208 4.97 102667 5.0000 32911 3.9596 6.3251 0.084 0.107 0.191 PR:1.1 6,313.00 570.00 0.145 0.013 9% 0.14 022 0.40 158.00 0.0443 13.38 10.8778 10.8778 2.3243 2.7964 4.4669 0.046 0.089 0261 PR:12 3,009.00 79.00 0.069 0.002 3% 0.10 0.19 0.38 158.00 0.0443 13.88 10.8778 10.8778 2.3243 2.7964 4.4669 0.016 0.036 0.117 PR:2.0 483.00 483.00 0.011 0.011 100% 0.90 0.92 0.98 8.00 0.0200 0.83 10.0444 5.0000 3.2911 39596 8.3251 0.033 0.040 0.087 PR:2.1 594.00 594.00 0914 0.014 100% 0.90 0.92 0.98 9.00 0.0200 0.88 10.0500 5.0000 32911 3.9598 6.3251 0.040 0.049 0982 PR:3.0 317.00 317.00 0.007 0.007 100% 0.90 0.92 0.96 12.00 04500 036 10.0667 5.0000 32911 3.9596 6.3251 0.021 0.026 0.044 PR:3.1 7.00 7.00 0.000 0.000 100% 0.90 0.92 0.96 12.00 0.4500 036 10.0667 5.0000 32911 3.9596 6.3251 0.000 0.001 0.001 PR:32 325.00 325.00 0.007 0.007 100% 0.90 0.92 0.96 12.00 0.4500 036 10.0667 5.0000 32911 39596 8.3251 0.022 0.027 0.045 PR:3,3 251.00 251.00 0.006 0.008 100% 0.90 0.92 0.98 18.00 0.4500 0.42 10.0889 5.0000 3.2911 3.9596 8.3251 0.017 0.021 0.035 PR:3.4 325.00 325.00 0907 0.007 100% 0.90 0.92 0.96 12.00 0.4500 0.36 10.0667 5.0000 32911 3.9596 6.3251 0.022 0.027 0945 P8:35 127.00 127.00 0.003 0.003 100% 0.90 0.92 0.96 12.00 04500 036 10.0667 5.0000 32911 3.9596 6.3251 0.009 0.011 0.018 P8:39 143.00 143.00 0.003 0.003 100% 0.90 0.92 0.96 6.00 0.4500 026 10.0333 5.0000 32911 3.9596 6.3251 0.010 0.012 0.020 PR:3.7 26.00 28.00 0.001 0.001 100% 0.90 0.92 0.96 4.00 0.4500 021 10.0222 5.0000 32911 39596 8.3251 0.002 0.002 0.004 PR:3.8 11.00 11.00 0.000 0.000 100% 0.90 0.92 0.98 2.00 04500 0.15 10.0111 5.0000 3.2911 39596 8.3251 0.001 0.001 0902 PR:3.9 25.00 25.00 0901 0.001 100% 0.90 0.92 0.98 4.00 0.4500 021 10.0222 5.0000 32911 3.9598 6.3251 0.002 0.002 0903 PR3.10 739.00 739.00 0.017 0.017 100% 0.90 0.92 0.96 12.00 0.4500 026 10.0667 5.0000 32911 39596 6.3251 0.050 0.061 0.103 P83.11 739.00 739.00 0.017 0.017 100% 0.90 0.92 0.96 12.00 0.4500 0.36 10.0667 5.0000 32911 39596 6.3251 0.050 0.061 0.103 PR:WW1 94.00 94.00 0.002 0.002 100% 0.90 0.92 0.96 2.00 0.0200 0.42 10.0111 5.0000 3.2911 39596 6.3251 0.008 0.008 0.013 PR:WW2 36.00 36.00 0.001 0.001 100% 0.90 0.92 0.98 2.00 0.0200 0.42 10.0111 5.0000 32911 39596 6.3251 0.002 0.003 0.005 P8:003 23 23.00 0.001 0.001 100% 0.90 0.92 0.98 2.00 0.0200 0.42 10.0111 5.0000 32911 39596 6.3251 0.002 0.002 0.003 P8:00144 32 32.00 0901 0.001 100% 0.90 0.92 0.96 2.00 0.0200 042 10.0111 5.0000 32911 3.9596 6.3251 0.002 0.003 0.004 Total 15,497 6,440 0.358 0.148 42% 0.437 0.590 1.185 RECEIVED 05/08/2023 3 ASPEN BUILDING DEPARTMENT / \ \ \\ \ / / 2 �(/ _- � � kklk / / /�/ // \/� �_-- / / \\ A � � ,' / \ % �\ \ I /\ / / \\I \1 \ / / 1 - / / / N / / \ 1 / / \\ \ 1 / V / / �� / / / \ / - / / - / / �� / / /� / / / / I I / \ --�i \ / 1 / I 1 // ���� // 11 `J ��� 11 / \\I\� 11 \\ 1 \ \1 \ \ \ / -2'-'. , �.,� \ I \ \\\ / // \ I \ /� �' \ \ \ \ � \ \ \ \, / /\� � \ q � \\ 1 \ \ / /\ Ir—\ \ \\ ( \_\ /�— \ \ \� \ \ —\ / —'L "--.. �\ �//� � \/// / I / •••., J \ \ Figure 2. Historical Basins RECEIVED 05/08/2023 4 ASPEN BUILDING DEPARTMENT _/o / ff \ G G`� ..... — ..i ,PP;411111P •G 4 RG-�i M , .nnww�w G->ss •i Rtss.:: rBr s.s \ i \ . 9, , i /) », \ / , r Figure 3. Proposed Basins 2.3.1 Historical Basin EX:1 Historical Basin EX:1 encompasses the lot. The basin area is approximately 15,497 sf. Runoff sheet flows for 158 ft at a 4.4% slope,resulting in a 100-yr flowrate of 0.556 cfs. 2.3.2 Proposed Basin PR:1.0 Proposed basin PR:1.0 is comprised of the driveway. The basin discharges to three yard drains and a lin- ear drain and is conveyed to the drywell by Pipe A. The basin area totals 1878 sf and is 80%impervious. Based on a flow path of 48 feet at a slope of 2.08%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.191 cfs. 2.3.3 Proposed Basin PR:1.1 Proposed basin PR:1.1 is comprised of the south and west yards. The basin discharges offsite in a histori- cal manner. The basin area totals 6,331 sf and is 9%impervious. Based on a flow path of 158 feet at a slope of 4.4%,the time of concentration is 10.9 minutes. The resulting 100-year flowrate is 0.261 cfs. RECEIVED 05/08/2023 5 ASPEN BUILDING DEPARTMENT 2.3.4 Proposed Basin PR:1.2 Proposed basin PR:1.2 is comprised of the north yard and entrance walk. The basin discharges offsite in a historical manner through a vegetated area. The basin area totals 3,009 sf and is 3%impervious. Based on a flow path of 158 feet at a slope of 4.4%,the time of concentration is 10.9 minutes. The resulting 100-year flowrate is 0.117 cfs. The entrance sidewalk is treated for water quality with a grass buffer. 2.3.5 Proposed Basin PR:2.0 Proposed basin PR:2.0 is comprised of the roof area between the historical gabled structure to the west and the new architecture to the east. The basin area totals 483 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 8 feet at a slope of 2%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.067 cfs. The roof discharges via an internal drain system and is routed to Pipe A and the drywell. 2.3.6 Proposed Basin PR:2.1 Proposed basin PR:2.1 is comprised of the patio area located between the historical gabled structure to the west and the new architecture to the east. The basin area totals 594 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 9 feet at a slope of 2%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.0.082 cfs. The patio is set on floating piers. Runoff discharges through the pier system to the slab below. A con- cealed trench drain collects the runoff before it is routed to Pipe A and the drywell. 2.3.7 Proposed Basin PR:3.0 Proposed basin PR:3.0 is comprised of the historic element's northwest roof area. The basin area totals 317 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 12 feet at a slope of 45%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.044 cfs. The roof discharges downspout and gutter and is routed to Pipe B and the drywell. 2.3.8 Proposed Basin PR:3.1 Proposed basin PR:3.1 is comprised of the historic element's center west roof area. The basin area totals 7 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 12 feet at a slope of 45%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.001 cfs. The roof discharges downspout and gutter and is routed to Pipe B and the drywell. 2.3.9 Proposed Basin PR:3.1 Proposed basin PR:3.1 is comprised of the historic element's center west roof area. The basin area totals 7 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 12 feet at a slope of 45%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.001 cfs. The roof discharges downspout and gutter and is routed to Pipe B and the drywell. 2.3.10Proposed Basin PR:3.2 Proposed basin PR:3.2 is comprised of the historic element's center west roof area. The basin area totals 325 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 12 feet at a slope of 45%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.045 cfs. The roof discharges downspout and gutter and is routed to Pipe B and the drywell. RECEIVED 05/08/2023 6 ASPEN BUILDING DEPARTMENT 2.3.11Proposed Basin PR:3.3 Proposed basin PR:3.2 is comprised of the historic element's southwest addition roof area. The basin area totals 251 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 12 feet at a slope of 45%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.035 cfs. The roof discharges downspout and gutter and is routed to Pipe B and the drywell. 2.3.12Proposed Basin PR:3.4 Proposed basin PR:3.4 is comprised of the historic element's northeast roof area. The basin area totals 325 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 12 feet at a slope of 45%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.045 cfs. The roof discharges downspout and gutter and is routed to Pipe B and the drywell. 2.3.13Proposed Basin PR:3.5 Proposed basin PR:3.5 is comprised of the historic element's center east roof area. The basin area totals 127 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 12 feet at a slope of 45%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.018 cfs. The roof discharges downspout and gutter and is routed to Pipe A and the drywell. 2.3.14Proposed Basin PR:3.6 Proposed basin PR:3.5 is comprised of the historic element's southeast addition roof area. The basin area totals 143 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 12 feet at a slope of 45%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.020 cfs. The roof discharges downspout and gutter and is routed to Pipe A and the drywell. 2.3.15Proposed Basin PR:3.7, 3.8 & 3.9 Proposed basin PR:3.7, 3.8 and 3.9 are comprised of the historic element's front porch. The basin areas are 26, 11 and 25 sf,respectively, and are considered 100%impervious for calculation purposes. Based on a flow path of 12 feet at a slope of 45%,the time of concentration is 5 minutes. The resulting 100-year flowrates are 0.004, 0.002 and 0.003 cfs,respectively. The roof discharges downspout and gutter and is routed to Pipe B and the drywell. 2.3.16Proposed Basin PR:3.10 Proposed basin PR:3.10 is comprised of the modern element's western roof area. The basin area totals 739 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 12 feet at a slope of 45%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.103 cfs. The roof discharges downspout and gutter and is routed to Pipes A and B and the drywell. 2.3.17Proposed Basin PR:3.11 Proposed basin PR:3.11 is comprised of the modern element's eastern roof area. The basin area totals 739 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 12 feet at a slope of 45%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.103 cfs. The roof discharges downspout and gutter and is routed to Pipes A and B and the drywell. RECEIVED 05/08/2023 7 ASPEN BUILDING DEPARTMENT 2.3.18Proposed Basin PR:WW1 Proposed basin PR:WW1 is comprised of the large window well between the historical structure to the west and the modern structure to the east on the north side of the building. The basin area totals 94 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 2 feet at a slope of 2%, the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.013 cfs. The runoff is routed to the foundation drain system and foundation drywell. 2.3.19Proposed Basin PR:WW2 Proposed basin PR:WW2 is comprised of a window well on the south side of the modern structure to the east. The basin area totals 36 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 2 feet at a slope of 2%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.005 cfs. The runoff is routed to the foundation drain system and foundation drywell. 2.3.20Proposed Basin PR:WW3 Proposed basin PR:WW3 is comprised of a window well on the south side of the historical structure. The basin area totals 23 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 2 feet at a slope of 2%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.003 cfs. The runoff is routed to the foundation drain system and foundation drywell. 2.3.21Proposed Basin PR:WW4 Proposed basin PR:WW4 is comprised of a window well on the west side of the historical structure. The basin area totals 32 sf and is considered 100%impervious for calculation purposes. Based on a flow path of 2 feet at a slope of 2%,the time of concentration is 5 minutes. The resulting 100-year flowrate is 0.004 cfs. The runoff is routed to the foundation drain system and foundation drywell. 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. For example, a landscape buffer is used in the driveway and a portion of the roof is green. 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. RECEIVED 05/08/2023 8 ASPEN BUILDING DEPARTMENT To the extent possible,impervious areas have been limited and onsite storage provides a reduc- tion of discharge rates to below historical levels. 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,vege- tated buffers and a green roof. 8. Design sustainable facilities that can be safely maintained. The stormwater BMPs located onsite can be easily and safely maintained and are readily accessi- ble. 9. Design and maintain facilities with public safely in mind. Elevation drops to stormwater BMPs are minimal and designed with public safely in mind. 3.1 General Low impact design has been utilized where possible. 3.1.1 Inlets • Inlet 1,Inlet 2,Inlet 3 and Trench Drain 1 o Inlet Nos. 1, 2 and 3 are 6"Round NDS Inlet Grates. Trench Drain 1 ("TD1") is a 26 ft long ACO Type 441/442 slot drain. These inlets collect runoff from basin PR:1.0 which discharges 0.230 cfs or 103.22 gpm. Each of the three inlets provide 68.19 gpm for a to- tal of 204.57 gpm. With a factor of safety of 2 applied,the two inlets provide a capacity of 102.29 gpm. The slot drain provides an additional 213.24 gpm(106.62 gpm with a factor of safety of two applied). The three inlets and slot drain in total have a capacity of 208.91 gpm(0.466 cfs) and can adequately covey the tributary runoff of 0.191 cfs. • Inlet 4 o Inlet 4 collects nuisance flows from the sunken mechanical area at the southeast of the property. The inlet is a 4"Round NDS Inlet Grate. The nuisance runoff is directed to a 2-ft diameter NDS drywell. • Inlet 5 o Inlet 5 collects runoff from the SW patio area at the SW of the property. The inlet is a 9" square NDS Inlet Grate. The inlet collects a portion of Basin 1.2. The inlet collects 0.261 cfs. With a factor of safety of 2 applied,the inlet must have a capacity of 0.522 cfs (234.3 gpm). The inlet has a capacity of 274 gpm. RECEIVED 05/08/2023 9 ASPEN BUILDING DEPARTMENT 3.1.2 Pipes 1 B and C convey runoff to the drywell. Pipe A is a 6"PVC and is laid at a minimum slope of 2%. ip • "PVC laid at a minimum of 1%. The pipe systems have been designed to be able to onvey Basins 3.1 a . 1 in either pipe system. Tables 3 and 4,present a cumulative basin runoff rate i e size and capacity t trate that the system has been adequately sized. Pipe C conveys a maximum r to of 0.261 cfs with • sloped at 2%. The pipe has a conveyance capacity of 0.370 cfs. Table 3. Pipe A Basin Basin Runoff(cfs) Cumu . 's- "u - Pipe Size& lo. '':- apacity @ off(cfs) /%) 2%@ :I%full (cfs) 1.0 0.261 0.261 6"/2% 1.12 3.11 0.103* 0.364 6"/2% 1.12 3.10 0.103* 0.467 6"/2% 1.12 2.0 0.067 0.534 6"/2% 1.12 2.1 0.082 0.616 6"/2% 1.12 3.5 0.018 0.634 6"/2% 1.12 3.6 0.020 0.654 6"/2% 1.12 Total 0.654 0.654 n/a 1.12 *Maximum flow. Some discharge may be routed to Pipe B. Table 4. Pipe B Basin Basin Runoff(cfs) Cumulative Run- Pipe Size& Slope Pipe Capacity @ off(cfs) (in/%) 1%@ 80%full (cfs) 3.11 0.103* 0.103 4"/1% 0.260 3.10 0.103* 0.206 4"/1% 0.260 3.4 0.045 0.251 6"/1% 0.792 3.9 0.003 0.254 6"/1% 0.792 3.8 0.002 0.256 6"/1% 0.792 3.7 0.004 0.260 6"/1% 0.792 3.0 0.044 0.304 6"/1% 0.792 3.1 0.001 0.305 n/a 0.792 3.2 0.045 0.350 6"/1% 0.792 3.3 0.035 0.385 6"/1% 0.792 Total 0.385 0.385 n/a 0.792 *Maximum flow. Some discharge may be routed to Pipe A. RECEIVED 05/08/2023 io ASPEN BUILDING DEPARTMENT 3.2 Stormwater BMPs 3.3 Drywell A drywell is being utilized because this is an HPC project. During HPC approvals,the use of a drywell was approved to reduce the visual impact to the historical structure. Pipes A,B and C discharge to the drywell. A total impervious area of 6,176 sf develops a 100-yr volume of 634 cf. The invert of the dry- well is 7914.40' and the lowest invert in to the drywell is 7929.50'. Therefore,the total active depth is 14.43 (7929.50—7914.40—0.67'). Based on the volume calculation found in the appendix,the total re- tention volume is 654 cf. Therefore,the 6' diameter drywell has capacity to retain the 100-year event. The URMP defines the minimum percolation area based on a minimum percolation time of 24 hours,the volume to percolate and the hydraulic conductivity with equation AP=V/K/43560. The percolation test showed a minimum percolation rate of 2.0 in/min or a hydraulic conductivity of 6.94X10-4 ft/s(units con- version). The 100-year storm event to be stored is 634 cf. Thefore,the percolation area required by the drywell is 21.10 square feet. With a circumference of 18.84 ft, a total of 1.12 ft of perc depth is required. The perc depth provided is 11-ft. The drywell will drain within 24 hours based on the equation found on page 8-117. 3.4 Grass Buffer There is an entrance sidewalk leading from the sidewalk in the ROW to the historic element. This side- walk is provided WQCV by a grass buffer to the west. No detention is provided as the total discharge offsite from Basins 1.0 and 1.1 totals of 0.342 cfs versus the historical discharge was 0.556 cfs. 3.5 NDS Nuisance Flow Drywell The sunken mechanical area located at the SE corner of the property has a proposed area of approxi- mately 143 sf. The 100-year retention volume is 17.23 cf. The drywell provides 14.66 cf of active stor- age (see calculations provided in the appendix) 4. Operation and Maintenance There are two types of BMPs used on the property: grass buffers and a drywell. An operation and maintenance task and schedule list is provided for each of the BMPs below. 4.1.1 Drains There are three inlets in the driveway garden area,an inlet in the mechanical area,a slot drain in front of the garage door, and a trench drain under the paver piers along the south edge of the patio. Each of the drains should be cleared of debris at the end of the summer and before snow falls. 4.1.2 Grass Buffer A The URMP describes grass buffer maintenance in Table 8.7. Table 8.7 is shown below. The grass buffers are the lawn areas throughout the property. RECEIVED 05/08/2023 ASPEN BUILDING DEPARTMENT Table 8.7 Maintenance Recommendations for Grass Buffers (UDFCD 1999) Required Maintenance Objective Frequency of Action Action Lawn Maintain a dense grass cover at a Routine—As needed or recommended by mowing recommended length of 2 to 4 Inches. inspection. Collect and dispose of cuttings offsite or use a mulching mower. Lawn care Use the minimum amount of biodegradable, Routine—As needed. nontoxic fertilizers and herbicides needed to maintain dense grass cover,free of weeds Reseed and patch damaged areas. Irrigation Adjust the timing sequence and water cover As needed. to maintain the required minimum soil moisture for dense grass growth. Do not overwater. 4.1.1 Drywells The following maintenance recommendations for dry wells can be found on page 8-118 of the URMP. Dry wells must be inspected and maintained yearly to remove sediment and debris that is washed into them. The drywell can be access through a manhole lid found on the top of the drywell in the SW corner of the property. A maintenance plan shall be submitted to the City in the Drainage Report describing the maintenance schedule that will be undertaken by the owners of the new residence or building. Minimum inspection and maintenance requirements include the following: • Inspect dry wells as annually and after every storm exceeding 0.5 inches. • Dispose of sediment, debris/trash, and any other waste material removed from a dry well at suita- ble disposal sites and in compliance with local, state,and federal waste regulations. • Routinely evaluate the drain-down time of the dry well to ensure the maximum time of 24 hours is not being exceeded. If drain-down times are exceeding the maximum, drain the dry well via pumping and clean out the percolation area(the percolation barrel may be jetted to remove sedi- ment accumulated in perforations). Consider drilling additional perforations in the barrel. If slow drainage persists,the system may need to be replaced. RECEIVED 05/08/2023 12 ASPEN BUILDING DEPARTMENT APPENDIDX A--NRCS SOILS REPORT RECEIVED 05/08/2023 ASPEN BUILDING DEPARTMENT USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for \ RCS States Department of Agriculture and other Aspen-Gypsum Area, Federal agencies, State Colorado, Parts of Eagle, Natural agencies including the g , Resources Agricultural Experiment Garfield, and Pitkin Conservation Stations, and local Service participants Counties .Gib , q`e e , .M till jilill � f f .i . opt .., pr,ip Ohl' k. 1. 101,41P46.* . 1 11111 tiliPli 1 • ii .,=======80 ft * It- _r 05 08 2023 Augusys9p99 9 BUILDING DEPARTMENT Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs)or your NRCS State Soil Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require RECEIVED 05/08/2023 2 ASPEN BUILDING DEPARTMENT alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice)or(202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. RECEIVED 05/08/2023 3 ASPEN BUILDING DEPARTMENT Contents Preface 2 How Soil Surveys Are Made 5 Soil Map 8 Soil Map 9 Legend 10 Map Unit Legend 11 Map Unit Descriptions 11 Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties 13 108—Uracca, moist-Mergel complex, 6 to 12 percent slopes, extremely 13 References 15 RECEIVED 05/08/2023 4 ASPEN BUILDING DEPARTMENT How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil RECEIVED 05/08/2023 5 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and RECEIVED 05/08/2023 6 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. RECEIVED 05/08/2023 7 ASPEN BUILDING DEPARTMENT Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. RECEIVED 05/08/2023 8 ASPEN BUILDING DEPARTMENT 3 Custom Soil Resource Report Soil Map a 343480 343490 343500 343510 343520 343530 343540 343550 343560 343570 39°11'26"N 39°11'26'N o_ I 4 I I 14p e / ca s o 11111 lilt . , o ! qllhillIllIlli a At i • "11 i 10 -4 IP 6 �000 51ap nav5 ruoft b.N daOMd ate(boy o.gaOQ° 39°11'24"N 39°11'24"N 343480 343490 343500 343510 343520 343530 343540 343550 343560 343570 3 3 4 Map Scale:1:468 if printed on A landscape(11"x 8.5")sheet. Mo A N 0 5 10 20 30etesRECEIVEDFeet 0 20 40 80 120 Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 13N WGS84 0 5/0 8/2 0 2 3 9 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) ig Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) 1:24,000. Q Stony Spot Soils Very Stony Spot n Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. tl Wet Spot • Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause p Other misunderstandingof the detail of mapping and accuracyof soil ❑ Soil Map Unit Points pp g .• Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed Blowout Water Features scale. Streams and Canals (g Borrow Pit Transportation Please rely on the bar scale on each map sheet for map * clay Spot Rails measurements. 0 Closed Depression o,/ Interstate Highways Gravel Pit Source of Map: Natural Resources Conservation Service .r US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) ® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator • Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the 46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more It Mine or Quarry accurate calculations of distance or area are required. 4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as O Perennial Water of the version date(s)listed below. v Rock Outcrop Soil Survey Area: Aspen-Gypsum Area,Colorado,Parts of + Saline Spot Eagle,Garfield,and Pitkin Counties Survey Area Data: Version 9,Sep 10,2018 •• : Sandy Spot Severely Eroded Spot Soil map units are labeled(as space allows)for map scales 1:50,000 or larger. Q Sinkhole 31 Slide or Slip Date(s)aerial images were photographed: Data not available. oa Sodic Spot The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. RECEIVED 05/08/2023 10 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 108 Uracca,moist-Mergel complex, 0.4 100.0% 6 to 12 percent slopes, extremely Totals for Area of Interest 0.4 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or 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, 05/08/2023 11 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. RECEIVED 05/08/2023 12 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties 108—Uracca, moist-Mergel complex, 6 to 12 percent slopes, extremely Map Unit Setting National map unit symbol: jq4h Elevation: 6,800 to 8,400 feet Mean annual precipitation: 16 to 19 inches Mean annual air temperature: 40 to 43 degrees F Frost-free period: 75 to 95 days Farmland classification: Not prime farmland Map Unit Composition Uracca, moist, and similar soils: 50 percent Mergel and similar soils: 40 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Uracca, Moist Setting Landform: Valley sides, alluvial fans, structural benches Down-slope shape: Linear Across-slope shape: Linear Parent material: Mixed alluvium derived from igneous and metamorphic rock Typical profile H1 - 0 to 8 inches: cobbly sandy loam H2- 8 to 15 inches: very cobbly sandy clay loam H3- 15 to 60 inches: extremely cobbly loamy sand Properties and qualities Slope: 6 to 12 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium 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): None specified Land capability classification (nonirrigated): 6e Hydrologic Soil Group: B Ecological site: Stony Loam (R048AY237C0) Other vegetative classification: Stony Loam (null_82) Hydric soil rating: No RECEIVED 05/08/2023 13 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report Description of Merge! Setting Landform: Alluvial fans, structural benches, valley sides Down-slope shape: Linear Across-slope shape: Linear Parent material: Glacial outwash Typical profile H1 - 0 to 8 inches: cobbly loam H2- 8 to 20 inches: very cobbly sandy loam H3- 20 to 60 inches: extremely stony sandy loam Properties and qualities Slope: 6 to 12 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 Calcium carbonate, maximum in profile: 10 percent Available water storage in profile: Low(about 3.3 inches) Interpretive groups Land capability classification (irrigated): 4s Land capability classification (nonirrigated): 4s Hydrologic Soil Group: A Ecological site: Stony Loam (R048AY237C0) Other vegetative classification: Stony Loam (null_82) Hydric soil rating: No Minor Components Other soils Percent of map unit: 10 percent Hydric soil rating: No RECEIVED 05/08/2023 14 ASPEN BUILDING DEPARTMENT References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/ nres/detail/national/soils/?cid=nres 142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 RECEIVED 05/08/2023 15 ASPEN BUILDING DEPARTMENT Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf RECEIVED 05/08/2023 16 ASPEN BUILDING DEPARTMENT APPENDIX B-FEMA FIRM MAP RECEIVED 05/08/2023 2 ASPEN BUILDING DEPARTMENT FEMA Flood Map Service Center: Search By Address Enter an address, place, or coordinates: -.' 931 gibson aspen Search 'Whether you are in a high risk zone or not,you may need food insurance because most homeowners insurance doesn't cover flood damage. If you live in an area with low or moderate flood risk,you are 5 times more likely to experience flood than a fire in your home over the next 30 years. For many. a National Flood insurance Program's flood insurance policy could cost less than $400 per year. Call your insurance agent today and protect what you've built. Learn more about s=ep_you can take to reduce flood risk damage. It A 4 • i 4• ,• gill • / • o p V� � g1y,eF 14 l le 4 11 - , , • ti I'• 11TT y11; M s? .. . J, . NW. la I,.../- . ►� • •, • _{ l� " 4.5"), I .._____, , c .... . . 1 . ..• • % i '114"411W- • _, 1, 4. • _ \IL4,wi ." ' It': !kip • CIF ASM1 7 Ak& • )14III / i\ 4J,- ip a 104 ' . 4 V ri! mild L 1 y V► I 1+ r rrZt_ • AR ti`_1"�a^x MOW i • int 4 _1 I' /AS , Y. dfi HBO! f ' ! it r ...k.„ 464 I . .ir, . , 1C.."P r-- Selected Flood Map Boundary \.�-- 7::: •► "I`2,,, /// Digital Data Available __- /,4,5.t"�No Digital Data AvailaDlc it----, �' , • ." ID __ • -i POWERED ar Unmapped _ •► ` ' s'.3 • Q c�► __ , _ _-_ 5DA Farrr _ City of Asper:. �+ f� jtjtI 1 I ' ► NT APPENDIX C-PLAN SET RECEIVED 05/08/2023 3 ASPEN BUILDING DEPARTMENT HOUSE WOODY CREEK ENGINEERING 931 GIBSON AVENUE WOODY CREEK ENGINEERING,LLC P.O.BOX 575 WOODY CREEK,COLORADO 81656 (P):970-429-8297 WOODYCREEKENGI NEERING.COM ASPEN CO 81611 iiielliPli ® ,,,,,,,,,,,,,. „...,4_,....._. NOTES. ; A;p.asFO= �05 4/28/2023 0�; 1. ALL MATERIALS,WORKMANSHIP,AND CONSTRUCTION OF PUBLIC : ! 427' IMPROVEMENTS SHALL MEET OR EXCEED THE STANDARDS AND k- <0.46 SPECIFICATIONS SET FORTH IN THE CITY OF ASPEN("COA")MUNICIPAL -"FSS/ONAIENG''. CODE,COA TECHNICAL MANUALS,AND APPLICABLE •--• STATE AND FEDERAL REGULATIONS.WHERE THERE IS CONFLICT BETWEEN THESE PLANS AND THE TECHNICAL MANUAL OR ANY APPLICABLE o Aspen Center la -'�' ...a�4, 0 STANDARDS,THE HIGHER QUALITY STANDARD SHALL APPLY.ALL UTILITY N en"irpr"npmalStudies *A* ;i ,I ke itMerchsrAre H„ter ore 9 WORK SHALL BE INSPECTED AND APPROVED BY THE UTILITY. oN 9 xw 4condpmi"'gm.. ;9 Points°Interest Travel 2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION > ® ° StringseySue AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS w BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND,WHERE "" a„khsr I CI a3 % % POSSIBLE,MEASUREMENTS TAKEN IN THE FIELD.THE INFORMATION IS NOT o °r M„g,,,�p° 4 g TO BE RELIED UPON AS BEING EXACT OR COMPLETE. o 9Replsy Sports v Cerren,usl-Aspen - g npanmems 0. 3. THE CONTRACTOR SHALL HAVE ONE(1)SIGNED COPY OF THE cn 'Aspen Chamber F cibo g 9 a APPROVED PLANS,ONE(1)COPY OF THE APPROPRIATE CRITERIA AND L.L. A Resort Association 'sy,t" n4,." o S P A penR dyn"k °gin € n / a SPECIFICATIONS,AND A COPY OF ANY PERMITS AND EXTENSION I 4Re rearipncamar yarkci AGREEMENTS NEEDED FOR THE JOB ONSITE AT ALL TIMES. Aspen Wine 85plrits Alpine Ace Hardware W U G New Smuggler 5 ch.'',s, 9 9 w,d'4 sown Naa k,q 0 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OF m ,nd Chlckenheed Mina onr nra,lnn W John Denver Sanctuary Q and es On v Q Q 0 SAFETY INCLUDING,BUT NOT LIMITED TO,EXCAVATION,TRENCHING, o_ 4 kM"""'"'" SHORING,TRAFFIC CONTROL,AND SECURITY. o S • -W, oan shehdan Mollie Gibson Park , Fvpoditfons 0 .-a r a,a s 5. IF DURING THE CONSTRUCTION PROCESS CONDITIONS ARE m e a"� ENCOUNTERED WHICH COULD INDICATE A SITUATION THAT IS NOT I �' Aa'S1 Smuggler Racquet Club o 0 s + ® IDENTIFIED IN THE PLANS OR SPECIFICATIONS,THE CONTRACTOR SHALL l z 9 Hotel Jerome,Aube'9 Rio Grande Perking e'°^'"'"rr by v Smuggler O Respna Cokpcapn g --_ q Mountain Tragheaa `t. _ CONTACT THE WOODY CREEK ENGINEERING,LLC IMMEDIATELY. W r m Ma"n2 © oy '''''.9 Po a 6. ALL REFERENCES TO ANY PUBLISHED STANDARDS SHALL REFER TO \ oo * 9 ©craoetul0eli B s R" ' THE LATEST REVISION OF SAID STANDARD UNLESS SPECIFICALLY STATED / ,> 931 Gibson avenue 5 $ ? n N_ G' White Fouse Tavern EMaMS, m re,„ t Q ,. 3 OTHERWISE. Q o DI9 1. 7. THE CONTRACTOR SHALL SUBMIT A TRAFFIC CONTROL PLAN IN co a The LIPS ore j wcropoutan.,.....9 More WITH MUTCD TO THE APPROPRIATE RIGHT-OF-WAY Z 0 ' ° w" AUTHORITY(TOWN,COUNTY OR STATE)FOR APPROVAL PRIOR TO ANY O ©Alpineeank a ay B Qe4 CONSTRUCTION ACTIVITIES WITHIN OR AFFECTING THE RIGHT-OF-WAY. O) ` zl oh,, Baldwin Gallery °p^'^sr �' 1 0 9k� THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ANY AND ALL v m ©Impacwtuta Kenichi 2 ke, TRAFFIC CONTROL DEVICES AS MAY BE REQUIRED BY THE Ca ., '-' 'ape"and cooper 9 New York Pizz ROgr^0Fork-g(p� CONSTRUCTION ACTIVITIES. � W r, y t 8. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LABOR AND — L OI the Rea Gnlpn9 q g '"`°""" MATERIALS NECESSARY FOR THE COMPLETION OF THE INTENDED D 0 o 'c Monarch Wageer Park 9 9W"'k 9 N `, O MPROVEMENTS SHOWN ON THESE DRAWINGS OR AS DESIGNATED TO BE ,I-1-1 m fa a,,,a© _ Aspen Art Museum `, upmi^os Pizza —.,Ave u a PROVIDED,INSTALLED,OR CONSTRUCTED UNLESS SPECIFICALLY li MonntamChaleLAspen 9 g NOTED OTHERWISE. 0 9 L] 9BellywAapen I. "Pon.,, ¢ O O B 'Four Mountain anspp"s ®ruyMaLket a 9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ROADWAYS atea"Ea° '.• 1 9 FREE AND CLEAR OF ALL CONSTRUCTION DEBRIS AND DIRT TRACKED FROM m ©Tre 3,Regis Aspen Grog Shop " Claire Condos _ W Aspen Resort p0.na„,ger L-J O((ormerly Great. Colorado Band Services THE SITE. H "d5 The Line heu o B Z' Pleasar tr ,,raio n 10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECORDING AS-BUILT 4/26/2023 DATE OF PUBLICATION 12, 9 Aspen Mountain ©i F°�^ ATM "ork e, 9 INFORMATION ON A SET OF RECORD DRAWINGS KEPT ON THE 3/22/19 HPC PROGRESS Z Ski Resort-Aspen...v q A �` Anpe"°'""° e°"''v0Arp © •6 0 I. CONSTRUCTION SITE AND AVAILABLE AT ALL TIMES. ©umomIte Vohs Q 3 5/9/19 HPC REPORT w Aspen Colorado Travel 9 `,,,„„ Ute Condominiums a s� P 11. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ARE NOT TO BE -Ski Lodgingpeaisa... s"On v 7/17/19 100%DD aspen Alp © ¢+'e 6 9 nd°miniums n GI°7HolePark me l" de SCALED FROM ANY DRAWING.IF PERTINENT DIMENSIONS ARE NOT SHOWN, Q ,ri 7/30/19 SIDEWALK DESIGN hunt.Queen fond„ • �'� a Gooale _ CONTACT WOODY CREEK ENGINEERING,LLC FOR CLARIFICATION AND o ANNOTATE THE DIMENSION ON THE AS-BUILT RECORD DRAWINGS. 8/30/19 PERMIT o 15.THE CONTRACTOR SHALL COMPLY WITH ALL TERMS AND CONDITIONS OF 12/11/19 COA REV 1 VICINITY MAP N THE COLORADO PERMIT FOR STORM WATER DISCHARGE,THE STORM 1/30/2020 COA WATER SERVICE WATER MANAGEMENT PLAN,AND THE EROSION CONTROL PLAN. 4/29/22 CHANGE ORDER 0 100 200 400 800 0 16. ALL STRUCTURAL EROSION CONTROL MEASURES SHALL BE H 7/24/22 UTILITIES o Scale:1"=200' INSTALLED AT THE LIMITS OF CONSTRUCTION PRIOR TO ANY OTHER ce EARTH-DISTURBING ACTIVITY.ALL EROSION CONTROL MEASURES SHALL BE 9/20/22 UTILITIES z MAINTAINED IN GOOD REPAIR BY THE CONTRACTOR UNTIL SUCH TIME AS 4/26/23 UTILITIES/COA REV w THE ENTIRE DISTURBED AREA IS STABILIZED WITH HARD SURFACE OR w LANDSCAPING. H 17. THE CONTRACTOR SHALL SEQUENCE INSTALLATION OF UTILITIES IN > SUCH A MANNER AS TO MINIMIZE POTENTIAL UTILITY CONFLICTS.IN COVER SHEET S GENERAL,STORM SEWER AND SANITARY SEWER SHOULD BE CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER LINES AND DRY N UTILITIES. ° 18. ARCH 100'-0"=7934.00' C O .O rtEDE VED 05/W172023 ASPEN BUILDING DEPARTMENT PROPERTY LINE BASIN BOUNDARY WOODY CREEK ENGINEERING WOODY CREEK ENGINEERING,LLC P.O.BOX 575 WOODY CREEK,COLORADO 81656 (P):970-429-8297 WOODYCREEKENGI NEERING.COM 811 . / , , \ / 2 / \ ., / \ / / , __ __ ______ __ 1 .„,,,,,,.,no........,...,F.4,....... . , , / ,„, , 1 /\ ..)_._ \ :°04 ,,,..0„. .i 4/26/2023 F \ N ! 427 / N d - ./' 4,: / \ / SSIONALe4.,' A / / V / / \ _ // � 0 N I � � J �\ A � \\ \ / EX:1 I o \ ABANDONED\ \ \ I AREA:15,495 SF / \ \ o \ 10'HOLY CROSS X \ \ \ \ crH > ELECTRIC / ` I / \ EASEMENT \ \ / \ \ / = \ / \ \ / \\ m \ �� I • z \ \ \ \ W m V A\ > c0 /\ \\ Q r- o\ \ \ 00 � � IOC zl � W COEl , cn \ mzcn 0 O cn 2 rnQ w 4/26/2023 DATE OF PUBLICATION 5, CD 3/22/19 HPC PROGRESS z 5/9/19 HPC REPORT y, 7/17/19 100%DD m U 7/30/19 SIDEWALK DESIGN > 8/30/19 PERMIT o 12/11/19 COA REV 1 j 1/30/2020 COA WATER SERVICE o m 4/29/22 CHANGE ORDER mo 7/24/22 UTILITIES o 9/20/22 UTILITIES m CD 4/26/23 UTILITIES/COA REV w IMPERVIOUS FLOW PATH Tc w BASIN NO. TOTAL BASIN % RUNOFF RUNOFF RUNOFF FLOW PATH SLOPE (Computed) Tc(Regional) Tc(min) Inlensity(5yr) Intensity(10yr) Intensity PEAK FLOW PEAK FLOW PEAK FLOW ce TOTAL BASIN IMPERVIOUS AREA (ACRES) IMPERVIOUS COEF.5YR COEF.10YR COEF.100YR LENGTH(FT) (FT/FT) (min) (min) (in/hr) (in/hr) (100yr)(in/hr) 5YR(CFS) 10YR(CFS) 100YR(CFS) EXISTING o AREA(SF) AREA(SF) (ACRES) O BASINS EX 1 15,497.00 0.00 0.356 0.000 0% 0.08 0.15 0.35 158.00 0.0443 14.16 10.8778 10.8778 2.3243 2.7964 4.4669 0.066 0.149 0.556 N ------0-000------ o Total 15,497 0 0.356 0.000 0% 0.066 0.149 0.556 0 5 10 20 ao N Scale:1"-10' / /O O m LzE V OD/VDEe/2023ED ASPEN BUILDING DEPARTMENT / PROPERTY LINE BASIN BOUNDARY WOODY CREEK ENGINEERING PIPE WOODY CREEK ENGINEERING,LLC P.O.BOX 575 �� CREEK,PE WOODY C OLORADO 81656 70-429-8297 41‘ *k,lioiO4/ 4 / WOODYCREEKENGINEERING.COM W i''''''-�\/PR:3.6 / / / \ ♦ R # #i 4 .t. ,,, .,„ : , 8p . . \ 1 4 .. .. _........, . ,,,,,,'-'''. .,,,,„,,.., . , ........,,,,,, • ♦ I AEA=26 , AREA=2937 /"1r ' PR:3.0 PR:3.9 • /t \ • , SF EA=317 (AREA=25 N. 7 PR:3. SF /• ♦\ 7 AREA325 'PR:WW�4j) SF /7 / AREA/_\ /7 •\ SF�R:3.1 \ i / l -\ ,'QPpO LICE"-- \ SF EA-7 '\ / '.� \ .0/.` �AA•gi:',0o0:'S o•.\ 'R:3.2 .� el?4/26/2023 T V AREA=325 PR:WW1 � ♦ -7 \ SF AREA= / i� 427- \ PR:3.5 1 SF !�PR:3.1 ( �r� \ \ ", AREA=127 / SF EA=E39\ : •:-c 6S/ONAI ENG\•, I SF PR2.0 X:1 AREA=739 \ 4.', PR:3.3 �. AR A6EP.:15.495 SF I + / \ SF 3 \ ABANDONED \ ♦ ♦ AREA=251 • \ 10'HOLY CROSS '�/ SF SF \ V // o \ ELECTRIC ♦ 1"1 ' ♦ •":3.6 �' N \EASEMENT \ \ SREA=8328 ♦ ♦ ��EA=143 \ \ • �\ \ \ A� ♦ ♦ PR:2.1 A\ PR1.0 \ \ v AREA=5�4 \ AREA=1903SF p \ •:WW3 \ \ w w \ � \\1 w \ \ •... p1T \ \ • m • z AIIIIIIIIIIIIIII \9././ , ' // ./ I • 0 \� I w m L \ PR:WW2 \ o AR \ SFEA=36 j �I z � � w U o o m \ 0, C IMPERVIOUS FLOW PATH Tc O rn CO "' o TOTAL BASIN % RUNOFF RUNOFF RUNOFF FLOW PATH Tc(Regional) Intensity(5yr) Intensity(10yr) Intensity PEAK FLOW PEAK FLOW PEAK FLOW T BASIN NO. AREA SLOPE (Computed) Tc(min) y m TOTAL BASIN IMPERVIOUS AREA IMPERVIOUS COEF.5YR COEF.10YR COEF.100YR LENGTH(FT) (min) (inmr) (inmr) (100yr)(in/hr) 5YR(CFS) 10YR(CFS) 100YR(CFS) AREA(SF) AREA(SF) (ACRES) (ACRES) (FT/FT) (min) Q 4/26/2023 DATE OF PUBLICATION /r CD MEM 1,878.00 1494.00 0.043 0.034 80% MEMMIMMEIM 48.00 0.0208 MEM 10.2667 5.0000 MEM 3.9596 MEM 0.084 MEMEL= 3/22/19 HPC PROGRESS ,, 6,313.00 570.00MEEMMEIMMMMXIMMEM 0.40 158.00 0.0443 MEM 10.8778 10.8778 MIZIMEEM 4.4669 0.046 0.089 MEM 5/9/19 HPC REPORT w 1 I M. 3,009.00 79.00 0.069 0.002 IL5 158.00 0.0443 10.8778 10.8778 �� 4.4669 0.016 0.036 7/17/19 100%DD rr PR:2.0 483.00 483.00 =JIMMIE 100% 0.90 MEM 0.96 8.00 0.0200 0.83 10.0444 5.0000 MEMMZEMEIMMEM 0.040 0.067 o 7/30/19 SIDEWALK DESIGN PR:2.1 I 594.00 594.00 0.014 0.014 100% 0.90 0.92 0.96 9.00 0.0200 0.88 10.0500 5.0000 3.2911 3.9596 6.3251 0.040 0.049 0.082 0 PR:3.0 ' 317.00 11 0.007 0.007 100% 0.90 0.92 0.96 12.00 0.4500 0.36 10.0667 5.0000 I 3.2911 3.9596 6.3251 0.021 0.026 0.044 6/30/19 PERMIT o 11 11 0.000 0.000 MIZE 0.90 MEM 0.96 MEM 0.4500 MEM 0.0667 5.0000 1 3.2911 3.9596 MEM 0.000 0.001 0.001 12/11/19 COA REV 1 PR:3.2 325.00 MEE 0.007 0.007 100% 0.90 0.92 0.96 12.00 0.4500 0.36 10.0667 5.0000 1 3.2911 3.9596 6 325 MEM 0.027 0.045 1/30/2020 COA WATER SERVICE o m PR:3.3 I 251.00 MUM 0.006 0.006 100% 0.90 0.92 0.96 16.00 0.4500 0.42 10.0889 5.0000 ' 3.2911 3.9596 EMEMEE 0 02 MEM 4/29/22 CHANGE ORDER o PR:3.4 1 325.00 325.00 0.007 0.007 100% 0.90 0.92 0.96 12.00 0.4500 0.36 10.0667 5.0000 . 3.2911 3.9596 6.3251 0.022 0.027 0.045 7/24/22 UTILITIES o PR:3.5 1 127.00 127.00 0.003 0.003 100% 0.90 MEM 0.96 MEE 0.4500 MZE 10.0667 5.0000 MEM 3.9596 EME 0.009 0.011 0.018 9/20/22 UTILITIES ce PR:3.6 1 143.00 143.00 0.003 0.003 100% 0.90 MEM 0.96 6.00 0.4500 MIEMMIEUM 5.0000 Mg. 3.9596 MEM 0.010 0.012 0.020 4/26/23 UTILITIES/COA REV w PR 3 7 1 26.00 26.00 0.001 0.001 100% 0.90 MEM 0.96 4.00 0.4500 =MELEE= 5.0000 MEE 3.9596 6 3251 0.002 0 002 0 004 PR:3.8 I 11.00 11.00 0.000 0.000 100% 0.90 0.92 0.96 2.00 0.4500 0.15 10.0111 5.0000 3.2911 3.9596 6.3251 0.001 0.001 0.002 , PR:3.9----1 25.00 25.00 0.001 0.001 100% 0.90 0.92 0.96 4.00 0.4500 0.21 10.0222 5.0000 3.29 1 3.9596 6 325 ---- 0.002 0002 ---- 0003----- m PR3.10 I 739.00 739.00 EZIE 0.017 100% 0.90 MEM 0.96 MEE 0.4500 MEM 0.0667 5.0000 MEE 3.9596 6.3251 0.050 0.061 0.103 PROPOSED o PR:3.11 739.00 739.00 EZIE 0.017 100% 0.90 MEM 0.96 MEM 0.4500 MEM 0.0667 5.0000 MEE 3.9596 6.3251 0.050 0 os MEM 0 PR:WW1 94.00 94.00 0.002 0.002 100% 0.90 0.96 11 0.0200 10.0111 5.0000 3.2911 3.9596 6.3251 0.006 0.008 0.013 BASINS PR:WW2 36.00 36.00 0.001 0.001 100% 0.90 MZE 0.96 MEM 0.0200 MEM 10.0111 5.0000 3.2911 3.9596 6.3251 0.002 0.003 0.005 N N PR:WW3 23 23.00 0.001 0.001 100% 0.90 0.92 0.96 2.00 0.0200 0.42 10.0111 5.0000 3.2911 3.9596 6.3251 0.002 0.002 0.003 /�, o PR:WW4 32 32.00 0.001 0.001 100% 0.90 0.92 0.96 2.00 0.0200 0.42 10.0111 5.0000 3.2911 3.9596 6.3251 0.002 0.003 0.004 0 5 10 20 40 N -------------------- Scale:1"=10' o' Total 15,497 6,440 0.356 0.148 42% ----------- 0.437 0.590 1.165 OzEDE DIED OD/Ve/2023 ASPEN BUILDING DEPARTMENT NOTES: 1. SEE C400, 401, AND 402 FOR DETAILED GRADING WOODY CREEK �w INFORMATION FOR ENGINEERING 411i�;1 DRIVEWAY, PAN, SIDEWALK AND CURB AND GUTTER.. NUR% 1 w WOODY CREEK ENGINEERING,LLC REMOVE AND REPLACE 2'ASPHALT SECTION PER COA P.O.BOX 575 /� 11l11��, \W\ ENGINEERING STANDARDS. WOODY CREEK,COLORAD081856 4 ro , \'�111 W\ USE EXISTING SEWER SERVICE PER ASPEN WOODYCREEKENGINEERING.COM M 1� W CONSOLIDATED SEWER DISTRICT STANDARDS. Ikkli, W 7*2�� 1 �.1 1 1.50 FT ,1�\11�_ \W ABANDON EXISTING SERVICE PER COA **** 5.00 FT �`_\R1::,_ w STANDARDS PR3.7 CONNECTION ...;,/ !` '\���� RIM:7932.79 i i a !//, ��11i\, W 0+30 INV IN:7930.78 6"PVC �Mi� NEW 2"TYPE K COPPER WATER SERVICE INV OUT:7930.77 6"PVC . *„ \....- 0 0' NEW TAP MIN 18"FROM OLD ..I n \i;::.o Q -4, ABANDON EXISTING SERVICE PER COA /F Mp x �' 4 F"f* s 0 �\��/, STANDARDS C0 GN \ �1�\_ W 8"OF VERTICAL SEPARATION BETWEEN THE ` , 4T/p \ /* „ \ ,1°''.`, "qt WATER SERVICE LINE AND SANITARY MAIN LINE 70„.„,...,,, ,,_,„, `eqp�O' a 0'> ��.��,� MUST BE MAINTAINED.WATER SERVICE LINE FN F AT/ \ *' * 5 , ��rN� \W SHOULD CROSS ON TOP OF SANITARY MAIN.IF9 /� *' *� (** a *`,. I ���::,_ \ REQUIRED SEPARATION ISN'T ACHIEVABLE THEN -, I 141141r7P + -t, 7938 ` N' CROSSING DETAIL ON SHEET C501 SHALL BE =£ e a iOx�`��\�\off / UTILIZED. / ® 9 /*," PR34 AND 39.CON CTION 4 `'rAb, W\w• /� o -; ® ♦ >g3?>! MV IN7931.026"PVC o O�So 04111111h-h, 1.00 F$V S \ INV OUT:7931 01 6"PVC -- ,-7937 _ ,�\��i` o \ ♦�� a V�\� 7793937,..0533 16 F CLEANOUT5 '� ♦ DO SS . � -�\�\ \ AY -..__ RIM 7931.99 •♦ �' \ if,, OCROS EC'ON _ \IGh 0.P F INV IN:7930.02 6"PVC EWER SERVIC S ,.._ ® GRAVITY u S ��•� S „ * ** I +00 4 � . 7937 W ,� DRIOE FLOWLNTE�IGNMENTRLINE M EXISTING CONTOUR ���:�'S'�""4/"'NSF° INV OUT:7930.01 6"PVC ♦ 1 S o , 0'•. ♦ CLEAN OU N 5'OF STRUCTURE _ xT :: - Ox ��yNp ��:i�7sa7' I��\► 0+00 a�-,4/26/2023 PR 3.2 AND 3.3 CONNECTION ♦ -" MIN OVER W ® * ,:)`.0, 1 2579 /y \.\ MEM � RIM.7932.00 FFP s 3S \-,A= _� IN ALT 2 , �� R OVE AND REPLACE ASPHALT SECTION PER COA INV IN:7929.77 6"PVC %* > 9a1 -_0 __1g7A - INV IN.900 7E6 TP0 x a7 s a���gjrAMIEN.A [�Ifi.INEERING STANDARDS. ___ PROPOSED CONTOUR •J ',,, INV OUT:7929.77 6"PVC ry Tp Ogr ♦,�,-„-„- ., \ RIM: .'91 C. '' \II'i'7�REI DRYWELL ---`,.0'..--. .-______-_,,,,....,,,,..„_.. ...' � ' �_ -- e ''` 93 "'c ' PROPERTY LINE ---5 ONAI N �� �� S INV OU 931 87 6"PVC > x 9a�so �E/ - $ E '' I PROP � _t.441.10. � � �� � PR3.11•�ONNECTIpN ALT 2 ` e WQCV REQUIRED FS-15 DEPTH:199 CF j7 � �T ��WER SERVICE �• I'1��� /INV OUT:9133.016" VC- % \\ G� „ T• ..,../ ® PIPE 3 / 1 _ M - 1• BACK OF SIDEWALK ALIGNMENT o 100-YR RETENTION REQUIRED 614 CF -% O / \ �OP�EJECTOR PUMP ;Y'® CURBSTC,@�� \ VOLUME PROVIDED.653 CF - e '� :SEWER SERVICE *., 'S m *�I 1+00 N INV IN:7929.50 6"PVC "b1 GRAVITY � - INV IN:7929.456"PVC c j ND DRIVEWAY CC?EhLINE ALINGMENT0�9 ,. 3g31 �w �/ � � GUTTER INV IN:7929.50 6"PVC = M: d° - •- ••e ED } 13.6• T `1'• Y �• a ' �e �',! !r TRANSFORMER& L/ n ! /0 � ` / /t@w>93\ / XXTw4fd.>,� / j 1 NDERGROUND EASEMENT UTILITY SERVICE ct 10.0+FT Fp \ > C, 3> 4'PAD OVER 5'DEEP VAULT \ 9g.'2s •S. o • o 3 , 12.00 w /or ?so .- :' l F / i �l E=ELECTRIC o �l •ABANDONED \ , r" '.. �. •> ? . / ♦ c; 0 /'` Ocn 10'HOLY CROSS :�„ 0.00 FT y. �� SO• " * ��G �Y /�/ G-U DER R UND ELECTRIC pra �EA�EMENT � � p� ,, 9 ‘9 \\ . Or/ -o % GASN - _ /; > * b r �s ��� \ SS=SANITARY SEWER - y j93 DRIVEWAY TRENCH \ TD 1 C,vNNECY N i I 2 MIN LENGTH.2fi' �J /� >� / DRAIN couECT PR: �Tg INVO T:7931.34 'PV �V G!�, Lite /. ,45 �� „ �® W=WATER �:• //CONCEALED TRENCH RIM793225 �,, �� �� -T T=PHONE LINE FI /�, ,. DRAIN 2(SEE ARCH) INLETS - , ` ' 2 CIV CT,/ CTV=CABLE LINE �,. y INV OUT.7931.264 PVC 1 :�. +s M793208 / INV IN:7931.264 PVC RIM:7931.3• \ / �\ / C G • z INV OUT:7929.73 6"PVC ` % �F ' l r0 _ -� /x >• V IN 79 4 PVC / I I I O / P "'g ° '1 y e • <S OUT 7931.•••4„" s W N- N , / i l-�/ / '� 'Varpj 9.9 ,,� Tw> <49 CLEANOUT4 :i IF 4 3 414 1O\ �044 'qp )) \ / r� j RIM:7932.42 �-" J / / / �- 1� - CC) o INV IN:7930.246"PVC / / F/ / - 91N'9�>S Q INV OUT:7930.24 6"PVC 'M 7932.r- a I � / /�� V OUT: 1.47 4"PVC L_ - > ,- / 0 z CLEANOUT 4 PR3.5 AND 3.6 CONNECTION 1 / / � l/' l / 4„. Th,>g3 •1cn"'b / / C \ • 934 93 9a6./ ELECTRIC SERVICE TO (/ , ° m RIM:7932.48 / /F 4 / 1 / , / / l �� •_ ' t` l m VOUT:793544 C /. PROPOSED 0 INV IN:7930.38 6"PVC O -' ^' V OUT:7937.���ddd4 PVC �- ^ INV IN:7930.38 4"PVC ', / /�4 �� n°j j ---- TRANSFORMER ( n INV OUT:7930.38 6"PVC / / / / IS �I PR2.0 AND 2.1 CONNECTION V /. I ,l V / l T" (9 W c� RIM:7931.83 �' F l T� / ST CLEANOUTg� 2 0 INV IN:7930 50 4"PVC • l • FF p931, O INV OUT:7930.50 4"PVC o / TFF = � 1 $3w 4 PVCLL PR3.10 CONNECTION ALT 1 /. / /:• 4 ST • IN 7931 VONTy9�1 9 4 PVC 0 I♦) p RIM:7932.60 >9 dp s f• INV OUT 31.19 4 PVC T Cr) CO INV IN:7930.71 6"PVC If p0 \` ' o INV OUT:7930.71 6"PVC g CLEANOUT 3 '� �' ' 1�> / H RIM:7933.58 +*. 4/28/2023 DATE OF PUBLICATION INV IN:7930.90 6'PVC INV OUT:7930.90 6"PVC 10 3/22/19 HPC PROGRESS z PR3.11 CONNECTION ALT 1 5/9/19 HPC REPORT w "'RIM:7933.96 7/17/19 100%DD o INV IN:7930.994"PVC U INV OUT:7930.996"PVC ° Oa 7/30/19 SIDEWALK DESIGN > 0 8/30/19 PERMIT o 12/11/19 COA REV 1 j RIM:93E 67 1/30/2020 COA WATER SERVICE o NV OUT:931.32 4"PVC 4/29/22 CHANGE ORDER D- 0 7/24/22 UTILITIES o 9/20/22 UTILITIES o' V 4/26/23 UTILITIES/COA REV w Y W W D_ V GRANDING & o 0 DRAINAGE W/ LA N N Scale:15-10 10 20 40 q, C 3 0 O EEIE VED 05/U372023 ASPEN BUILDING DEPARTMENT NOTES: 1. SEE C400, 401, AND 402 FOR DETAILED GRADING WOODY CREEK �4, INFORMATION FOR ENGINEERING i \ DRIVEWAY, PAN, SIDEWALK oIll'ili w�W AND CURB AND GUTTER.. WOODY CREEK ENGINEERING,LLC / �N P.O.BOX 575 / i_ ` \w WOODY CREEK,COLORADO 81656 (P):970-429-8297 '1/111414401400 / N USE EXISTING SEWER SERVICE PER ASPEN WOODYCREEKENGINEERING.COM \W\ / CONSOLIDATED SEWER DISTRICT STANDARDS. ]xzs J.50 FT 0' / / \ __ N' ABANDON EXISTING SERVICE PER COA 5.00 FT N ��� II STANDARDS PR3.7 CONNECTION RIM:7932.79 A 0+30 INV IN:7930.78 6"PVC _- INV OUT:7930.77 6"PVC ;11 '' NEW 2"TYPE K COPPER WATER SERVICE i9wilP. NEW TAP MIN 18"FROM OLD ®� �� o" q / ABANDON EXISTING SERVICE PER COA 5 FT a, Ox STANDARDS / / / N. / \\ ^gam - 18"OF VERTICAL SEPARATION BETWEEN THE ` ,WATER SERVICE LINE AND SANITARY MAIN LINE/ / / / \0�5 �� MUST BE MAINTAINED.WATER SERVICE LINE / / ✓ \ \ / ({ SHOULD CROSS ON TOP OF SANITARY MAIN.IF I \ > 7936, 4 CROSSING DETAIREQUIRED LAON SHEET C OTION ISN'T HISHALL gELE HEN `;V -_ :79:- o TW UTILIZED. / '' f�a PR3.4 AND 3.9 CONNECTION• INVIN:79 1. 0 \ Ox _\ 1 00 F$ \INV IN:7931.026"PVC ` 3INV OUT:7931.01 6"PV,Co CLEANOUT5 :,et' . '\ I "ate S \ \ __� 7ea7s3 i6F RIM:7931.99 1 b�u \ 11 I / S / \ ]937.03 \w , DRIVE AY- NTERLINE ALIGNM T P00 LIC - INV IN:7930.02 6"PVC / EWER SERVICE `�„� 5� ROAD CRO5 C•ON ` )93].5] �. IV ,�pp '• FNs`-- INVOUT:7930.016"PVC o GRAVITY / SS / o 00 ♦ ]m op.o`'UA A.q�o•,Fa /G / 1l� J ]s3].. FLOWLI ALIGNMENT �/ O CLEAN OU ♦NS'CIF STRUCTURE V \z�\ ; o ` �Nke""��� 0+00 EXISTING CONTOUR :a o o \\ 0 2 B'0�� , ]93]i ' 4/26/2023 PR 3.2 AND 3.3 CONNECTION MINT COVER S]a 4 i 427; RIM:7932.00 air l I ';4 ° SS PR3.O CONNECT! ALT 2 `,ah `� ]a3]si kINV IN:7929.776"PVC �T9� a RIM: •'y5.00 / \ PROPOSED CONTOUR 'B,;yINV OUT:7929.776"PVC ) I % / \• \ INV IN:'931.876'PVC �93j ® ]'] 1 -F6S p�W S INV OU 931.87 6"PVC 93]] _ /ONAIEN,,'. DRYWELL ]eaze° yyyNNN '93'� PROPERTY LINERIM:7932.07 / \ / < i \ "u, ]ea].]i & i ....DEPTH:17.67' \ ® s S 9�6 /PR3.7937,pNNECTION ALT 2 1 -5 , ® PIPE WQCV REQUIRED(FS=1.5):199 CF :. / "- '� VOLUME PROVIDED:614 CF SERVICE a INV OUT:7933.01 6"PVC% GN T 100-YR RETENTION REQUIRED:614 CF / •'� SEWER / CURBST�•-�°i ®� BACK OF SIDEWALK ALIGNMENT o ` INV IN:7929.506"PVC .,g R PUMP SEWER SERVICE----______.... % `P� ' 0 00 �, ;; / 7 EJECTOR ` GRAVITY /'''yyy ,°„ GUTTER INV IN:7929.456"PVC �� \ / I �,� END DRNEWAY CENa`ERLINE ALINGMENT0�9 10 GUTTER\ /JG p�j� ♦ � � o INV IN:7929.50 6"PVC ;;_ .A f Oxz4 ) • ���_ 7�_P r¢' �9 J RO'• ED 13.6. n J / I :/ "�\ '�a'db, y + `' ELE1z TRANSFORMER& 3 I , / :✓ 10' NDERGROUND EASEMENT UTILITY SERVICE E 10.0,FT ��;; \ \ G� 4'pAD OVER 5'DEEP VAULT p �i�1 • � / ��� 2.60 / E E=ELECTRIC \ ABANDONED \ / �! \ \ \ 41111 C �.ELECTR CCROSS �. a00� 77I; i \ G=UNDERGROUND EA�E\NT / J \ I o.oQ :•I \ \ 0sy��r .yes /��� GAS v 'I DRIEWAYTRENCR / o` / SS=SANITARY SEWER \ 93 a WIN LENGTH:zs• TD 1 NNECTI QN / J /\ �\� 2 Q DRAIN COLLECT PR'. , \\ INVO T:7931.34tl"P,Q" / ,, i w / `" W=WATER a 93z \� • \ ' 7* / , �/ ���� -7 T=PHONE LINE CONCEALED • 9055/*5*5*/ INLET3 \\ / 00 4'a '. /DRAIN z/SEE ARCH) RIM:7932.25 \\ ' J INLET5 h� \ �/ I INV IN:7931.26 4"PVC �� / / / CTV CTV'. CTV=CABLE LINE I tatir. . \ INV OUT:7931.26 4"PVC 1 ',0// / R.736" VC \ / \\ \\A,1j• \ 1 i• G �• :79314gV" / m INV OUT:7929.73 6"PVC \ itilitsi 10. row a `, \, p �� l \ /o C„ RIM:79 UT4 `a a 8g~� '90 /r COIM:7932.42 o INV IT:7930.24 6"PVC \ I int]r 1 z V INV OUT:7930.24 6"PVC , * T M:7932.0% \f` , 40 INV OUT: 1.47-4 PVE O CLEANOUT 4 PR3.5 AND 3.6 CONNECTIONliiiiii*Iii ••a^o,�o~ i/ r V 934.3 ', ELECTRIC SERVICE TO v m R.386"2.48 4 ,4110* � C N INV IN:7930.38 6"PVC - "� V OUT:7931. 4"P PROPOSED cDINV IN:7930.38 4"PVC \� "fit �// G/ V IN:7931,3 PV VC / TRANSFORMER ^INV OUT:7930.386"PVC7 /fv, Ca Z o,I PR2.0 AND 2.1 C R M:79311ON 83 \" LI // / o0 CLEANOUT INV IN:7930.504"PVC 471.* 7j7�yVtik;, INV OUT:7930.50 4"PVC FT7935 1 I 4"PVC C J PR3.10 CONNECTION ALT 1 , �:9F�/3 - IN:7931INVdOUT�'.7�13t 9 4'VC PVC 0 R.716 PVC • CO_J INV IN:7930.71 6"PVC INV OUT:7930.71 6"PVC `LLO CD Q g CLEANOUT 3 \� H jk RIM:7933.58 4/26/2023 DATE OF PUBLICATION o INV IN:7930.90 6"PVC \ O INV OUT:7930.906 PVC 3/22/19 HPC PROGRESS w PR3.11 CONNECTION ALT 1 5/9/19 HPC REPORT w RIM:7933.96 H 7/17/19 100%DD INV IN:7930.99 4"PVC O INV OUT:7930.996"PVC 7/30/19 SIDEWALK DESIGN > 0 8/30/19 PERMIT o 12/11/19 COA REV 1 j RIM:93E 67 1/30/2020 COA WATER SERVICE o INV OUT:931.32 4"PVC 4/29/22 CHANGE ORDER o' O 7/24/22 UTILITIES o 9/20/22 UTILITIES m o 4/26/23 UTILITIES/COA REV w W D_ V GRANDING & o 0 DRAINAGE R N N O Scale:15-10 10 20 40 1, C30 1 EEIE VED U5/Uef2023 ASPEN BUILDING DEPARTMENT �� d rr NEW 2"TYPE K COPPER WATER SERVICE O S a J w �' ,a"„ II NEW TAP MIN 18"FROM OLD NOTES: + STANDARDS -i OFT '� x' II ABANDON EXISTING SERVICE PER COA 1. DRIVEWAY GRADING '°&'/v w * 7 * �g 18"OF VERTICAL SEPARATION BETWEEN THE WOODY/O O D V CREEK E E K /7 ,, NO a WATER SERVICE LINE AND SANITARY MAIN LINE VV O D I L E L T �FMgk / ,\ 0. MUST BE MAINTAINED WATER SERVICE LINE ENGINEERING / NT AT - _ * , W SHOULD CROSS ON TOP OF SANITARY MAIN IF W 4 W REQUIREDSI 4- -. .,-',',:.'-.:-. '---'-' />4ERVI + ' 7936� +,�� Ai UTILIZED SEPARATION DETAIL ON SHEET C501 SHALL BE a, x* %' * `T93\ °*so 0o F�W WOODY CREEK ENGINEERING,LLC '3 ' \ 7937 \ P.O.BOX 575 �� \ � */„* ]B3].53 \16 WOODY CREEK,COLORADO 81656 / * * 'Alm (P):970-429-8297 p+� „63 a SS " r * •.' E W DRIVE AY NTERLINE ALIGNMENT, -. 0 ��.- 55 x *x ON �ROAD CRO CrCLEAN OUCTURE o o, efff ]93]• 0+00 L �;� !� ,� MIN OVER ll¢ rllS7e �7�� //y 1 - / � s S1• F,. I /� 40 1g3\ SS ,/i J-a]a` 793751 I Rp i��x 9 or y .,�}`/ 7 �T932�a.� / 4 Y�� \ SS m/ •'* �,1, ? , p ` iea�e \W " WERRVICE 4r_ �-. ;*� * CURB$TQ�y� _ BACK OF SIDEWALK ALIGNMENT 8,v ® '•i.; EJECTOR PUMP !llbbb"' Sw �+'j r+00 -. ltIt/ � �,"'�, SEWER SERVICE .w11 �e� '-_� ., 'L GRAVITY ,x iii p l END DRIVEWA jERLINE/ALINGMENT0+69 19''1 - z *j 13.68 FT A'• •49 /"�e 38 y j / �!r TRANSFORMER& �B* ®{y T93� �� ?� _ r NDERGROUND EASEMENT 7i FT y,-;:,.//b.�� 4�.. • �V T0',46 �_ '�*� 1200 �: OTS v4'PADOVER 5'DEEPVAULTI// .3\ 495 SF .,- F i q. / l.� 8 10.00 FT 0 ]] ./ j ti 90 ��p 'OT�3\ PFT938 0 \ :•I \ \ Oxg - `3, �7'. aAM 2 -/s \ ��..J3 / r • x�93 ��� / Gp�'•;y�pUnA Hid;,FOi T9 `" I \ / ?,q]. /�,99 / t� !•�4/26/2023''•F o 7;;,.,,.E7 / / : 1 \ / / 4,46 / I ' l I 1 �� p17.43 .:a 87= 6 / / /�rN l r 's3z I w'9a ® PIPE 2 CN / / F//v4/.4...,� ,c \ o .,5 GUTTER / 3 ' /lFl ;\I , � T ' UTILITY SERVICE ' l l 'Fl ' �� w' 4 :'_,��`✓ l l 5,% C 3k 7, PROPOSED SERVICE TO E E—ELECTRIC D rn/ — TRANSFORMER G G ELECTRIC G=UNDERGROUN > -//r_� w it 7. % '" GAS ��F �� , �Tl ���sr i ; I <. .F4 FF4S�/ - SS=SANITARY SEWER �_� ,� r W=WATER L , °n �-� - �4 ,_. —T T=PHONE LINE ct N CTV CT4' CTV=CABLE LINE i o s 10 20 40 �I I • .,_ W\ o PLAN VIEW Scale:1"=10' N / CO CO n DRIVEWAY CENTERLINE PROFILE Z 0 m O U z' W 1// v/ N o.ss] 2 ��..SURFACE U) Caz D 0 �I 7938 EXIS ING-� .38 0 SUR CE\ —_ —— 1( O W \ , . 2.00% o , Cl) 0 CD Q Q 9"\o 4/26/2023 DATE OF PUBLICATION CD 3/22/19 HPC PROGRESS H 7936 04 38 5/9/19 HPC REPORT w X' \ m_ 7/17/19 100%DD LPROPOSED SURFACE 7/30/19 SIDEWALK DESIGN > 0 8/30/19 PERMIT o 35 7935 12/11/19 COA REV 1 1/30/2020 COA WATER SERVICE H m 4/29/22 CHANGE ORDER o 7/24/22 UTILITIES H 7934 .34 9/20/22 UTILITIES ES 4/26/23 UTILITIES/COA REV H Y W ir ES 79331 •33 DRIVEWAY o ,, PLAN & PROFILE 0 1/2 1 2 4 NO I 7932 Vertical Scale:1"=1' 0+69 0+50 0+25 0+000+02 / C400cn PROFILE VIEW Horizontal Scale,1'=10' 20 40 (EDE DIED o5/GMf2023 ASPEN BUILDING DEPARTMENT % 4rittw NOTES: * w� 1. DRIVEWAY EXTENDS FROM w / 7.- / 40114--------- --,,lir ,w 0+00 TO 0+13.14. WOODY CREEK - \w 2. TRANSITION TO 3' WALK ENGINEERING ' \ USE EXISTING SEWER SERVICE PER ASPEN w CONSOLIDATED SEWER DISTRICT STANDARDS. FROM 0+13.14 TO 0+13.51. 7,41 75 *, „ ,.�0�..50 FT� 4 w 3. 3' WALK FROM 0+13.51 TO **" ** * , »* „ \.W ABANDON EXISTING SERVICE PER COA 0+24. FORESTER WOODY CREEK ENGINEERING, LC IF CITY P.D.BOX I LLC -�� STANDARDS "' / rr W WOODY CREEK, 575 DO 81656 *" S �� 0+30 ALLOWS, USE 4' WALK. (P):870-429-8297 1------'---- ] *," ,. Qa �� w\ NEW 2"TYPE COPPER WATER SERVICE 4. TRANSITION FROM 3' TO 4' WOODVCREEKENGINEERING.COM * -- a ,00 if,_ �, w NEW TAP MIN 18"FROM OLD o` w ABANDON EXISTING SERVICE PER COA WALK FROM 0+24 TO 0+25. 4 x 5 FT'"*, 0. STANDARDS A<.4�r�a l � �� 5. ROM 0 25 TO ' W 18"OF VERTICAL SEPARATION BETWEEN THE 4' WALK + ND SANITARY MAIN �, q .+ MUST BE MAINTAINED-- WATER SERVICE LINE AWATER SERVICE LINENS 0+73.81. FNr'rq p .* *, 1 % +*, _ I{, SHOULD CROSS ON TOP OF SANITARY MAIN.IF *+ \ SHOULD C SEPARATION ISN'T S ACHIEVABLE SANITARY MAIN THEN 6 5 // - 1\� \w CROSSING DETAIL ON SHEET C501 SHALL BE TRANSITION FROM 4' TO ' a 7938 �, - Ox,.s-- ii UTILIZED. +* *.* ** w WALK FROM 0 73.81 TO 8p a �F /oi ' <{ �*r** o so ` 1.0 w 0+8 . ** +** * "' 9 30 x�,_,, ]g37.63 16- 7. 5' WALK FROM 0+89.30 TO III p x� ]93].03 - � \W 4 DRIVE AY' NTERLINE ALIGNM'�T ROAD CRO EC ON 1+41. �" .. 1 EWER GRAVITY SS \ * .. 7s37 s7 �. : r0 r �� _CLEAN OU) V4 OF STUCTURE \S LI o 00 � 7Hu,_ z93�,' FLOWLI ALIGNMENT8. USE FLOATING SIDEWALK MIN OVER % IY T9 I O'2S7s. �7qH ¢ 0+00 �� F e T 9s o` 3q S * DETAIL FROM 0+13.14 TO i A �F> �Ii � 93].61 • \w 9 4�� ,� �, s � >s 93 n 0+73.81. USE STANDARD �����,.._,' % ,// \ ;j �i 4.F.: w0 *+ + 93]], SIDEWALK DETAIL FROM �� � -:. � �� � 6 * A e 'Q00 LICE"- frerkillk v' / ii ] / �� SEWER SERVICE, i` \�i*° ^9� +** ****+ .` + " / ,' CURBST Pam.* � BACK OF SIDEWALK ALIGNMENT 0+73.81 TO 1+41. ° ••• NF t ,�O�.oOA q'yic SO • AAA � �y�d . / � .� EJECTOR PUMP - ;SEWER GRAVITV,Ii "• wf "* • � �' *+ +00 �: d `�, 4/26/2023 9. AIRSPADE. z ,z7• \ END DRIVEWAY" E LIN LINGMENTO+9 *,' 31 ` 'oei+ �j 10. PARKS s J CONSULT WITH �'. :1 \ V 1368FT ►� iii :C O / ,� \ e >� __ � '�e�`2o' ]y �� ��� •'<TRANSFORMER DEPARTMENT, --•_SSIONAIE�•,•0 \ k, 3� �, r NDERGROUND EASEMENT oodFT 3/4 \ >sa, 9 ' / G ENGINEERING " 4'PAD OVER 5'DEEP VAULT ABANDONED V . * .:.,;' , • 4968F / �• > -� / �!-� DEPARTMENT AND WOODY \ 10'HOLYCR•S 0 ,el.,,,,,,'? ��� ELECTRIC �a. o.oOFr y"� , ��� \�s0 6�. '' e* ,' / / / CREEK ENGINEERING \EASEMENT �� ,� 'm„16.- \ py^E- �, / a� > •0>9'�� ~ \ :„ e 0 „4s , / \lI AFTER AIRSPADE TO , / VERIFY SIDEWALK PLAN. 0 5 10 20 40 f�� ct Scale:1"=10' ® PIPE N PLAN VIEW w ct GUTTER I c6 w UTILITY SERVICE BACK OF SIDEWALK PROFILE L E=ELECTRIC co —G G=UNDERGROUND I GAS W x- i ss SS=SANITARY SEWER > CC) W W=WATER CO n 7937 7937 —T T T=PHONE LINE Q / CTV CTV CTV=CABLE LINE Z 0 O z �A-0 W (/) U cn 0El 7936 7936 0 EXISTING SURFACE (//�� PROPOSED SURFACE �// z oil D 0 W N 7935 — / 7035 LL m 0 p / m f^ o CO o w = d7 Q 7934 P934 4/26/2023 DATE OF PUBLICATION 12, 77 3/22/19 HPC PROGRESS w 5/9/19 HPC REPORT Y 7 w 7933 - 7�33 7/17/19 100%DD 0 / 7/30/19 SIDEWALK DESIGN > 0 8/30/19 PERMIT o 12/11/19 COA REV 1 j / 7932 y032 1/30/2020 COA WATER SERVICE o 02 4/29/22 CHANGE ORDER o i 7/24/22 UTILITIES o 9/20/22 UTILITIES ce C9 I 17031 4/26/23 UTILITIES/COA REV w 1+41 1+25 1+00 0+75 0+50 0+25 0+000+02 w w ce Station c.. BACK OF SIDEWALK o PLAN & PROFILE g 0 1/2 1 2 4 Vertical Scale:1"=1' PROFILE VIEW Horizontal Scale T'=10' 20 40 C40 1 1EDE DIED 05/U6t2023 ASPEN BUILDING DEPARTMENT w NOTES: W 1. INSTALL PAN AT DRIVEWAY \ ENTRANCE. PAN SHALL WOODY CREEK � nrENGINEERING \wSLOPE DOWN AT 1 PER 1N •411/ ,' \ USE EXISTING SEWER SERVICE PER ASPEN PER COA PAN DETAILS FOR W CONSOLIDATED SEWER DISTRICT STANDARDS. 1 zsso FT w WOODY CREEK ENGINEERING,LLC * lis----. ... \k, /' ABANDON EXISTING SERVICE PERCOA �, 1' CURB PAN FROM 0+00 TO • 5.00 FT � STANDARDS P O.BOX 575 WOODY CREEK,COLORADO 81656 - * W 0+30 0+74.26. (P):970-429-8297 �- •� �'�WNEW 2'TYPE K COPPER WATER SERVICE 3. TRANSIT ON TO 1.5' CURB WOODYCREEKENGINEERING.COMv ro NEW TAP MIN 18 FROM OLDpp �+ 8,v `" ���� oAw ABANDON EXISTING SERVICE PER COAPAN FROIVI 0+74.26 TO aPMOG _� 'i 5 FTa,\ "it: 2 \ STANDARDS 'i' W18'OF VERTICAL SEPARATION BETWEEN THE C4vT NO ,/ \ w \ ,"� WATER SERVICE LINE AND SANITARY MAIN LINE 1+0.33. /7„6F /NM / \OFNT'rgT / �� 0>s , \W SHOULD CROSS ON TOP OF SANITARY MAIN. 4. CONTINUE 1.5' CURB PAN _ _ _ . REQUIRED SEPARATION ISN'T ACHIEVABLE THEN �/ Alli � / �;, \ \w CROSSING DETAIL ON SHEET C5015HALL BE TO EXISTING DRIVEWAY a �4" �� 7936� p*,� - AI UTILIZED. \ �� WEST OF PROPERTY. O ,® w DD a ''yam` „,,,,,,, . 42,>S - 7937 1. /'' .::,0 ` *" •ROAD CRO EC 44001JEAYNTERLINE ALIGN EWERSERVIS , -'' ON '.. GVITY * r 9az.• FLOWLI ALIGNMENT = CLEAN OU r N 5'OF STRUCTURE x \ * o '0'- % ` 0+00 1 MIN OVER o „ °S]s. �� I / FFFg3 ' ]ai_/ i / "—�3'" / am T*r / s94. �► , �URBST7<i.i�� BACK OF SIDEWALK ALIGNMENT GO:�p Off. • x �; EJECTOR PUMP E 444,1„ * j +00 4/26/2023 :SEER SERVICE * .�! �e? GRAVITY � /�. ! 427 ' `v j S.. END-OR AY -SERLINEALINGMENT�91. �93 J*' „ < ,ti-• •• 'k 13.68 FT ;' �\ _- % • / ( i * ! 4906 �/ ,1116..... `% ---`SS/ ENGi•' ' -:i �• �% \ \ >k, / '� / !*TRANSFORMER 8 _ NDERGROUND EASEMENT 100,FT- >g, 2S� G 3>S 4'PAD OVER S'DEEP VAULT \ - � ,:, 495SF •/ ::-/N 45 �, � , 12.0j / ® PIPE o ABANDONED40, -----Alt. �q'. �'`- i / / c� 10'HOLY CROSS -44 : io4 sr/° / G GUTTER 00 FT 0. illk J -, N '''EASEMENT .�� 1 .", .I \ / / . �i2 `> � r r i \ ....�..� I vo "NI .'oaf m..., • \ l N 4) UTILITY SERVICE E D 5 10 20 40 E E=ELECTRIC Scale:1"=10' w PLAN VIEW N G=UNDERGROUND w GAS i SS=SANITARY SEWER t `" W=WATER —T T=PHONE LINE o DRIVEWAY PAN FLOWLINE PROFILE cry cTv CTV=CABLE LINE co I • x— z W m i > Cfl i Q 7937 7437 Z I / O W u) U 7936 - 7936 � EXISTING SUP FACE / ,p;llela 7` �I PROPOSED SUF FACE D 0 W N v m 7935 7335 O Cr)c / CO �+/ o O m_ T cn < w m / y < w � 7934 —7934 � � W l wz 4/26/2023 DATE OF PUBLICATION w `so 5' 3/22/19 HPC PROGRESS w 5/9/19 HPC REPORT w w' 7933 -793a 7/17/19 100%DD CD 7/30/19 SIDEWALK DESIGN > 0 8/30/19 PERMIT o 12/11/19 COA REV 1/ A3310 j 7932 / 79321/30/2020 COA WATER SERVICE o CO 4/29/22 CHANGE ORDER .- 2 / 7/24/22 UTILITIES o / 9/20/22 UTILITIES c.) 4/26/23 UTILITIES/COA REV w 7931/ 7131 W W I I I I I I 7830 c.) 111350 1+25 1+00 0+75 0+50 0+25 0+000+02 F L O W L I N E p Station PLAN & PROFILE g 0 1/2 1 2 4 Vertical Scale:1"=1' PROFILE VIEW HorizonlalScale O -10 20 40 C4 0 EDE QED 05/UM72023 ASPEN BUILDING DEPARTMENT w NOTES: .:. W i �W 1. INSTALL PAN AT DRIVEWAY `*""*" ENTRANCE. PAN SHALL WOODY CREEK ��* -' <� 4W n ENGINEERING L---- ----' \w SLOPE DOWN AT 1 PER 1 N iir.....,_"" \ USE EXISTING SEWER SERVICE PER ASPEN PER COA PAN DETAILS FOR W CONSOLIDATED SEWER DISTRICT STANDARDS. 1 zti X50 FT\w WOODY CREEK ENGINEERING,LLC \k,\ /� ABANDON EXISTING SERVICE PER COA 2. 1' CURB PAN FROM 0+00 TO • • 5.00 FT •• W STANDARDSWOODV CREEKBCOLORADO81658 W 0+3D0+74.26. P>:9�0�29-629� �- •• �'�WNEW 2'TYPE K COPPER WATER SERVICE 3. TRANSIT ON TO 1.5' CURB WOODYCREEKENGINEERING.COM ro NEW TAP MIN 18 FROM OLDpp �+`" + '��� o �w / ABANDON EXISTING SERVICE PER COA PAN FROM 0+74.26 TO ap 4/00 _� 5 FT a�\: Ox \ STANDARDS W18'OF VERTICAL SEPARATION BETWEEN THE <4NTN0 4' ,/ \ �9 ,„. WATER SERVICE LINE AND SANITARY MAIN LINE1+0.33. //„6F /NM / \ OFNT'rgT / s\,\ �� *t" 0>S , \WSHOULD CROSS ON TOP OF SANITARYMAINEIF4. CONTINUE 1.5' CURB PAN _ _ _ / REQUIRED SEPARATION ISNT ACHIEVABLE THEN �/� �/ �;, \ \wCROSS NG DETAIL ON SHEET C5015HALL BETO EXISTING DRIVEWAY a 14" 936 , p*,� oUTILIZED.� WEST OF PROPERTY. 8p o*® ,...,_ .N„„„„„„. w°° aA11( .` 'yam` 1. o, g o *,,, � S " *" .ROAD CRO EC w _ ]sa]57 n3 'IV T D NTERLINE ALIGN �' ��, r EWER SERVIC SS *, x,-'' ON �� DRIVE AY' �d" � '. �'. GRAVITY `x' SS ��* " . •+00 �1P x9a].o] ]y3].,, 1' FLOWLI ALIGNMENT 111) - = CLEAN. OU r N 5'OF STRUCTURE xi, \ o "0'-� �� ` 0+00 „ .,, 1 MIN OVER K' 7. /r o „ °S]e. �� - I / ppF>g� 'g T93° .S� AO , �� ��7:a]as ]�a �.si \w \ 4•p0 „, ;\ k i ..'j Tp>932 ,�� ,�1.e- .S - " 1 , >93> /.: 7937 n r:* or i * • ]93].60 ]93].68 l % 793 / i / -�3'" / SEWER SERVICE -.. -\-�_'* *' � Gam k... T �0,��AA•gi'�sFO= *r -�J �► 14: �URBSTQ,r//.,*� BACK OF SIDEWALK ALIGNMENT GO:�p Off. x �; EJECTOR PUMP E **IV / 7+'j +00 4/26/2023 :SEER SERVICE - * .�! e? • • GRAVITY; � *� I��„ ! 427 ' 46 V `v j +y• z END-O AY ..fERLINE�ALINGMENT�9 �93 J*' *„ 44 'Id)* ,ti, k • \ \ 13.68 FT ;' �\ • �__ % ( i * �' /e\9�6 �/ '`% '-> S/ ENGi•' ' -:i �•,�% \ \ >k, / !*TRANSFORMER 8 NDERGROUND EASEMENT \ • 10 0,FT- >g, 2S\ G 3>S 4'PAD OVER S'DEEP VAULT \ \ .- ; � ,:, 495SF •/ : /N4� � � 12.0 j l ® PIPE 4111 o \ ABANDONED �q'V �'`- • i N 10'HOLY CROSS - 4 sr/° / G 0 �� GUTTER ELECTRIC ' \ \ 10 00 FT 0. 11A J -, N ''EASEMENT •0 ' • 441141 ."' .I \ ire. , `> Alfa' r i •\ ....�..� I vo "NI.x ".'oaf m...,. \ N 4) UTILITY SERVICE c, ° 5 10 20 40 E E=ELECTRICo Scale:1"=10' w PLAN VIEW N G 6 G=UNDERGROUND GAS 1 SS=SANITARY SEWER t 1, `" W=WATER —T T=PHONE LINE o co CTV CT`' CTV=CABLE LINE I • Z w > CO Q Z O z W (I) Lo U ROAD CROSS-SECTION PROFILE N (f) m z D U w N 0 O m I CO 4/28/2023 DATE OF PUBLICATION 1,z •36 3/22/19 HPC PROGRESS w 0+30 0+25 0+000+02 5/9/19 HPC REPORT w Station 100%DD rr U 7/30/19 SIDEWALK DESIGN > 8/30/19 PERMIT o 12/11/19 COA REV 1 j 1/30/2020 COA WATER SERVICE o m 4/29/22 CHANGE ORDER o 7/24/22 UTILITIES o 9/20/22 UTILITIES m o 4/26/23 UTILITIES/COA REV w Y w w 0 V ROAD CROSS o SECTION 0 1/2 1 2 4 F) Vertical Scale:1"=1' C403 PROFILE VIEW Horizontal Scale,T' 20 40=10' zEDE DIED 05/Ue72023 ASPEN BUILDING DEPARTMENT PIPE A PROFILE 411111 , 7940 7-90 WOODY CREEK ENGINEERING PR3.'0 CONNECTION ALT 1 7839 RIM:7932.60 7939 flNV IN:7930.71 6"PVC INV OUT:7930.71 6"PVC WOODY CREEK ENGINEERING,LLC P.O.BOX 575 WOODY CREEK,COLORADO 81656 CLEANOUT PR3.5 AND 3.6 CONNECTION (P):970-429-8297 RIM:7932.48 PR3.11 CONNECTION ALT 1 7838 INV Mh7030. G"f VC RIM:7933.96 7938 WOODYCREEKENGINEERING.COM INV IN:7930. 4"PVC INV IN:7930.9)4"PVC INV OUT:7931.38 6"PVC INV OUT:793C.99 8"PVC CLEANOUT 4 CLEANOUT 3 RIM:7932.42 RI :7933.58 7e37 Pa] INV V UT:IN:7937930.246"0.248"PVC IN OUT:7830.906 PVC PVC 7936 I / 7936ill , 7935 / 7935 7e34 .-Ij a4 ,1 O�OQ,00�UA.A4FNs�o _ 3C,c 0•. -4.24'of 4"PVC @ 2.42% 4/26/2023 T! 427; 7933- 2.83'of 4"PVC @ 565% :33/ . .�i r� . - - .... ___/-------;'-L- CO 7932 - -32 N N 0 >- � �� I N 7931 III r,o eA -1, 31 1 _ r- �2.00'of 4"PVC@1.00 C A CO Ira rk'(3 7930 i// • -9.45'of 6"PVC @ 1.00% 7930 lil -13.60'of 6"PVC @ 1.00% cc CO 0 C EANO T2 0 7929 RIM:7 .71 7029 0 IN IN:7931.19 4" VC CLEANOUT I co INV IN:7931.19 4" VC RIM:7934.93 I INV OUT:7931.19 4" VCINV I :7931.35 4"PVC INV 0 :7931.35 4"PVC O CO 7928 i928 V> CO C0 CO CO 7927 7927 O o INLET 2 RIM:7932.03 0I INV :7931.454"PVC . ■ r l o INV OUT:7931 a54"PV W v N A c'l 7926 7926 / Ca 7 CO D 0 W I N m o / 7925 7925 0 M� o INLET 1 Cr) 0 RIM:7932.08- INV OU-:7931.47 4"PVC w 4/26/2023 DATE OF PUBLICATION CC 7924 924 V 3/22/19 HPC PROGRESS w 5/9/19 HPC REPORT CO 7/17/19 100%DD 12, V 7923 7923 7/30/19 SIDEWALK DESIGN >0 8/30/19 PERMIT o 12/11/19 COA REV 1 j 1/30/2020 COA WATER SERVICE o CO 7922 7922 4/29/22 CHANGE ORDER o 7/24/22 UTILITIES o 9/20/22 UTILITIES 0- c0 4/26/23 UTILITIES/COA REV E. 7921 7321 W CO 0' V Y PIPE A PROFILE o 7920 0 1/2 1 2 4 Vertical Scale:1"=1' _ N 1085 1+00 0+75 0+50 0+25 0+0E0+02 CO Station C44 v, 0 5 : 20 4° RorizonWl3cale:1"=,°' 0ez VED 05/W172023 ASPEN BUILDING DEPARTMENT PIPE B PROFILE PR3.11 CONNECTION ALT 2 WOODY CREEK 7940 R8v.793fi61 7940 ENGINEERING NV OU1:7933.0'6"PVC 7939 7939WOODY CREEK ENGINEERING,LLC P.O.BOX 575 WOODY CREEK,COLORADO 81656 (P):970-429-8297 WOODYCREEKENGI NEERING.COM 7938 -38 7937 I 811781110 e 1 1 I / PR3.10 CON NECTIC N ALT 2 7936 RIM 7835.00 I .36illiik )5i INV IN:7931.8'6"PVC , NV OU1:7931.8'6"PVC 7935 7935 11.52'of 6"PVC(4;2.00%- 7934 Zy^In / ;,ORp00 LI�FNs '"4/26/2023'". 37.74'of 6"PVC @2.00k- / ! 427c �k 4' 7933O .-. `1 'c 6S/ONAI ENG'.. �� I 2.11% / / o N N - 7932 o 7931II. _�'', eAerf i'�� � -00 0,„„, 31 0 PR3.4 AND 3.9 CONNEC ION I O - RIV:7 IN:7931.0279.1 m w �� NV OU:7931.0'PVC o' m 7930 ..��/iv I INV OUT:7931.0 6"PVC - LU /dr C) o_ c) 0 7929 I • PR3.7 CONNECTION Z RIM:7932.79 w N- ON NV IN:7930.786"PVC CO7928 INV OUT:7930.7'6"PVC :za > �'"' C Q �Ny_� % W a Z 7927 -2] 0 U O ZI W 0 N °° z 0 7926 -26 D 0 W i 1C) 7925 7925 = CL O Q w 4/26/2023 DATE OF PUBLICATION C) O 7924 • =24 3/22/19 HPC PROGRESS w RI :7931 69 IN IN:7930.02 6"PVC 5/9/19 HPC REPORT Y IN OUT:7930.01 6"PVC w 7/17/19 100%DD C) 0 7/30/19 SIDEWALK DESIGN > 0 7923 7923 O 12/11/19 COA REV 1 1/30/2020 COA WATER SERVICE o PR 3.2 AND 3.3 CON ECTION 4/29/22 CHANGE ORDER 4 _RIM:'932.00 7922 INV IV:/929.,/b..6J 7922 7/24/22 UTILITIES p INV OUT:7929.77 6"PVC 9/20/22 UTILITIES ES c) 4/26/23 UTILITIES/COA REV w L W W ]921 7621 0_ 0 Y PIPE B PROFILE o — 0 0 1/2 1 2 4 7920 Vertical Scale:1"=1' _ N O 1+45 1+25 1+00 0+75 0+50 0+25 0+00)+02 Station 0 5 10 20 40 cL / C405 N Horizontal Scale:1"=10' zEDE QED 05/W172023 ASPEN BUILDING DEPARTMENT ©NDS GRATES:STANDARD,DECORATIVE&METAL \,,Dura Slope Metal Decoratve Grates =11 •:-7-''„...Y.4°. ",••• 4 ' 6 ...,-,74'•. , . . „ , , El;11'1' ,".'"REM 7 '' '' === , sses aso.alows II NIN ACO DRAIN Type 441/442 Galvanized Brickslot 100 ....* CZ •va 4* .•,,,v,,- . ,-..-„, IxF ..-ia. . (,) -7;`,„,,,, CalBCD DRAIN DO NOT CONNECT FOUNDATION DRAIN TYT0PICAL WINDOW DRAIN DETAIL R=0.25%, 1° .z, VIET ar 8.3%04FX) Al- . BARRIER CURB FroGrU8.T3T,E(RmAx-T:PE1A,, (Catch Type for TypIcal Edge of Street) 0 NDS' DURA SLOPETM TRENCH DRAIN-PRE-SLOPED Standard Grates 662 an MTN.Grate Et r.....r.'r. - - ....„.., -- - - - =747tVeMer sot 24 ft. 2 ex zsos WOODY CREEK ENGINEERING WOODY CREEK ENGINEERING,LLC P.O.BOX 575 .c WOODY CREEK,COLORADO 81656 .. A , I . ,„, , R=0.25" H.,,............ess/H.. Et% .40 3/4-IN WASHED IIM'd, WOODYCREEKENGINEERING.COM Round Grates ROCK--DEPTH ° 1"/FT ° ,.% , 0 • ISI/1. ' ° rill*- 1111111 4/00,10,i, VARIES. SEE l 'r , p.m r„,,,,i., IIM',..,' Eil '.'r''"r illEM ',I • 4.4 . . • I L L I AROUND .•••••Iii 411P,Ili OF CIF•••411 110-4MK-ANk-.41MM-.9.FAL PLAN. - I%.'c.,-_;14•? •• • ° l'' ="0"nr t .aM/ ErF:' FOUNDATION y,R j I 0/.4„ ......./......4 H......../. 14`...,47, NN ' '.) Li•-/n 1 PER STRUCTURAL AND ss novo. It1 I '' GEOTECHNIC. 4.., ENGINEERS MEM-- I 01111111111. BARRIER CURB&GUTTER-TYPE B MOSS SLIBI PONIOILNA CM,I,P161,111 SIGOI 24 II 3 16 EMS Nrrorale.lnielaierale El= -..,.. .„..,.. puiv.I .,, 1.. ... ''cy2 ==., 1= , v: 0 (Spill Type for Rased Medians) Note:Concrete must conform to CDOT Class"EC(minimum 28-day compressive strength of IIIIIV:<nl:=''"C'''a''' • Ds-a rzn CL5111011CIIIMIII Grate EMT - --111111= BIB& I too 81 I ® li p 4500 psi).BO%of this strength must be gained In the first 7 days C.) FYI 1 SS. SSSS 91,,CP Ble,20,5 Aillih °Width of Curb and Gutter dependent on designated locator for installation ' l l'aapras ti :====:=-- -III/ - - - el...-.. -c . - - --, SPEC i.,.1 E°7;57,5"" FES:7;1, 775. .75"7" iiiiil z E5.115,- 57.5"5- `21e°12s1P4 l'+'25,,r. I .1 AOC,0 BARRIER CURB AND GUTTER DETAILS Product Catalog 2018 Aprll LOIS ENGINEERING DEPARTMENT CITY OF ASP. pp .v.„,,, AC 'A'T'ItrENI.,°C=T•rrr STANDARD DETAILS I.. D RYW E L L ,,...,,,,or,,,..,,,, PHONE(970)V20-5080 6•21ZIIIIG ....SS SST.'SSTS SIS.SSASIS GCS =ASS'S...CIS..S.S..S.SS SS SsrSLS'S SA. TAANT ANATNATNIA TcLANANTARTNINNTNLINNAIAITTINIAITN,I0AOLANTRTNINONI 4' 4, Produa catalog 2018 Sheer Step Detail : !,4/26/2023•".I '•,. I 427, : Case A-Existing edge line or lane Ina to roman:Mill to B.offset short of the center of the edge or lane RIM. 7932.07 Ins that will reman. '", .''::11111 .-eY:2:.),,,,H';'-'.9T EIS-22B .4,INMILEII SI.NeTOINtedalArn,IIII SS. 'SS' S. .SIS I,==rFnz Center of existing edge or lane line(to remaiM 2.00--.-- ° .- . ''' ' ''..:. IIE 6" SawCut INSTALLATION&T-TOP ASPHALT REMOVAL DETAIL RADVE SOIL2 00 #4 EPDXY COATED GREASED Smooth DOWELS 12"ON CENTER.2'MIN. .----_6'S/ONAt.t'''4„ COMPACTION E 12"ram 41 , ., , LENGTH CENTERED ON JOINT ' (... '' Existing Asphalt Sheer Step(mlling) Eull-depth Asphalt .II:j ::' . s :j '.' 4.,..I 40 - , : I"•:II. -.. REPLACEMENT ASPHALT ,/X/AMr;,,,M1A . - H : : . NUIVIBER OF DEPTH FEET ON EACH SIDE OF TRENCH , . •, , 6' , .,•, ' ' ' ' o OR TO UNDISTURBED SOLID BASE, -0 2 ' . Case B-Edge of millIng at the center el the lane \ T1 . WHICHEVER IS GREATER Center of lane ** ** i-61'--5-6-(.5-6-C.5-.•1 SawCut E 12"min. 2.00 P:".;•41 WI ir.7412.1,40 •=f)- -> • I 410 4 Existing Asphalt II) Sheer Step rrnliling) .11-.1091 AS.. •,......miemi,, ASPHALT C., L. c. IR tra tra irj L 3 : MATCH MOSTING BASE THICKNESS OR )1041111•••••POIMPI , n MINIMUM OP IL" 10/06.041 1 00 YR RETENTION o o Sidewalk(Plan View)Detail o Case C-Exist.edge line or lane line to be rernovelbUlto#offs.beyond the center of the proposed CLASS 6 IN 2 NTS .EPDXY COATED GREASED edge or lane line COMPACTED I IPIS )OP ill,glIV Illi\IV II.416.I 4 C'CONC SIDEWALK SMOOTH DOWELS. Center of proposed edge or lane line *Ir.**..e• o CENTERED IN SIDEWALK IP IP dP • , ce E 6'' 4f Sawcut MINIMUM OF 4"OF )11.111•••••41111ei STRUCTURAL " 4.00 - - - - 1 E 12"ran 41 REPLACEMENT ASPHALT '.;10 ft;At BACKEILL MATERIAL Existing Asphalt Sheer Step(P.m) Full-depth Asphalt COMPACTED TO IN TWO COPSPACTED uvrs t 77737.-Afyiy://de" **MITE-EDGES OF REPLACEMENT AAMITO STANDARDS OR MATCH TO ExISTING ASPHALT SHALL NOT T-M/T-180 ASPHALT WHICHEVER IS 24" 1-1/2 )11.4101•41111•4111a.i .d • / ;a4.6T-.1V-iitiP 24IN TERMINATE UN THE IN S"COMPACTED LIFTS GREATER IN. CLEAN I I 40 4 1 4"COMPACTED GRANULAR WHEEL PAT H BEDDING MATERIAL STONE )..../111111•Abwri STANDARD EXISTING SOIL HAND ORZ MATERIAL.ADJUST THICKNESS CL Norm' 7.4"..fipip 1.00 MANHOLE o o o o AIR SPADE EXCAVATION AS REQUIRED TO MISS ROOTS CD a as . 0 CAST IRON 6 The saw.shall be full depth and...num from the exist,edge of asphalt. , RING AND The depth of the milIng shall be the same as the thickness of the top lift of asphalt-a'rninmurn 61N STEEL _,,Adkik.AIIIIII5 oSOCID 41 SIDEWALK CROSS SECTION CO .F.IV.'•••111 Hy The width of the mdling area shall be 12.mthmthm,but can be up to the full walth of the existing asphalt COVER O.6 7 NTS PIPE )4s,411I ear 4111 ear ID 41•41 WIthIn through lanes the longitudinal seams at the edges of the mIled areas shall be parallel to the PERFORATED ElM EONS COVERED IN •:9•IP.••WI•Op• - o • Z &Wien of travel and the transverse seams at the ends of thernilled areas shall be perpendoular to the arection of travel. MIRADI )rip ri.,,toll ,,•- , W x- to wane,turn lanes where practical the loogrtudinal seams at the edges of the mdled areas snail be parallel FABRIC • • NOTES:--1 CO3,the directen of travel and the as transverse seams at the ends of the mtied are shall be perpendicular SOCK *../•-••/VIP , ONLY ONE SIDE OF THE SMOOTH DOWEL BARS NEED TO BE GREASED GREASE SHOULD BE APPLIED TO THE SAME SIDE OF ALL BARS. to Me direction.travM. 4110,,,o1P IP of > CO )...••••...••• • • 2 WIRE MESH NOT SHOWN BUT IS REOUIFIED IN TREE ROOT ZONES MESH TD DEPENDING ON EXISTING ASPHALT THICKNESS /411P.;"....i.dr- ' SHOULD BE CENTERED IN THE SIDEWALK AND DISCONTINUOUS AT THE JOINTS 3. CONCRETE MUST CONFORM TO CDOT CLASS"LE(MINIMUM 28-DAY < N . " COMPRESSIVE STRENGTH OF 4.0 PSI).BO,OF THIS STRENGTH MUST BE ASPHALT MAYBE SAW OR WHEEL CUT •41.,410••••• • • GAINED IN THE RRST 7'DAYS CO n o o o o o o o 8IN THICK PRECAST IDTH OF SIDEWALK DEPENDANT UPON LOCATION CONCRETE LID SECTION ) "W Z %< REVISED 4/02 WITH RUST RESISTANT 0 o ACCESS HATCH WITH FLOATING SIDEWALK DESIGN 0 ° ) 4, c. • • o (FOR DEVELOPMENT NEAR TREES) ° E`n° LIFTING HANDLES do ENGINEERING DEE.TMENT CITY OF ASPEN ) , G • • ISO S GALENA ST STANDARD DETAILS T.. 0 ASPEN,CO S1611 DIESE osvog PHONE:(MI.0-5080 RM ) LJ_I U) • (f) Ca Z r)7, Or ) • G 0 o AV. ..^..".^.,... .....,,. .-^.^,..,.,,."L'A.. .T.ATS WILNVASITITINITIN COIN AFTNATNIPITIATNICINIFEPTIL,E94N,CONNTRUCTION I HMA Depth vades CD' Exiang Pavement \ (See"Exhilkt.of Construction and Excevaton S.nderds) 0 p 1 7.6 7 ''' CL 24"From Edge or Trench or i ',i'i i.i i i iiii i.i i i iiiii'i i i i i ii i'i il.ii'ii4r ) • • Any Cracked Pavement ' 9" (All Edges of Trench) 'Illril KItgrATZTV" ) . . CO Cr) E . . „ 'il\, A ...COARSE=PP-C.ABC • • 1 0) < M Efniiiii7oreen. ) „ „ P 11 rfivitixt Noose materiai May be Permitted) ) .Z1 WOCV 4/26/2023 DATE OF PUBLICATION Hp' 1, ....,.,,... al Geoteatile at Interface , 0. . . 3/22/19 HPC PROGRESS wz I I 44141ENK*-Nfo, set/Hurd aacmii .... (IncludIng Bedding) r ) p 5/9/19 HPC REPORT 7I 11=7 -7:l)Iggr .2... < • • LQ' , ) 7/17/19 100%DD • . " PROPERTY LINE i • 7/30/19 SIDEWALK DESIGN >- Notes: -.-STRam 2 9-,--.-6(MIN) sEE DEsieN sTANDAFros /-1HOLES IN DIAMETER PERC. PRivmm PEDPERTY ) o to ,G3 • o o 8/30/19 PERMIT § _.-- 4/29/22 CHANGE ORDER JO 33'(MIN) % sub.te mon roc.Dongraml Space ancl OSHA regulations ) „ 0 52 4 -• • 6.00 • o- 18" CURB AND 0' must occur after backfill.a.before RivIng"ID garen may to an nog..allernatIve SDARiFiENAND 11.00 ) O52- GUTTER 07 ooura the contractor must sawcut at lear IF beyond the lot of visible cracks and remove all... OrradEr 2 RECOMPACTED ...SE • • . zA revers. a Hot Ominous oa.smog o a minimum OF tn.end placed m Mo Mae aO.THOer Paregea sEE gmvA DELL o 9'DEPTH.A.P. In DETAIL OR WO CRUSHED ) . . SCREENED ROCK , 5 For a major aliry pro..a full aar ef mortified proctor.).mu..au...a.backfill roar Ise d' 5.5" H c)c ) a . • NOTES 5" o o o R=0.25" L_I ) • •• 1"IFT or 13.3%(MAX) , be NT..eS#IISY provicler end GR..,Engineer.Depagment 2 glm=7.^JUZIMalgr:;=1:1t7:'s-""r°`" 000 . . . . 1 I• 4 Trends M..mor.scarifi0 and room,.leer moves.or after any clewatedng action re ) I I ' R=0.A5" 11 N I DETAILS 1 8 Pat..of Monett areas wItnin me city of Asoen ROM.Way must elao meet Me requirements. JJFJR=1.52 ., 0, 9 Water Mes shall Me a minimum 0 M.WM..ground surf.R...Water oisinkuron 2.00 -. 18" Fn 00000 Torsos TRENCH AND PATCHING DETAILS DETACHED SIDEWALK DETAILS ENGINEERING DEPARTMENT 517 E HOPKINS STREET C CITY OF ASPEN DIFEBIEDEI ITILATION DAT!,11,11,3 INITIAL,III S LAST NXIAll!NATION DA NT INII IALN tELIT"ONCINPNITS ) 4, ENGINEERING DEPAR.ENT 517E HOPKINS STREET ASP.,CO 81611 ,t.c..,,,,rm, PHONE(.0).(1-5080 CITY OF ASP. I ILLATION DATA 11,1113 INN IA,ITN LA,NISIINTINSITATIIIAN7T7 711 IAL4 7:1'''''' ) . . „ „ c500 (3 c„ et!,,Cu Ek,iyoE2,D ASPEN BUILDING DEPARTMENT SEWER CROSSING WOODY CREEK } RIM:7935.15 ENGINEERING 0.99' I—III—III—III—III—III—I I EXISTING SEWER MAIN , 0 '• 1-1/2"CLEAN GRAVEL —11 -11 -111-111—I 11— 1"HOLES WOODY CREEK ENGINEERING,LLC II— —_I— —I 0 P.O.BOX 575 —-1 I —1 I —1 1 1-1 1 1—I 1— 01111K, 1 O :• WOODY• (PREEEK,C OLORADO81656 -8297 11- II— 1 -111. 2 o WOODYCREEKENGINEERING.COM —-11 -11 -11 — 11 INVERT IN:7931.03 III- II 1 -11 GI . RIP 11- -11 —__ I I- 11— ACTIVE '• 11— I I 1 —I I —I DEPTH 2 87'ell —1 I I I I— I I— I 1 1.5"TYPE K COPPER WATER SERVICE F• a �� o — 1.00' 1...._ 8j 0 WATER SERVICE NDS DRYWELL / AT a NUR THE PROPS,LB,E PROPERTY mnmc v�ncnr.naxsraoQr uv Ql ras ,3 - a ,NUL anew as 00 LIO Lvo PPE SIZE N-vsr aa-#nr asr ,,..'0 F4," of 4" 01 Q3 Q5 .12 .68 VA A.,••s OS 06 II T T. mask r� cvNv B' Q5 O /r wwcnrwraamaawmawnvaas � : 4/262023 T• DEAD END WYE 1""T'.«, Nal a�zc '.� _x;= /Q ...�,ao a.IDS 27 .,PENTACCW /���1III� 1 427,• FOR WELT R�a R �� BARS n STANDARDS, N • • BPLACE 1/2 CM FT.OX ,::. : �rA�Bs,wrwA@N.nas.. BR� �D� ° ' _j� •, \ .:1 sr ,>`189P3\ TYPE R COPPER —'■ " o+r u•nasx ra.BrnBmeiw r ,ENOCH -_SS/ONAL EN,'' FOR ECARNO ROTE SECTION EOM ro.wr D.D. GATE VALVE °Q,�r �,S,,O,n• . ■0 cawxzocw mr ro� o W. �� _L 1 � �TAFS5E..� wni— �aRES m w . � Lee N wB ' _ , �s� CNI ��_ V,, TYP. WATER SERVICE DETAIL ,w..,, TR,,.,„,.,. \ v a 90; 4S, 22.5; OR 71.25' , �IIII /�N�y/'Q�/'. TEE ELBOW, HORIZONTAL OR 1/2. 1/2. """."LO1R Maean'""`"- En air�" � w ' I IIII "J//J' 51 - o.BOTTOM OF VERTICAL P.eMxru M.zr cr,Meuc PAST z AaxmM .wmr amens 165 z - < x2\\7J% yzrzae Fancy-®xs wn,ow«,wam>saez SQUARE Avcs I 7'�'=',� oa,x NrvNan wuese xrm z canszs N�'-/'/" Yam/, 0 uA AN/a M Me acamm ' ° 4 O saw P ,,,-,m, SAM PRESSURE-zm PSI ij Lzss MAT. A r oN REAM R.N.OR EaSAL m,FOOT. c..rtem BARREL samm5 Z, N M pp.. LEISE OR BOO 0, gm rsX,IU srr�aax TM, C BOO nm,MUMS iZe 'mwwc(.wuu,RA...eLL.I.xu smwu j W _,/,�,/1 a, m /. ��u w ,ARR..MEM MUT SCREDV _ VERTICAL THRUST BLOCK DETAILe MO US ZOO 930 315 MO N r.n z% aw MOO nw zm 'aw zn ,a% mw s'MiN. a�e/eaa ro- ads'%''�Anir m MB ,p = le re z% an am ran ,zw zn aw rum %m ram �wX rIt 9i iI_ aaM,e,az, '�` 9%Iz•a+wAm'MOO' CC W r , wV/�PPE AM.. I , z SOW!'MT 92aCAMYIz-B1L ' -- /nm LMNLes D_ IT Am aw rzm .N.m %m a% raw %n %w zr.w �•��••��• .' cMONO A5 a¢l..) REBORED /,.., // `\,iii,\ p�P. f I�—A7.1.' q ,A. ro-MNW 4 U -- a�G O ,ro,zs I ro __ 111 mvtr E. l \1 SttE ", �1 CO 7— z toM',a-,c xrcmm mri ME OMMOWD SPOOL AM OR RN re-LOOT MOOED a�EADN Duo Am PPE EAU mr . \\\\\\ „ \\\\\\ Fyn• ��� ',x n a.wmao ; I BM,I�'[EC;Egal •�i�-\ • I I. ALL mmsrm,.ra AND .,, Aew STANDARDS .m„e A»s aa,Ns w'%.,BN,Aw.wa La s DaT,M U,a\\ 1�/ a,L. FOR caenwrnw,,wwc 1\/IJco ,cnR•N, ,.,MINI user a © .o»,,w Ne,aN �I •4A roes NccmN a BOTH aMm a _aw Aw _w 1� ID "" LA,....Makr w aasATaMaB.N aBB j „_„ ,n m w � „_/ an m �. ` iREM "` ADJACENT WATER LINES m CO n TYPICAL GATE VALVE VE NOTE, m�R x •-+„.'+•is PLAN 7 a _ IN THE SAME TRENCH L c ir le ;.n50 s� ,z� resso s� m SIB Ia. mn ;25.70 a; ALL mM w Lw wM a ELEVATION�a�wam1.6 a�m���w, w m 0 O �I re 620 aarFA, re,Raw IN.sm.,., m z Ns LLJ 0 Nw a�MIT �"� COMBINATION AIR VALVE MANHOLE DETAIL mu,DE CONTRACMRS EXPENSE El ,am MN saw %m zrs w um .,w .¢m NO IMLv NEED c M{DERamss 1 «w CD .1 A4 JOINTS AW/IBM,mwGO1awa CONCRETE THRUST RESTRAINT DETAILS N.rs. i '^ y.,� Z aANa EH ° D 0 W NI N 0 ®,OP.sale ""'�.,.` rsa "" Asa r O n i ^ ELEVATION r o ° jI I i= L,„ WATERLINE/CULVERT CROSSING o OR AREA_ o,OVER,. ' F. Q Nn am »9 T T C'/ W m ti 1 W M-w.. „'a a Na' a PER c oss.sxrnw 1 CD \ 2 ma _ H cnuRsc cxasB A.svruLr.vc AE , s A �I 4/26/2023 DATE OF PUBLICATION cc ION CD aaER aRNaa i E.� "`"�"` cBID.IN ewewcrE rA,DI roNUM- .mom 3/22/19 HPC PROGRESS Z WORKMAN 8 ME ,. INSON SETION, , INIAMETER MOM Rrohl .. ••-UI N05L1� 5/9/19 HPC REPORT w >, ��'/s�N�c ./° - - nnacr 7/17/19 100%DD U 12, 7/30/19 SIDEWALK DESIGN > � •FABNLaerRENaNF. �w$DN, 01,171 wr"�raY.r"` _. �� �O_• aaMMma -""�ABRIC / I. ,A SIMS 8/30/19 PERMIT o ENTER OVER BEM. Ih� o i SCRE.Ea N. LN,asaN,BaB SLa L._6 -Q �,aE ' 1_µ ,m w,w.er 12/11/19 COA REV 1 X 7-T L 1 MATERIAL A ,,. 0 1/30/2020 COA WATER SERVICE o 1 " llorss.aw BEL.Dar...: MIN CO 0 ns r IONE SHALL HE INSTALLED PER aTr OF AST.ROAD STANDARDS ANw ROAD Cur ND'''''Au T -R7w''''a'as ten. 4/29/22 CHANGE ORDER DRAIN 2 P.S.I.�,m. w�„ O 7/24/22 UTILITIES o 1 aama zaE SHAD BE Basal.PER an OF APSEN Rao STANDARDS AND APP..,PfRAWS q WORN?LA vc,canrl,a a»r Rc EN's FORce 51 BEDDING AWE SHALL i'savFEnEo Rax DISTANCE FROM BACK OF care OR EDGE OF SHOULDER TO FIRE HYDRANT a - <,. 9/20/22 UTILITIES o ,I mwAc'mNR°-aaArarens PER CITY.-AsrcN AND c oar j ao wao FRE MOWS% „„,�,,„.E„a,,, , 0 4/26/23 UTILITIES/COA REV w 7)4444..TEE MAY BE USED COMMONFz Law X„ICR Mary Los NMI,e ABOVE UST.SD.Maw Y W W WATER MAIN FIRE HYDRANT ASSEMBLY O us ,ea.BECONg ,e' `F`-ate m, Ct TRENCH CROSS SECTION INSTALLATION DETAIL A, ,w,Aw,A,.MwawMNN, ° N.,. WATER /SEWER CROSSING DETAILS 2 . i .rnRef ReV151Oe DescripIlon By Do` CITY OF ASPEN ALL STANDARD DETAILS Laughlin Water Desch:coo Drawing Number: O g DATE: JAN PROJECT DEV NUMBER ^ I O I N WATER DEPARTMENT WATER LINE EXTENSIONS FOR WATER LINES Engineers,Ltd. CHECK: coo AL DevEeaPMENr D-1 (/v- o.,..mm., rem��n. DATE- JANUARY 25,201cJ IzEDE VED o5/Ve/2023 ASPEN BUILDING DEPARTMENT �S• s „. NOTES: ASS *010... 1. UTILIZE EXISTING SANITARY [_)/_ / ASSSERVICE. WOODY CREEK \ss 2. ABANDON EXISTING WATER ENGINEERING SrRSERVICE. NEW WATER REMOVE EX` G SERVICE WEST OF HOUSE. _` � LEPHSOTEPEDTO BE LOCATED WHERE WOODY CREEK ENGINEERING,LLC /� P.O.BOX 575 \ WATER MAIN IS SOUTH OF WOODV(PEit B 0-04 9-8297 081656 *sWSANITARY MAIN TO11111P*4 USE EXISTING SEWER SERVICE PER ASPEN WOODYCREEKENGINEERING.COM STr, STR CONSOLIDATED SEWER DISTRICT STANDARDS. PREVENT SANITARY �5\\SS�i7\ � CROSSING. USE TWO CURB „, • * _ o \Sy,mil! \ ABANDON EXISTING SERVICE PER COA �+ 25.00 FT �5% STANDARDS STOPS. 4, '''' // / *` * * NEW 2"TYPE K COPPER WATER SERVICE PROVIDE NEW ' Yy * ,,ter, •iS \ NEW TAPABANDON EXISTING OLD TRANSFORMER. CONNECT M x �.. *� % s, B, ABANDON EXISTING SERVICE PER COA 8,v e TO SWITCH GEAR AS ,; ASS STANDARDS p<q OVNp , \ � W 18"OF VERTICAL SEPARATION BETWEEN THE /72 @F�/NO * ,+ 4/4 'AS �([,. WATER SERVICE LINE AND SANITARY MAIN LINE SHOWN. III p O Mq MUST BE MAINTAINED WATER SERVICE LINE FNT. r \ .S'� II ST.RnSkLQkdd1*f311Z�BBLON TOP OF SANITARY MAIN.IF 4. REPLACE /� RI 7�@UIRED SEPARATION ISN'T ACHIEVABLE THEN -�. il p, STR �� iN,3IYJG DETAIL ON SHEET C501 SHALL BE * 4� + PHONE PEDESTAL. ♦ � � ` \+ ".*�,* ** �_ '+ � -� BAR SE r• *AltREMOVE AND / ♦ ***1, Tp„ Tg32 - \ / S� 1.00 MA 0 SEW•MA IIOLE '� *�.��- 2, RIM 79,95 7Y O 7' SS \`Y9 11 N '/.92'PLI]ri.D _ .. *to oi A" - ' EWER SERVIC .'. SS ********+ ,'QP F'tiS= r � ..: GRAVITY - !\Sg J . ,;� •.��A A...O':� ���- 4 ea CLEAN N STRUCTURE _ xT \ - * ) r EXISTING CONTOUR r.4/26/2023't /N MIN F OVER IV, ® �ra% **� k �i , FF'934 ASS° e ** PROPOSED CONTOUR = �' y * * 00 • it �/ -- '_"% ® S * *+� * ��� -S/0NAIEN 53. 0� PROPERTY LINE _ ® ;j/ M�� *; * * ‹.,.//, s ® PIPE 3ir /�/ �b, o 'EJECTORPUIMP .st** j CURBSTOP;'. N ) •\ \ \ 4IPAILII \ 10.0e FT / FpF >Bq�2S * G •/3) + 4'PAD OVER 5'DEEP VAULT p • ^ cT/// 32 S° F /r \ le a �� 12.OJ y •. F e �' E=ELECTRIC \ �- F ;f m �� EXISTING STONE WALL w ABANDONED r '+ N T \ 10'HOLY CR SS' %\-- '/ O ^yam �j - °32S° \ _" /JG y l EXISTING BOULDER WALL C; (� j ELECTRIC ''= m°°FT y% Ilk -. i \\' ��f G=UNDERGROUND w \EASEMENT % p� ! ry• - • y. /i - '� .% /,-/-w ) ' „��° '? / _ / SS SANITARY SEWER 5 DRIVEWAY TRENCH \ 11 \ / '4' ^s 3u '�' MIN LENGTH:2e ° � /j. if \.�� .� - . . 4"' i�z°3f .- DRAIN COLLECT PR: , �. 93 �e / Y �� Y. D_ a.•.4. a; _ W=WATER \ %`j ��-�t CONCEALED RENCH / I® —7 T=PHONE LINE �.� • " DRAIN 2(SEE ARCH) -4 -+` m �' �' r /,' GTV CTV CTV=CABLE LINE I a r ' - T• ABANDON XGAS O \ ��1� a � qTO a " '.(�� 444. T{t, ry �e cs t;' ABANDO EXTEL m � a. T °8 j 3 � 82r at EXISTING TRANSFORMER / / / / O ,'\ 8 i 9roN/ CO V l _— l /' / ! ..! T T. . • te '// l •l / i ''or �� o ' l l lF/ • l �� *. "_ _ _ t`� l C PROPOSED ELECTRIC SERVICE TO % / /0/ ! , TRANSFORMER Z 2 -__ l ,i 11 l l / ,l ` j /•� L NI IY/ l ���yyyl / 1/W1'•1) �- /� lFl l / "�°\ l/ T.4 .' T4`STEP- D V o ♦ F w I SHARED TRENCH ���. F`9T UTILITY SEPARATION 4GRADE ABANDON EX CTV = CD Q ,., ~• EXISTING ELECTRIC METERS TO REMAIN H 0 G R/t D E -* 4/28/2023 DATE OF PUBLICATION -1f1/'1 .��: !EXISTING BOULDER WALL E -1.0' 1.0' ??? 3/22/19 HPC PROGRESS w Niiiiiiiiik go 5/9/19 HPC REPORT Y w © - o ELECTRIC METER 7/30/19 SIDE A > U 7/0/19 SDEWALK DESIGN > _ CATV PED 8/30/19 PERMIT o O ® Table 2-Minimum horicontel separation for parallel utilities(feet)* Table 3—Minimum vertical separation at utility crossings{feet)* 12/11/19 COA REV 1 / Communications Electric Gas Storm Water•* Sanitary Communications Electric Gas Storm Water** Sanitary 1/30/2020 COA WATER SERVICE o m Communications 1 1 3 2 2 2 _5.0r Communications 1 1 1 2 2 above 2 4/29/22 CHANGE ORDER m o Electric 1 1 1 1 Depth of Depth of 7/24/22 UTILITIES o water line sanitary Electric 1 1 1 2 2 above 2 ce minus 4' water line 9/20/22 UTILITIES minus 4' Gas 1 1 1 1 2 2 above 2 4/26/23 UTILITIES/COA REV w Gas 2 3 2 2 2 Storm 2 2 2 2 2 above 2 , ce Storm 2 2 2 - 10 Water 2 below 2 below 2 below 2 below 2 2 above Water •*• ••* 2 10 10 10 0 Sanitary 2 2 2 2below 2 2 UTILITIES 0 Sanitary •*• •** ••* 2 10 - *The table is intended to be read by-first selecting a row and then a column. For example:water is required to be placed two / •These depths are based on 2018 Utility Standards.Please confirm depths with utility provider for any updates. (2)feet below communications,two(2)feet away from other water lines,and two(2)feet above sanitary. N = *•Includes,but not limited to,potable,raw water,pressurized raw water and re-use water. N ••'Horizontal separation is not applicable,because vertical j/� ical separation is achieved.For example,a shallow communications All depths are based on 2018 Utility Standards. Please confirm depths with utility provider for any updates. , 0 line can be located above a water line as long as vertical separation is achieved ••Includes,but not limited to,potable,raw water,pressurized raw water and re-use water a� Scale:1" =10 10 20 40 , C 6 0 O_-ErE , ED o5/U9f2023 ASPEN BUILDING DEPARTMENT NOTES: 1. UPGRADE OR REPLACE ALL f \w UTILITIES WOODYCREEK �w ENGINEERING RI �w w.WA* WOODY CREEK ENGINEERING,LLC P.O.BOX 575 �.* W WOODY CREEK,COLORADO 81656 (P):970-429-8297 WOODVCREEKENGINEERING.COM J * *igFT+» • \w 81p e � �W IN p °FN FH 4T \w 1 ♦ V i6 FT _ � ° -`," x , \\ * *.\ - *r;r.' e• w EXISTING CONTOUR ,woe-�azsn02���''"sa. >9 W i 427• � FFF'a34 i �Sso �♦ N 1n'X1n' TRACCKI '� 'PA - 71' \W PROPOSED CONTOUR = �' �;j y , j 3?se � ej /j�� _, \GO\RETE WASHOUT , s \ PROPERTY LINE Ss/o""`E�', b / a. ` < **� ® PIPE o 2,1 *» GUTTER . ll, sae 1o.00FTTil ,//, �� F�Fs `2.ltf 'sa?2s., 33> ,: . UTILITY SERVICE (10-6 - , 4 0, N ���� ,?So FF > 2.DDFT �1 E=ELECTRIC W ct �' ♦ �.oaFT yin �j I e 93°sn // e O�� c G=UNDERGROUND w{� %` �>- o- °,.. a:1 - ' `� ' e �, � GAS 1 i 1 r.Adi �_ p DRIVEWAY TRENCH • SS=SANITARY SEWER ' � ®t �"$ v"•- DRAINCOLLECTPR'10 a93`.. a o ° / \4' W el • z=0�� CONCEALED RENcN 410,4t �` 7 = HONE LINE DRAIN 2(SEE ARCH) • 4 m .�f T P Nikr-/j�'�' CTV C,,, CTV=CABLE LINE o� as • x— o CO rnipr - / 0 I I igf**, **P411''*417,; ---,.?6,. / a4l.iii 'rti►-- jy ®' 44 - 'fie = , • o �% W � �z 4/28/2023 DATE OF PUBLICATION IP- 3/22/19 HPC PROGRESS Z / w -` • 5/9/19 HPC REPORT of 7/17/19 100%DD m ( W4 7/30/19 SIDEWALK DESIGN > 8/30/19 PERMIT 0 12/11/19 COA REV 1 j 1/30/2020 COA WATER SERVICE o m 4/29/22 CHANGE ORDER o 7/24/22 UTILITIES o 9/20/22 UTILITIES m C 4/26/23 UTILITIES/COA REV w W W U EROSION CONTROL N N O Scale:l5-10 10 20 40 4, C600y EEIE VED 05/UH72023 ASPEN BUILDING DEPARTMENT NOTES: 1. UPGRADE OR REPLACE ALL f \w NG UTILITIES WOODY CREEK ENGIN �w �w \W� W WOODY CREEK ENGINEERING,LLC P.O.BOX 575 W WOODY CREEK,4O OR-8297 81656 *''' ,''.::' ** W\ WOODVCREEKENGINEERING.COM W W\W M 1P 8p .....„ , r,r•eeo'Nc ''*''''''' '- .4* w ___L * ,,, ,„ . � \ FOUNDATION DRYWELL , 4'DIAMETER _ _ _ _ _ „..., FOUNDATION M** _ ''., ,,, *gi 4 SLOTTED SOLD* ---%-% I,t t '-;,,\.., i6 ,,,,,,,,• ,,. PVC ** \ \W Qp00 LICF 0 _ W EXISTING CONTOUR .C3 26 A" tilt ft, 46 Pp, 83 S O 00 / =- ' CONTOUR •�'93239 - F'a34 �S - * � * \ \ 'F S/ONAI ENG� • PROPOSED "*,** A PROPERTY LINE .„. * * ,�* r. *, ® PIPE j.� 2 0 GUTTER ► °;}" o_ \ i/ew'93r>s ICE ' 10.0O FT - .,.9/ F�F � ,/. ;•; °- >9 os\ , UTILITY SE E RV % s 4 > ok �� .,,� 83?So �/, FFF ??4s 2.°DFT ..* E=ELECTRIC ry 2• 10.00 FT q n � Si So G=U DERGROUND w ;;;;; >e i` ° GASN ° •oo sic " _,, ` o = SS=SANITARY SEWER ct DRIVEWAY TRENCH tl-� DRAIN COLLECT PR:1 0 30 4 ° ° - _ %I1� �� D_ ' f j \ - CONCEALED REN�H• ��` T T• T=PHONE LINE / �a���.� �•. 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" a``�•'/% 4/28/2023 DATE OF PUBLICATION 0 O 3/22/19 HPC PROGRESS Z w • 5/9/19 HPC REPORT w 7/17/19 100%DD o' V 7/30/19 SIDEWALK DESIGN > 0 8/30/19 PERMIT o 12/11/19 COA REV 1 j 1/30/2020 COA WATER SERVICE o m 4/29/22 CHANGE ORDER o 7/24/22 UTILITIES o 9/20/22 UTILITIES m o 4/26/23 UTILITIES/COA REV w w w 0_ V FOUNDATION o 0 DRAINAGE N N O Scale:15-10' 10 20 '° ) O C80ECE VED U5/Uef2023 ASPEN BUILDING DEPARTMENT X X x Xo0 \W 21 x x x x x x \W �/ CREEK X x x W X x x X .. 1.00 FT ro� \W\ WOODY L1TL L q xx X x X&FT, -A, x X X 0*J, \W PROPOSED TREE x f9' x x x *� - X �°` \W O ENGINEERING x.::, X X X X X X X X� X x x x x x X T, X x "\x, x x x > A� 4.00 FT`` \W X X x x/x x X X X X x \µlF x x x X x •x 0 s \W X X / x x \ x x x x W �o EXISTING TREE WOODY CREEK ENGINEERING,LLC X X x X x x x x X x x x x X x X X x x X x x \ X x x x X \ PP O.BOX 9575 X x X X X X X x x X x X X X X x, X X / W I WOODY(REEK,COLORADO 81656 X X F x X X X x � X X X x x WOODVCREEKENGINEERING.COM W xx X\ X xx X x X X X xx x X X X X x \ �' \W 1 X X�x X x X X X X X x x XQ X x, xOP*; xx 6' 0 S px x x x 63,, W\x x x x x X x x x © xx x X x xx xX X x x \xx x �x X X Xx x x x x W 8,v 0 X x xxx X % x X x Xx x xX X X�x x x X xp x x x x ! 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X x�� z $+00 ,• / S F X x X x X x x x X x x X X X 1.10 x x 4.00 yo t > 77767 5 7937.34 W % -��� X x x x X x X X x x x X XY. x 7 x 07 . - 79azze W FLOWLINE ALIGNMENT i i - x X X x x x x ' ' 4 x X. •�� X XX ® 7937.27 \ 0+00 r ' , �x X x ill •x x � 937 'I �i W X _ y/�/j// \�I j �j �/ \ x > �x x r x x x X x X x • X � x x x x� l � W x x x ;t X X X 'A„ xIlk x x x SV XX x x �IG y ' A. % xx / Xx xx xx x X X & \ x x x �,- ` �� 7937.51 W •,,•00 LIC -- 3 9, Ah. as ' X X X x X � N / i�' , ` �x x X X IF x x x x Xx X x x X X N. gip\°�q�ri A'qc sFO x .. \ 1111w ♦ ti " % �' j i •i\ X X x x X X X x ,. X ���� �° /26/20 3 F �' X X a _ «.n �W i az�•� ��^x 101 _ "_''X Ak Ali ' Adi r 1Y x • X X X x x X x x X X X 793].fi0 '� ]937.fi0 .'k 4 �, III , • i x X X X X x x X x lilt, X x X X 411111011. ]97937 •1='0 ... G\ ' �� i ,..17c � X. x X x X x x x X x x x x -_SS/ONAI EN, _*SA IrA l ' : ��� x x X x o } w E 0 w w S, v „ /, \ \ s 1.00 "TTet s 1.00 FT , / S' ,11s47 yy�� v p �/ ASS o T • ' Z OxJ, SS \.. Oxs� p 410. O ip,,, 7937.53 'XI \� 4.00 FT`/` ...SS x ' X x ,`a < N N . oMi : „ , , ,. , ASS 2 , SS T /\5 \ 7937.570 Xrx •x �0/s xx x � 4.00 FSTOp � / � ) !/_, x Xx Y.... tx X X X � v '37.0] ! 793].2fi 7 as 7937 ti� o* % � 144 ` 9372] x, v. X X i �, x x s xa X X �"fix x X.:. X _ �_ xx` X X � � /7936 ! Uxi x � 0*: X X x x y20 . OSS-/•ECTION� ,` 'S�p'X 1 7Xx x 't01,*; x 1 �� x _ x x x , T ' \X X X x x . 0+00 4.0063TOi - 7.3s /� ` X X x xe°K x �. x Xx x X x 4X Xx �� Spa 0, X DX x x x 'V x x x X *-- .* x t X x x ys 19 ,fie ixx X X p' x X S1 X x X x x X - X ... �/LL CC x X x Xx X xxx x x S X X XXT X X x x ,• x / 41 x xX Xx• O cr7/�/\ C/! O XX X x X x X X \•J��� I" ' L4 y� X X XX x \-X- V I W� 1x X - x xX x1„ x x , ?, X x.,, x X 1,011,11* A x l x x x Xx X u x a w 4/26/2023 DATE OF PUBLICATION , 7935.60 - CD 7935.50 S/nPNgL 7937 11/20/2019 TREE X SECTIONS w 7s3s.4o 41 7s3sso 7937.90 - - 4/29/22 CHANGE ORDER w 7935.30 - 4 7936.80 AL iiiii 7937.80 - - 7935.20 - 7936]0MIIIIIMIM 7937]0 - - • ' U 7935.10 - � 7936.80I= Nominim 793760 - - a�\�� 0 7935 - 9.5+/- • 7s3sso 13"+/ 7937.50 - - b 00 m 7934.90 d m 7936.40 ,a 7537.40 PROPOSED GRADE j 7934.80 7936.30MMM 7937.30 - - - - - -EXISTING GRADE x0 o7934.70 - \/ o 7936.20 7937.20 d 7934.60 L\ ]936.10 Viiim 7937.f0 O 7s34so - - - - 7936 ` CC m 7937 0 7934.40 - - - 7935.90 7938.90 mmv,,,,,,,,,, 4.5"+/- ce 7934.30 - - 7935.80 7938.80 - - 1 w 7934.20 - - - 7935.70 7936.70 - - - y 7934.10 - 7935.90 :41 7936.60 - - - W W 7934 - - - 7935.50 7938.50 - - - 7933.90 - - - - 7935.60ill 7938A0 - - - SECTION 7933.80 - - - - 7935.30 7938.30 - - 7933]0 - - - 7935.20 7936.20 - EXHIBITS 7933.60 - - - 7935.10 7306.10 N -0+02 0+00 0+18 -0+02 0+00 0+18 -0+02 0+00 0+18 , N Station Station Station �+�o o• w SECTION A-A SECTION B-B SECTION C-C o 1" 5 10 20 \�I `J Scale: CEDE QED Vertical Scale:1"=0.50' o5/UMf2023 ASPEN BUILDING DEPARTMENT APPENDIX D-HYDROLOGIC CALCULATIONS RECEIVED 05/08/2023 4 ASPEN BUILDING DEPARTMENT IMPERVIOUS FL[A���'H Tc TOTAL BASIN 9� RUNOFF RUNOFF RUNOFF FLOW PATH TcU�eo�na) |n�ny��vh ��ns�(10vh |n�no� PEAKFL0W PEANFLOW PEAKFL0W BASIN AREA SLOPE (Computed) (Regional) Tc(nin) ' ' ' ' ' ' ' ' � TOTAL BASIN |K4pERVCW8 AREA |K�PERV[N8 C�EF�5YR COEF�1OYR COEF� 1O0YR LENGTH(FT) (min) (imhr) (imhd (100yr)(imhr) 5YR(CF8) 10YR(}F8) 100YR(CF8) (ACRES) (FT/FT) (min) AREA(SF) AREA(SF) (ACRES) PR:1O 1�7DO0 14���O0 O�O43 �O34 80% O�59 �83 O�70 48�0O OO208 4fR 1O2�7 �0ODO 3�911 39�6 8�3251 0084 O�107 �191 ` ` ` ` ` ^ ` ` ` ` ^ ` ` ^ ` ` ` PR:11 6.313.00 570.00 0.145 0013 9% 014 0.22 0.40 158.00 0.0443 1838 10.8778 108778 2.3248 2.7064 4.4669 0.040 0.089 0.261 PR1.2 3.009.0O 78.00 0.068 0.002 396 01O O10 0.38 168.00 OO443 13&8 1O8778 1O87T8 2.3��3 2.7084 44H89 O016 0O36 O117 �� 2O ` 48300 ` 48300 ` 0.011 ` 0.011 ` 100% ` 000 ^ 0.92 ` 0.06 ^ 8.00 ` 0.0200 ^ 083 ^ 10.0444 ` 5.0000 ` 3.2911 ` 3.9596 ^ 63251 ` 0.033 ` 0.040 ^ 0.067 PR:2.1 59� �� �4 �4 1�% �� �� 0� �� 0� N� 10� �� �11 �� ��1 O� O� O� ` ` ^ ` ^ ^ ` ^ ` ^ ` ` ^ ` ^ ` ^ ^ ` PR:30 317.00 317.00 0.007 0007 100% 000 0.92 006 12.00 0.4500 036 10.0887 5.00@ 3.2811 39506 63251 0.021 0026 0.044 PR3.1 7�OO �00 O00O �000 100% 000 O82 008 1�00 &490O 038 1&0807 5�0000 3�2011 39906 83251 O00O 0OO1 &001 , , , , , , , , , , , , , , , , , PR�32 325.00 325.00 0.007 0.007 100% 0.90 0.92 0.96 12.00 0.4500 0.36 10.0967 5.0000 3.2911 39598 8.3251 0.022 0O27 0.045 PR:33 251�0O 251�UO O�00O UR00 100% O O S0 92 O�S0 10�DO O460O 042 1OD889 5�0K� 3�2911 3�9508 O�3251 0017 O�O21 0035 ^ ^ ^ ` ^ ^ ^ ^ ^ ^ ^ ` ^ ^ ^ ^ ^ ^ ^ PR3.4 325.00 325.00 0.007 0.007 100% 0.90 0.92 0.06 12.00 0.4500 0.36 10.0867 5.0000 32011 39608 83251 0.022 0.027 0.045 PR35 127�OO 127�OO O0O3 0�003 100% 0�0O O�92 O 3 O0 12�O0 O�450O 0�38 1O�0887 5�0000 2011 3�9500 83251 O�000 0O11 0.018 , , , , , , , , , , , , , , , , , PR:3.6 14300 14300 0(03 0003 1O0% 0.90 0.92 0.90 000 0.4500 0.26 10.0333 5.0000 32911 39596 6.3251 0.010 0.012 0.020 PR:37 26.00 26.00 0O01 0001 100% 0.90 0.92 0.96 4.00 0.4500 0.21 10.0272 5.0000 3.2011 39508 8.3251 0.002 0.002 0.004 PR38 ` 11-00 ^ 11-00 ` 0000 ^ 0.000 ^ 100% ^ 000 ^ 0.92 ` 0.08 ^ 2.00 ` 0.4600 ^ 015 ^ 10.0111 ` 5.0000 ^ 3.2011 ` 3.9508 ^ 83251 ^ 0.001 ` 0001 ^ 0.002 PR�3.9 25.00 25.00 0.001 oWO1 100% 0.90 0.92 0.90 4.00 0.4500 021 10.0222 5.0NDO 3.2011 3.9596 8.3251 0.002 0.002 0.003 PR310 ` 739.00` 739.00 ` 0O17 ` 0.017 ` 100% ` 0.90 ` 0.92 ` 0.90 ` 12.00 ` 0.4500 ` 0.30 ` 10.0007 ` 5.000) ` 3.2911 ` 39590 ` 6.3251 ` 0.050 ` 0.061 ` 0103 PR311 739.00 73800 0817 0.017 100% 0.90 0.82 0.06 12.00 0.4600 0.36 10.0687 5.0000 3.2011 39606 83251 0.050 0.061 0.103 PR-.WW1 ` 94.00 ^ 94.00 ` 0.002 ^ 0.002 ` 100% ` 0.90 ^ 0.92 ` 0.08 ^ 3.00 ` 0.0200 ` 0.42 ^ 10.0111 ` 5.000U ^ 32011 ` 3.9508 ^ 83251 ` 0.008 ` 0008 ^ 0.013 PRWW2 36�0O 30�0O O�O01 O�0O1 100% O�9O O92 O�90 2�OO OO200 O�42 1OO111 5�0X� 3�2011 3959O 8�3351 0O02 O�O03 O005 ` ` ^ ` ` ^ ` ^ ` ` ` ` ^ ` ^ ` ` ^ ` PR:VW3 23 23�O0 0�0O1 O�O01 100% 09O O �8� 0�0G ��00 O�0� 042 1O0111 S�0000 3�2011 39506 8�32S1 O002 0�0O2 0.003 ` ^ ` ^ ^ ` ` ` ` ^ ` ` ` ^ ` ` ` PRWW4 32 32�O0 O�001 8�OO1 100% O�90 O92 O�90 2�OO OO�� O�42 1O 3 � O0�O111 5�0W0O 3��011 �� 8�3��1 O�003 O0�� ^ ` ^ ` ^ ^ ` ^ ` ^ ` ` ^ ` ^ ` ` ^ ` Total 16,487 8/40 0.366 0.148 42% 0.437 0.500 1.165 RECEIVED 05/08/2023 ASPEN BUILDING DEPARTMENT APPENDIX E-HYDRAULIC CALCULATIONS RECEIVED 05/08/2023 5 ASPEN BUILDING DEPARTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday, Mar 24 2020 6 IN AT 2 PERCENT Circular Highlighted Diameter (ft) = 0.50 Depth (ft) = 0.40 Q (cfs) = 1.120 Area (sqft) = 0.17 Invert Elev (ft) = 100.00 Velocity (ft/s) = 6.65 Slope (%) = 2.00 Wetted Perim (ft) = 1.11 N-Value = 0.009 Crit Depth, Yc (ft) = 0.49 Top Width (ft) = 0.40 Calculations EGL (ft) = 1.09 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section 101.00 100.75 100.50 100.25 100.00 99.75 , . ,�r 0 1 05/08/2023 ReacIUILI 1 G DEPARTMENT Project: 931 Gibson Total Area: 12353 sf Impervious Area: 6176 sf WQCV WQCV Depth: 0.255 in **Based on 76% WQCV Volume: 262.50 cf Imperviousness. Factor of Safety: 1.50 WQCV: 393.75 cf 100-Year 100-yr Storm Depth: 1.23 in 100-yr Storm Volume: 0.00 cf Factor of Safety: 1.00 100-Yr Retention 633.04 cf Drywell Volume Calculation Interior Diameter 6 ft Exterior Diameter 7.04 ft Gravel Ring 2 ft Interior Volume 28.26 cf/ft Gravel Volume --Exterior Area 95.68 sf --Interior Area 38.91 sf --Gravel Area 56.77 sf Void 0.3 Volume 17.03 cf/ft Depth 14.43 ft *****One 17.67 ft drywell active Volume Drywell 407.79 cf Gravel 245.76 cf Total 653.55 cf 14.647059 100 year 9.3637525 Percolation Area Calculation AP=(Vr)/(K)(43200) Where AP: Total area of the sides of the percolation area, square inches Vr: Runoff volume, cubic feet K: Hydraulic conductivity, (ft/s) RECEIVED 05/08/2023 ASPEN BUILDING DEPARTMENT K: Percolation Rate (Geotech): 2 in/min Resulting K: ft/s 6.944E-04 Vr: cf 633.04 AP= square feet required 21.10 Area(1in hole) square inches 0.785 Number of 1 inch holes: 27 Circumference ft/drywell 18.84 Min Perc Depth (ft) ft Perc Depth Provided (ft) 1.12 ft 11 RECEIVED 05/08/2023 ASPEN BUILDING DEPARTMENT Project: 931 Gibson Mechanical Area Total Area: 143 sf Impervious Area: 143 sf WQCV WQCV Depth: 0.255 in WQCV Volume: 3.04 cf Factor of Safety: 1.50 WQCV: 4.56 cf 100-Year 100-yr Storm Depth: 1.23 in 100-yr Storm Volume: 0.00 cf Factor of Safety: 1.00 100-Yr Retention 14.66 cf Drywell Volume Calculation Interior Diameter 2 ft Exterior Diameter 2.04 ft Gravel Ring 1 ft Interior Volume 3.14 cf/ft Gravel Volume --Exterior Area 12.81 sf --Interior Area 3.27 sf --Gravel Area 9.55 sf Void 0.3 Volume 2.86 cf/ft Depth 2.87 ft active Volume Drywell 9.01 cf Gravel 8.22 cf Total 17.23 cf 3.1114193 100 year 1.4292218 Percolation Area Calculation AP=(Vr)/(K)(43200) Where zwift AP: Total area of the sides of the percolation area, square inches Vr: Runoff volume, cubic feet K: Hydraulic conductivity, (ft/s) RECEIVED 05/08/2023 ASPEN BUILDING DEPARTMENT K: Percolation Rate (Geotech): 2 in/min Resulting K: 6.944E-04 ft/s Vr: 14.66 cf AP= 0.49 square feet required Area(1in hole) 0.785 square inches Number of 1 inch holes: 1 Circumference 6.28 ft/drywell Min Perc Depth (ft) 0.08 ft Perc Depth Provided (ft) 11 ft RECEIVED 05/08/2023 ASPEN BUILDING DEPARTMENT Inlets 1, 2 and 3 DRAIN OPEN AREA / FLOW RATE CALCULATIONS ASSUMED VALUES/UNITS USED IN SPREADSHEET CALCULATION: Q= FLOW RATE (GALLONS PER MINUTE) Cd = DISCHARGE COEFFICIENT(0.6 ASSUMED) A= OPEN AREA OF GRATE (SQUARE INCHES) g =ACCELERATION (32 ft/sec/sec) h = HEAD ABOVE FLOOR(INCHES) *NOTE: ORIGINAL FORMULAS SHOWN AND UNITS USED ARE FOR REFERENCE ONLY. SPREADSHEET CALCULATES USING INCH AND SQUARE INCH UNITS FOR CONVENIENCE INDICATES FORMULA INPUT VALUE CELL INDICATES FORMULA OUTPUT VALUE CELL OPEN AREA CALCULATION *FORMULA USED: (GIVEN FLOW RATE & HEAD ABOVE FLOOR) A=Q/ (448.2 x Cd x \2gh ) ENTER FLOW RATE (GPM): -- A(SQUARE FEET) ENTER HEAD ABOVE FLOOR(INCHES): -- h (FEET) OPEN AREA(SQUARE INCHES): I#VALUE! FLOW RATE CALCULATION *FORMULA USED: (GIVEN OPEN AREA& HEAD ABOVE FLOOR) Q=448.2 x Cd x A x v2gh ENTER OPEN AREA(SQUARE INCHES): I 9.10 A(SQUARE FEET) ENTER HEAD ABOVE FLOOR(INCHES): 3.00 h (FEET) FLOW RATE (GPM): I 68.19 RECEIVED 05/08/2023 ASPEN BUILDING DEPARTMENT DRAIN OPEN AREA / FLOW RATE CALCULATIONS ASSUMED VALUES/UNITS USED IN SPREADSHEET CALCULATION: Q= FLOW RATE (GALLONS PER MINUTE) Cd = DISCHARGE COEFFICIENT(0.6 ASSUMED) A= OPEN AREA OF GRATE (SQUARE INCHES) g =ACCELERATION (32 ft/sec/sec) h = HEAD ABOVE FLOOR(INCHES) *NOTE: ORIGINAL FORMULAS SHOWN AND UNITS USED ARE FOR REFERENCE ONLY. SPREADSHEET CALCULATES USING INCH AND SQUARE INCH UNITS FOR CONVENIENCE INDICATES FORMULA INPUT VALUE CELL INDICATES FORMULA OUTPUT VALUE CELL OPEN AREA CALCULATION *FORMULA USED: (GIVEN FLOW RATE & HEAD ABOVE FLOOR) A=Q/ (448.2 x Cd x \2gh ) ENTER FLOW RATE (GPM): -- A(SQUARE FEET) ENTER HEAD ABOVE FLOOR(INCHES): -- h (FEET) OPEN AREA(SQUARE INCHES): I#VALUE! FLOW RATE CALCULATION *FORMULA USED: (GIVEN OPEN AREA& HEAD ABOVE FLOOR) Q=448.2 x Cd x A x v2gh ENTER OPEN AREA(SQUARE INCHES): I 156.00 A(SQUARE FEET) ENTER HEAD ABOVE FLOOR(INCHES): 0.10 h (FEET) FLOW RATE (GPM): 1213.42 RECEIVED 05/08/2023 ASPEN BUILDING DEPARTMENT INLET 5 DRAIN OPEN AREA / FLOW RATE CALCULATIONS ASSUMED VALUES/UNITS USED IN SPREADSHEET CALCULATION: Q= FLOW RATE (GALLONS PER MINUTE) Cd = DISCHARGE COEFFICIENT(0.6 ASSUMED) A=OPEN AREA OF GRATE (SQUARE INCHES) g =ACCELERATION (32 ft/sec/sec) h = HEAD ABOVE FLOOR(INCHES) *NOTE: ORIGINAL FORMULAS SHOWN AND UNITS USED ARE FOR REFERENCE ONLY. SPREADSHEET CALCULATES USING INCH AND SQUARE INCH UNITS FOR CONVENIENCE INDICATES FORMULA INPUT VALUE CELL INDICATES FORMULA OUTPUT VALUE CELL OPEN AREA CALCULATION *FORMULA USED: (GIVEN FLOW RATE & HEAD ABOVE FLOOR) A= Q/ (448.2 x Cd x \2gh ) ENTER FLOW RATE (GPM): -- A(SQUARE FEET) ENTER HEAD ABOVE FLOOR(INCHES): -- h (FEET) OPEN AREA(SQUARE INCHES): I#VALUE! FLOW RATE CALCULATION *FORMULA USED: (GIVEN OPEN AREA& HEAD ABOVE FLOOR) Q=448.2 x Cd x A x v2gh ENTER OPEN AREA(SQUARE INCHES): 28.40 A(SQUARE FEET) ENTER HEAD ABOVE FLOOR(INCHES): 5.00 h (FEET) FLOW RATE (GPM): I 274.74 RECEIVED 05/08/2023 ASPEN BUILDING DEPARTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Sunday,Aug 25 2019 4 In at 1 Percent Circular Highlighted Diameter (ft) = 0.33 Depth (ft) = 0.26 Q (cfs) = 0.261 Area (sqft) = 0.07 Invert Elev (ft) = 100.00 Velocity (ft/s) = 3.56 Slope (%) = 1.00 Wetted Perim (ft) = 0.73 N-Value = 0.009 Crit Depth, Yc (ft) = 0.29 Top Width (ft) = 0.26 Calculations EGL (ft) = 0.46 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section 101.00 100.75 100.50 100.25 100.00 99.75 0 1 05/08/2023 B RR$ J RTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Sunday,Aug 25 2019 6 In at 1 Percent Circular Highlighted Diameter (ft) = 0.50 Depth (ft) = 0.40 Q (cfs) = 0.792 Area (sqft) = 0.17 Invert Elev (ft) = 100.00 Velocity (ft/s) = 4.70 Slope (%) = 1.00 Wetted Perim (ft) = 1.11 N-Value = 0.009 Crit Depth, Yc (ft) = 0.45 Top Width (ft) = 0.40 Calculations EGL (ft) = 0.74 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section 101.00 100.75 100.50 100.25 100.00 99.75 ; + , . i; ,��r 0 1 05/08/2023 RUI tRIM RTMENT Channel Report Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk,Inc. Thursday,Jul 8 2021 4 inch at 2 percent Circular Highlighted Diameter (ft) = 0.33 Depth (ft) = 0.26 Q (cfs) = 0.370 Area (sqft) = 0.07 Invert Elev (ft) = 100.00 Velocity (ft/s) = 5.04 Slope (%) = 2.00 Wetted Perim (ft) = 0.73 N-Value = 0.009 Crit Depth, Yc (ft) = 0.32 Top Width (ft) = 0.26 Calculations EGL (ft) = 0.66 Compute by: Q vs Depth No. Increments = 10 Elev (ft) Section 101.00 100.75 100.50 100.25 100.00 99.75 i ,,f?-- 4 i L 11; 0 1 05/08/2023 You created this PDF from an application that is not licensed to print to novaPDF printer(http://www.novapdf.co �L[�I /CRTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday, Dec 10 2019 Existing Road Cross-Section 5 Yr User-defined Highlighted Invert Elev (ft) = 7936.59 Depth (ft) = 0.08 Slope (%) = 4.77 Q (cfs) = 2.600 N-Value = 0.013 Area (sqft) = 0.98 Velocity (ft/s) = 2.65 Calculations Wetted Perim (ft) = 18.36 Compute by: Known Q Crit Depth, Yc (ft) = 0.12 Known Q (cfs) = 2.60 Top Width (ft) = 18.36 EGL (ft) = 0.19 (Sta, El, n)-(Sta, El, n)... (0.00,7937.09)-(7.23,7936.64,0.013)-(24.46,7936.59,0.013)-(27.78,7937.00,0.013)-(29.96,7937.01,0.013) Elev (ft) Section Depth (ft) 7938.00 - 1.41 7937.50 0.91 7937.00 0.41 v .7---- 7936.50 -0.09 l.. - it1 f'_.'L,, 7936.00 ''"1-- 0 59"9 -5 0 5 10 15 20 25 30 35 05/08/2023 Sta (ft) ASPEN BUILDING DEPARTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday, Dec 10 2019 Existing Road Cross-Section 10 Yr User-defined Highlighted Invert Elev (ft) = 7936.59 Depth (ft) = 0.08 Slope (%) = 4.77 Q (cfs) = 3.200 N-Value = 0.013 Area (sqft) = 0.98 Velocity (ft/s) = 3.27 Calculations Wetted Perim (ft) = 18.36 Compute by: Known Q Crit Depth, Yc (ft) = 0.13 Known Q (cfs) = 3.20 Top Width (ft) = 18.36 EGL (ft) = 0.25 (Sta, El, n)-(Sta, El, n)... (0.00,7937.09)-(7.23,7936.64,0.013)-(24.46,7936.59,0.013)-(27.78,7937.00,0.013)-(29.96,7937.01,0.013) Elev (ft) Section Depth (ft) 7938.00 - 1.41 7937.50 0.91 7937.00 0.41 v .7---- 7936.50 -0.09 7936.00 ''"1- 0.59"' -5 0 5 10 15 20 25 30 35 05/08/2023 Sta (ft) ASPEN BUILDING DEPARTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday, Dec 10 2019 Proposed Road Cross-Section 5 Yr User-defined Highlighted Invert Elev (ft) = 7936.51 Depth (ft) = 0.15 Slope (%) = 4.77 Q (cfs) = 2.600 N-Value = 0.013 Area (sqft) = 0.89 Velocity (ft/s) = 2.91 Calculations Wetted Perim (ft) = 18.76 Compute by: Known Q Crit Depth, Yc (ft) = 0.19 Known Q (cfs) = 2.60 Top Width (ft) = 18.69 EGL (ft) = 0.28 (Sta, El, n)-(Sta, El, n)... (0.00,7937.09)-(7.23,7936.64,0.013)-(24.46,7936.59,0.013)-(25.46,7936.51,0.013)-(25.96,7937.01,0.013)-(29.96,7937.09,0.013) Elev (ft) Section Depth (ft) 7938.00 1.49 7937.50 0.99 7937.00 0.49 0 7936.50 -0.01 7936.00 RECEIM -5 0 5 10 15 20 25 30 35 05/08/2023 Sta (ft) ASPEN BUILDING DEPARTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday, Dec 10 2019 Proposed Road Cross-Section 10 Yr User-defined Highlighted Invert Elev (ft) = 7936.51 Depth (ft) = 0.16 Slope (%) = 4.77 Q (cfs) = 3.200 N-Value = 0.013 Area (sqft) = 1.09 Velocity (ft/s) = 2.95 Calculations Wetted Perim (ft) = 18.94 Compute by: Known Q Crit Depth, Yc (ft) = 0.20 Known Q (cfs) = 3.20 Top Width (ft) = 18.87 EGL (ft) = 0.29 (Sta, El, n)-(Sta, El, n)... (0.00,7937.09)-(7.23,7936.64,0.013)-(24.46,7936.59,0.013)-(25.46,7936.51,0.013)-(25.96,7937.01,0.013)-(29.96,7937.09,0.013) Elev (ft) Section Depth (ft) 7938.00 — 1.49 7937.50 0.99 7937.00 / 0.49 v 7936.50 ` -0.01 ,1-, ,- ' 1\ r _ ; k % 7936.00 } ; a . 0. ,', -5 0 5 10 15 20 25 30 35 05/08/2023 Sta (ft) ASPEN BUILDING DEPARTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Tuesday, Dec 10 2019 Proposed Road Cross-Section 100 Yr User-defined Highlighted Invert Elev (ft) = 7936.51 Depth (ft) = 0.19 Slope (%) = 4.77 Q (cfs) = 8.000 N-Value = 0.013 Area (sqft) = 1.66 Velocity (ft/s) = 4.83 Calculations Wetted Perim (ft) = 19.46 Compute by: Known Q Crit Depth, Yc (ft) = 0.28 Known Q (cfs) = 8.00 Top Width (ft) = 19.38 EGL (ft) = 0.55 (Sta, El, n)-(Sta, El, n)... (0.00,7937.09)-(7.23,7936.64,0.013)-(24.46,7936.59,0.013)-(25.46,7936.51,0.013)-(25.96,7937.01,0.013)-(29.96,7937.09,0.013) Elev (ft) Section Depth (ft) 7938.00 — 1.49 7937.50 0.99 7937.00 / 0.49 IV" 7936.50 ` -0.01 ,1-, ,- ' 1\ r _ ; k % 7936.00 } ; a . 0. ,', -5 0 5 10 15 20 25 30 35 05/08/2023 Sta (ft) ASPEN BUILDING DEPARTMENT