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Home My WebLink AboutFile Documents.34 Westview Dr.0056.2018 (15).ARBK Drainage Report KOVAL RESIDENCE 34 WESTVIEW DRIVE ASPEN, CO 81611 March 15, 2018 Prepared by Adam Racette, P.E. Roaring Fork Engineering 592 Highway 133 Carbondale, CO 81623 ROARING FORK ENGINEERING RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT Drainage Report KOVAL RESIDENCE 34 WESTVIEW DRIVE ASPEN, CO 81611 I HEREBY AFFIRM THAT THIS REPORT FOR THE IMPROVEMENTS AT 34 WESTVIEW DRIVE WAS PREPARED BY ME FOR THE OWNERS THEREOF IN ACCORDANCE WITH THE PROVISIONS OF PITKIN COUNTY AND APPROVED VARIANCES AND EXCEPTIONS LISTED THERETO. I UNDERSTAND THAT IT IS THE POLICY OF PITKIN COUNTY THAT PITKIN COUNTY DOES NOT AND WILL NOT ASSUME LIABILITY FOR DRAINAGE FACILITIES DESIGNED BY OTHERS. . A ADAM RACETTE,P.E. r' � • t, ;� 43341 m: RFE Project#2017-53 '�,�► .'�```= RECEIVED ii 03/22/2018 ASPEN BUILDING DEPARTMENT Table of Contents 1.0 General 1 1.1 Existing Site 1 1.2 Proposed Site 1 2.0 Drainage Basins and Sub-basins 2 2.1 Drainage Basins 2 2.2 Peak Discharge Calculations 4 3.0 Low Impact Site Design 5 3.1 Principles 5 4.0 Hydrological Criteria 6 4.1 Storm Recurrence and Rainfall 6 4.2 Storage Volumes Methodology 7 5.0 Hydraulic Criteria 7 5.1 Inlets 7 5.2 Pipes 9 6.0 Operation and Maintenance 10 6.1 Drywells 10 6.2 Inlets 10 6.3 Trench Drains 11 Appendices: Appendix A—Geotechnical Investigation Report Appendix B —Drawings RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT 1.0 General 1.1 Existing Site The residence of 34 Westview Drive is located within the City of Aspen, north of Highway 82 and just west of the city boundary. The existing site contains an approximately 1,030 square foot single family residence with a wood deck, a gravel turnaround driveway, and landscaped front and back yards of various trees, native grasses, and shrubs. The 0.40 acre (17,570 square feet) parcel is south of the Westview Drive road right-of-way. The existing slopes are relatively flat with 55 percent of the area with grades between 0 and 15 percent, 31 percent of the area with grades between 15 and 30 percent, 12 percent of the area with grades between 30 and 45 percent, and 2 percent of the area with grades exceeding 45 percent. The areas exceeding 45 percent grade are manmade drainage swales along the gravel driveway or are areas that abut retaining wall structures. A geotechnical report was developed by HP Kumar dated December 7, 2017. A copy of the geotechnical report is included in the submittal package as Appendix A. The geotechnical investigation of the subsoils found consist of about 3 to 5 feet of fill and topsoil materials overlying medium dense to dense, silty gravelly sand with scattered cobbles down to the boring depths of 21 feet. The fill materials were variable in type and their depth will likely vary across the site. No free water was encountered in the borings at the time of drilling and the subsoils slightly moist. The laboratory testing is summarized in Table 1 of the Geotechnical Report provided in Appendix A. 1.2 Proposed Site This project is classified as a `Major Project' per Table 1.1. of the URMP. The proposed development is over 1,000 square feet and disturbs an area of approximately 19,000 feet including utility work within the roadway. The intent of this report is to demonstrate compliance with the requirements of the URMP. The Low Impact Design (LID) Principles in the introduction of the manual were used as a guide throughout the design process. The proposed scope of work includes the construction of a two-story, single family residence with a front and back yard patio area, and a paved driveway with adjacent pathway. There are a number of plantings and landscaped areas around the residence. The front(north) and back (south) yard areas consist of numerous existing trees and dense vegetation and the design minimizes the disturbance to the existing condition of these areas. The proposed work reconstructs the driveway entrance to a snowmelted concrete driveway that is perpendicular to the roadway. The existing gravel driveway area is to be landscaped with native grass and shrubs. The topography of the parcel includes grades sloping away from the residence, benched grades west of the garage for HVAC equipment and other utilities, and hillside from the south of the garage to the back yard patio area. A hillside from the first floor deck down to the lower level patio is also designed south of the residence. The remainder of the lot is to be relatively flat as to retain existing trees and vegetation. RECEIVED 1 I P a_g 0:3722/2018 ASPEN BUILDING DEPARTMENT Design recommendations related to the drainage include the construction of a foundation drain system and drywells designed to fully detain impervious site runoff. This drainage report will focus on the onsite basin being collected and conveyed by the proposed storm drainage system. The final collection point for the basins are drywells designed for full detention of a 100-year storm event. The foundation drain system collects local perched groundwater for detention at a sump which can be pumped to an outlet pipe on the property. 2.0 Drainage Basins and Sub-basins The parcel's basins include drainage areas north of the property line that flow south towards the residence such as part of the paved asphalt of Westview Drive. The points of concentration are located at the proposed drywells for full detention of a 100-year storm event. The basins can be subdivided into smaller sub-basins and these delineations are shown on sheet C-04. The Basins and Sub-Basins, sheets C-03 and C-04, include calculations of impervious areas, runoff coefficients, peak flows, and the required volume of runoff to be detained. The sub-basins were created to calculate the concentrated flow from each impervious area. These sub-basin peak flows were then used to size the proposed infrastructure. 2.1 Drainage Basins Basin 1 is a major basin within the parcel and consists of part of the disturbed area for the home reconstruction, driveway, path and walkways, and part of the front lawn area. It also includes area outside of the property line to the north that flow towards the residence. The basin has a total area of 7,436 square feet (sf) and is 53 percent impervious. Impervious sections of the basin include roof structures, the snowmelted concrete driveway, part of Westview Drive's asphalt pavement, and the concrete walkway. The remainder of the basin is made up of pervious landscaped area that on the north side of the residence with dense vegetation. This basin was divided into a total of four sub-basins. Sub-basin 1.1 collects runoff in a trench drain located in the proposed driveway. The impervious runoff is from Westview Drive, the snowmelted concrete driveway, and the concrete pathway. It also collects some landscaped area runoff from the northwest that flows to the drain. Sub-basin 1.2 collects runoff via a landscape inlet in a low-point near the proposed front porch. This inlet collects impervious runoff from a portion of Westview Drive and runoff from an existing, highly vegetated area in the front yard. Sub-basins 1.3 and 1.4 collect runoff from the roof via roof drains that are to be connected and flow to the east and be piped into the storm drain system. Basin 2 is a major basin within the parcel and consists of the attached garage roof, the pervious area west of the residence, the back deck and patio, and a pervious vegetated area to the southwest of the property. The basin has a total area of 4,426 sq. ft. and is 52.24 percent impervious. RECEIVED 2 I P0a gj22/2018 ASPEN BUILDING DEPARTMENT Sub-basin 2.1 collects runoff from the pervious area between the residence and west property line. Runoff is directed around the HVAC retaining wall structures and along the west side of the residence to a landscape inlet. Sub-basin 2.2 collects runoff from the attached garage roof via a roof drain and connects to the storm system at the first floor deck drain. Sub-basin 2.3 collects runoff via a slot drain on the concrete deck and connects to the storm system at a tee. Sub-basin 2.4 collects runoff from the pervious landscape transition from the first floor deck to the lower level patio as well as a slight slope from the southwest property corner. This area has vegetation. Sub-basin 2.5 collects runoff via a trench drain from the impervious stone-paved back yard patio area at the lower level. Much of the patio is covered and the remainder of the patio that is not collected by this trench drain infiltrates via the gravel bed south of the impervious stone pavement. Basin 3 is the area of the property that is to remain at historical runoff rate and pattern as it is not collected in the proposed drywells. The back yard and east side of the parcel are included in this basin and they are pervious areas that have existing vegetation and shrubbery. The historic flow path of the back yard and east side of the parcel are unchanged. The basin calculations provided in Appendix B show a difference in developed and undeveloped peak runoff at a rate of 0.05 cfs due to impervious pavement from the roadway and a small portion of the proposed back patio. The front lawn area is heavily vegetated and contains enough pervious area to satisfy the 1:1 requirement for the impervious pavement in Westview Drive. The back patio impervious area is sloped toward the proposed gravel bed and will infiltrate on-site. All of these sub-basins connect to their respective storm drainage systems around the residence that ultimately flow to their proposed drywells for full detention of a 100-year storm event. Basin 1 and its associated sub-basins is designated to Storm Drainage System 1 with a point of concentration at Drywell-1. Similarly, Basin 2 and its associated sub-basins is designated to Storm Drainage System 2 with a point of concentration at Drywell-2. The design of two points of concentration reduces the need for a single, deep drywell (exceeding 15-foot depth) and allows for proper treatment of storm water runoff. The drywells are designed to be identical and have a shared pipe connection between them. Calculations for runoff flow, pipe sizing, and drywell sizing are provided in the proceeding sections. RECEIVED 3 I P0a3722/2018 ASPEN BUILDING DEPARTMENT 2.2 Peak Discharge Calculations The peak flows were calculated for the Major Basin for 5 and 100-year storm events using the Rational Method. The Rational Method is an acceptable method to calculate runoff for this basin as the area is under 90 acres. Rainfall intensity was calculated using a Time of Concentration (Td) of 5 minutes. The actual time of concentration for this site is less than 5 minutes, but according to the City of Aspen URMP, equations used to calculate rainfall intensity are only valid for a time of concentration of 5 minutes or greater so the smallest valid time of concentration value was used. The 1-hour Rainfall depths (Pi) used for these calculations was taken from Table 2.2 of the URMP and is equal to 0.64 inches for the 5-year event and 1.23 inches for the 100-year event. Equation 2.1 was referenced when solving for the Rainfall Intensity(I). 88.8 P1 I = (10 + Td)1.052 (Equation 2.1) Runoff Coefficients (C), a function of the Soil Group (in this case B for the onsite basin) and the percentage of impervious area within each sub basin were developed using Figure 3.3. The Runoff Coefficient(C) was then multiplied by the Rainfall Intensity (I) and the area of the Major Basin (A, in acres) to determine the peak discharge. Qp = CIA Qp = Peak Discharge (cfs) C = Runoff Coefficient I = Rainfall Intensity (inches per hour) A = Area (acres) These peak flow values were used to calculate the size of the proposed detention and conveyance structures, such as swales, drywells, inlets and pipes. The tables below contain the peak flows for developed and undeveloped conditions for 5 and 100-year storm events for the major basin, and the 100-year peak flow rate for the sub basins. 5 Year Peak Discharge Developed Calculations 1 Hour(P1) 0.64 Return Period 5 Basin ID Total Area Imp.Area Impervious C Value Time of C Intensity Q Max See(D1) (ft2) (ft2) (%) From Table (Td) I418.gpj(lo+Td)LO52 (ft3/sec) 1 7436.00 3941.00 53.00% 0.350 5 3.29 0.20 2 4426.00 2312.00 52.24% 0.350 5 3.29 0.12 3 11218.00 1034.00 9.22% 0.100 5 3.29 0.08 5 Year Peak Discharge Pre Development Calculations 1 Hour(P1) 0.64 Return Period 5 Basin ID Total Area Imp.Area Impervious C Value Time of C Intensity Q Max See(D1) (ft2) (ft2) (%) From Table (Td) I=88.sP1/(10+Td)2o52 (ft3/sec) 1 7436.00 0.00 0.00% 0.080 5 3.29 0.04 2 4426.00 0.00 0.00% 0.080 5 3.29 0.03 3 11218.00 0.00 0.00% 0.080 5 3.29 0.07 RECEIVED 4 I P0a gj22/2018 ASPEN BUILDING DEPARTMENT 1100 Year Sub Basin Peak Discharge Developed Calculations 1 Hour(Pi) 1.23 Return Period 100 Sub Basin Total Area Imp.Area Impervious C Value Time of C Intensity Sub Basin Flow Rate (Name) Ai(ft2) A;(ft2) A/A,(%) From Table (Td) 1=88.8PJ(10+Td)0L052 qad,(ft;/sec) 1.1 2510.00 1464.00 58.33% 0.540 5 6.33 0.20 1.2 2493.00 44.00 1.76% 0.350 5 6.33 _ 0.13 1.3 1296.00 1296.00 100.00% 0.950 5 6.33 0.18 1.4 1137.00 1137.00 100.00% 0.950 5 6.33 0.16 2.1 374.00 0.00 0.00% 0.350 5 6.33 0.02 2.2 574.00 574.00 i 100.00% 0.950 5 6.33 0.08 2.3 438.00 438.00 100.00% 0.950 5 6.33 0.06 2.4 1740.00 0.00 0.00% 0.350 5 6.33 _ 0.09 2.5 163.00 163.00 100.00% 0.950 5 6.33 0.02 3.0 Low Impact Site Design Low Impact Development (LID) aims to mimic the natural pre-development hydrologic pattern. The goal is to manage storm water as close to its source as is possible. This entire developed site is approximately 30% impervious. The treatment train approach is used on all runoff to increase water quality and percolation. Principles Principle 1: Consider storm water quality needs early in the design process. The Grading and Drainage design was coordinated between the architect, landscape architect and civil engineering teams throughout the design process and water quality requirements were discussed early on. Multiple site visits ensured proper understanding of existing conflicts and opportunities to improve existing drainage patterns. Principle 2: Use the entire site when planning for storm water quality treatment. Storm water quality was considered in the design of every part of the site that is being affected by the proposed construction. Impervious area outside of the property line to the north is included in drainage calculations due to existing site grades. Principle 3: Avoid unnecessary impervious area. The total impervious area on the site was kept to a minimum while meeting the architectural design goals. The parcel offers areas of existing pervious lawn areas with existing trees and shrubbery that remain undisturbed. Principle 4: Reduce runoff rates and volumes wherever possible to more closely match natural conditions. Runoff from impervious surfaces on the property is collected and routed to drywells. These drywells have been sized to capture and infiltrate the WQCV and to fully detain the 100-yka,E r E,vE D 5 I P0a gj22/2018 ASPEN BUILDING DEPARTMENT runoff volumes routed to each drywell. Additionally, the areas of existing gravel driveway that are not to be developed are to be replaced with pervious landscape such as native grass or shrubbery. Principle 5: Integrate storm water quality management and flood control. The historic flow path of areas not collected in the storm drainage system will remain. The drywell emergency overflow paths match that of historic flows. The drywells for storage act to integrate water quality BMPs with flood control methods. Splitting the drainage points of concentration into two points allows for quicker infiltration. Principle 6: Develop storm water quality facilities that enhance the site, the community, and the environment. The use of the drywells for water quality reduces the runoff of sediment and contaminants from the site. This reduces the site's effect on the community. Using two drywells reduces sediment build-up in a single, deep drywell and reduces the disturbance area required for a deeper structure. Principle 7: Use treatment train approach. The use of a drywells serves as a treatment train that adds a level of treatment to storm water from the site. Principle 8: Design sustainable facilities that can be safely maintained. Inlets and piping will be vacuumed or flushed periodically to maintain adequate flow. Proper grading reduces dangerous slopes and proper drainage to reduce ice buildup. The drywells will be easily accessible for maintenance. Principle 9: Design and maintain facilities with public safety in mind. Proper drainage and grading of the driveway and walkway reduces ice buildup and dangerous icy conditions. All grading was done with safety in mind. 4.0 Hydrological Criteria 4.1 Storm Recurrence and Rainfall The property is located outside of the commercial core and isn't served by any storm system so this property classifies as a"Sub-urban area not served by public storm sewer". Therefore, the storm system for the site was designed to meet detention requirements for the 5 and 100-year historical storm events. The 1-hour Rainfall depth (Pi) is given in Table 2.2 as 0.64 inches for the 5-year event and 1.23 inches for the 100-year event. The Intensity in inches per hour for different storm duration (Td) was calculated using Equation 2.1 from the City of Aspen URMP. RECEIVED 6 I P03122/2018 ASPEN BUILDING DEPARTMENT 4.2 Storage Volumes Methodology The storage requirements for this site were calculated using the total impervious area along with the historic and developed peak runoff rates that were established in section 2.2. The proposed storm drainage system is designed for full detention of a 100-year storm event. The below tables summarize these calculations. Full Detention Storage Basin Total Area Impervious Area Impervious _ Full Detention Depth Factor of Safety Required Storage BMP (ft) (ft) (%) (in) F.O.S. (ft) 1 7436.00 3941.00 53.00`.0 1.23 1 404 Drywell 1 2 4426.00 2312.00 52.24`o 1.23 1 237 Drywell 2 The two drywells are connected via a 4" PVC pipe and act as a single detention structure. Shown below is the net volume of the drywells in order to fully detain the required capacity. Drywall Storage Drywell Basins Diameter Storage Depth Internal Volume External(18"of Screened Rock)Volume Total Capacity Required Capacity (Name) (8) D(ft) H(ft) n'H'(D/2)2)(ft3) 0.3`n`H`((D/2)+1.5)2-(D/2)3)(ft3) (ft) (ft) Drywell1 1 6 8.5 240 90 330 404 Drywell 2 2 6 8.5 240 90 330 237 NET: 661 641 The drywell diameter and storage depth of Drywell-1 and Drywell-2 were selected to meet the required capacity of the impervious runoff detention and infiltration time. Drywell Infiltration Perforation Total Infiltration Volume Infiltrated _Name Diameter Height Perforated Area Capacity Rate Infiltration Time in 24 Hours (Name) D(ft) H(ft) A(ft2)=3.14*D*H V(ft3) I(in/hr) T(hr)=V/(A*I/12) Vlota (ft3)=V*T Drywell 1 6 5.5 103.67 330.46 12 _ 3.19 1,053.33 Drywell 2 6 5.5 103.67 330.46 12 3.19 1,053.33 5.0 Hydraulic Criteria This property is not connected to the COA's storm water infrastructure. All hydraulics are sized for onsite infrastructure. 5.1 Inlets Basins 1 and 2 were divided into sub-basins according to which inlet they discharged into. The peak flows for the 100-year event in each sub-basin were used as the flowrate to size the proposed inlets. Equations 4.17 through 4.20 from the URMP were used in these calculations. The equations incorporate a 50% clogging factor and assume a 40% opening in the grates. Water depths used in these calculations are based on the grading around each inlet and safe RECEIVED 7 I P0a372 2/2 018 ASPEN BUILDING DEPARTMENT pondin/yv levelsabove teinQG. Th Gbesont following llowingpaes mmaizetecalculations ff each inlet as well as for the trench drain. § § § o- z \ | § 0 % £ V ; , ! ! a. � _ � / - / E _ U ■ b ; ` _ -� § /{ � I § E § ±\ §} k ; kf —� { _ ® g) E ° i ±\} `) k , � § . 0 -k , a < |&) * z % 5; ` g \ \ / ( k } ( (M � crl - | ; - ; � a \ . � �2 |& ' ! \ k BB § \ i t , § ; . r § B . ee § ia ; § § / � § H \� @ | 7 � 73 . ) | 000 2 \ ' ( 1 / R .. . �{ } ` 4' ` kk E ! � z � § |} § f [ kk 7 , . § k (XI9 � 0 } / #- = j §\ P 0 . 0 � ( _ 2 rD� , , c J. kkB \ ƒ a = § � 1 ' 7 ... , j5 / / ( \ � \ k e !e � � �{ !5 \{ RECEIVED 8IP3i22/2018 ASPEN BUILDING DEPARTMENT 5.2 Pipes Pipes used for the storm system will be SDR35 PVC with a Manning's coefficient(n) of 0.01. The pipes were sized to accommodate peak flows for a 100-year event from all contributing sub- basins. The below table lists the sub-basins that contribute to each section of pipe. 'Storm System Pipes Pipe System Pipe Contibuting Sub-Basins Design Flow Rate %es 1.1 1.1 _ 0.20 _ 1.2 1.1 0.20 1.3 1.1,1.2 0.32 1 1.4 1.1,1.2 0.32 1.5 1.1-1.4 0.66 1.6 1.1-1.4 0.66 F-- 1.7 1.3,1.4 0.34 2.1 2.1 0.02 2.2 2.1 0.02 2.3 2.1-2.3 0.16 2.4 2.1-2.4 0.25 2.5 2.1-2.5 0.27 2 2.6 2.2 0.08 2.7 2.2,2.3 0.14 2.8 2.2,2.3 0.14 2.9 2.2,2.3 0.14 • 2.10 2.2,2.3 0.14 • 2.11 2.4 0.09 • 2.12 2.5 0.02 Pipe sizes were tested for hydraulic capacity at 80% of their full flowrate. Design charts giving Qdesign/Q full were downloaded from FHWA and the equations in Section 4.8.4 were used as the basis for these calculations. Calculated pipe sizes and depth of flow for onsite pipes are shown below. Pipe Sizing K ).462 Design Flow Proposed Manning Required Pipe Diameter Required Pipe r Proposed Pipe PiPe Rate Slope Coefficient Equation 4-31 Diar,erer Diameter Q ,(ft'/set) S(%) n d(ft)={nQadKYSy' D,,,,(in) D,,,(in) 1.1 0.20 10.00% 0.01 0.20 2.39 4.0 1.2 0.20 2.00% 0.01 0.27 3.23 4.0 1.3 0.32 10.00% 0.01 0.24 2.88 6.0 1.4 0.32 10.00% 0.01 0.24 2.88 6.0 1.5 0.66 4.00% 0.01 0.37 4.46 6.0 1.6 0.66 2.00% 0.01 0.42 5.08 6.0 1.7 0.34 4.00% 0.01 0.29 3.46 4.0 2.1 0.02 2.00% 0.01 0.11 1.34 4.0 2.2 0.02 5.00% 0.01 0.09 1.13 4.0 2.3 0.16 5.00% 0.01 0.21 2.51 4.0 2.4 0.25 2.00% 0.01 0.29 3.51 4.0 2.5 0.27 2.00% 0.01 0.30 3.63 4.0 2.6 0.08 2.00% 0.01 0.19 2.29 4.0 2.7 0.14 3.50% 0.01 0.21 2.55 4.0 2.8 0.14 100.00% 0.01 0.11 1.36 4.0 2.9 0.14 4.00% 0.01 0.21 2.49 4.0 2.10 0.14 2.00% 0.01 0.24 2.84 4.0 2.11 0.09 4.00% 0.01 0.17 2.10 4.0 2.12 0.02 2.00% 0.01 0.12 1.43 4.0 RECEIVED 9 I P0a3g/2 2/2 018 ASPEN BUILDING DEPARTMENT Hydraulic Grade Line and Pipe Capacity Design Flow Proposed Pipe S0%of Proposed Manning Full Pipe Cross Q Design/ Hydraulic Grade Line Depth of Flow Less Than Pepe Rate Diameter Slope Pipe Diameter Coefficient Sectional Area Full Pipe Flow Rate Q Full A/U (Depth of Flow) 80%of Pipe Diameter Qa.(ftu/sec) D.,,(in) $(%) Dvo 9(in) n A(ft)=,t(D0J2)' C4,.(ft'/s)=A(1.49/n)((D.J4g)'")5' 0aa/0 (from Chart) d(in)=(d/D)00, (Yes/No) 1.1 0.20 4.0 10.00% 3.2 0.01 0.087 0.784 0.25 _ 0.38 1.52 Yes _ 1.2 0.20 4.0 2.00% 3.2 0.01 _ 0.087 0.351 0.56 0.60 2.40 _ Yes 1.3 0.32 6.0 10.00% _ 4.8 0.01 0.196 2.312 0.14 0.29 1.73 Yes 1.4 0.32 _ 6.0 10.0096 4.8 0.01 0.196 2.312 _ 0.14 0.29 1.73 Yes 1.5 0.66 6.0 4.00% 4.8 0.01 0.196 1.462 0.45 0.53 3.18 Yes 1.6 0.66 6.0 2.0096 4.8 0.01 0.196 1.034 0.64 0.65 3.87 Yes 1.7 0.34 4.0 4.00% 3.2 0.01 0.087 0.496 0.68 0.68 2.70 Yes 2.1 0.02 4.0 2.00% 3.2 0.01 0.087 0.351 0.05 0.18 0.70 Yes _ 2.2 0.02 4.0 5.00% 3.2 0.01 0.087 0.554 0.03 0.12 0.48 Yes 2.3 0.16 4.0 5.00% 3.2 0.01 0.087 0.554 0.29 0.41 1.62 Yes 2.4 0.25 4.0 2.00% 3.2 0.01 0.087 0.351 0.70 0.69 2.76 Yes 2.5 0.27 4.0 2.0096 3.2 0.01 0.087 0.351 _ 0.77 0.73 2.90 Yes 2.6 _ 0.08 4.0 2.00% 3.2 0.01 0.087 0.351 0.23 0.37 1.46 Yes 2.7 0.14 4.0 3.50% 3.2 0.01 0.087 0.464 _ 0.30 0.43 1.72 Yes 2.8_ 0.14 4.0 100.0096_ 3.2 0.01 0.087 2.479 0.06 0.18 _ 0.70 Yes _ 2.9 0.14 4.0 4.00% 3.2 0.01 0.087 0.496 0.28 0.41 1.62 Yes 2.10 0.14 4.0 2.00% 3.2 0.01 0.087 0.351 0.40 0.49 1.94 Yes 2.11 0.09 4.0 4.00% 3.2 0.01 0.087 0.496 _ 0.18 _ 0.33 1.30 Yes 2.12 0.02 4.0 2.00% 3.2 0.01 0.087 0.351 0.06 0.20 0.80 Yes 6.0 Operation and Maintenance 6.1 Drywells Drywells must be inspected and maintained quarterly to remove sediment and debris that has washed into them. 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 drywells at least four times a year and after every storm exceeding 0.5 inches. • Dispose of sediment, debris/trash, and any other waste material removed from a drywell at suitable disposal sites and in compliance with local, State, and Federal waste regulations. • Routinely evaluate the drain-down time of the drywell to ensure the maximum time of 24 hours is not being exceeded. If drain-down times are exceeding the maximum, drain the drywell via pumping and clean out the percolation area(the percolation barrel may be jetted to remove sediment accumulated in perforations. If slow drainage persists, the system may need to be replaced. 6.2 Inlets Inlets must be inspected and maintained quarterly and after every storm exceeding 0.5 inches. All sediment and debris that has entered the system must be removed. Dispose of sediment, debris, and any other waste material removed from the inlets. Inspect for any damage to the system, and replace or repair as necessary to prevent further deterioration. If grate is damaged, repair or replace as necessary. Inspect all grouted seams and cracks. If cracks are smaller than l/", record information and continue inspection regularly. If cracks are larger than l/", regrout and repair to prevent further damage. Report all settling and deteriorating conditions to the infrastructure. RECEIVED 101 Pa3 0722/2018 ASPEN BUILDING DEPARTMENT 6.3 Trench Drains Trench drains must be regularly inspected and maintained to prevent clogging and debris from travelling further into the system. Routinely keep drain grates and surrounding patios clean and free of leaves, dirt, and other debris. This will prevent clogging and damage to the storm infrastructure. Inspect drain sumps quarterly and after every storm exceeding 0.5 inches,remove excess sediment and debris buildup from the catch basin. Inspect system for damage to the concrete and the grate. Inspect all grouted seams and cracks. If cracks are smaller than 1h",record information and continue inspection regularly. If cracks are larger than 1/z", regrout and repair to prevent further damage. If grate is damaged, repair or replace as necessary. RECEIVED 11 I P0:3722/2018 ASPEN BUILDING DEPARTMENT APPENDIX A: GEOTECHNICAL REPORT RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT H-P ti KU MAR 5020 County Road 154 Glenwood Springs, CO 81601 Geotechnical Engineering I Engineering Geology Phone: (970)945-7988 Materials Testing I Environmental Fax: (970)945-8454 Email: hpkglenwood@kumarusa.com Office Locations: Denver(HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, Summit County, Colorado SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT 8,BLOCK 2, KNOLLWOOD 34 WESTVIEW DRIVE ASPEN, COLORADO PROJECT NO. 17-7-751 DECEMBER 7,2017 PREPARED FOR: MARGO KOVAL do: S2 ARCHITECTS ATTN: JOSEPH SPEARS 319 AABC,UNIT J ASPEN, COLORADO 81611 j oseph @ RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY - 1 - PROPOSED CONSTRUCTION - 1 - SITE CONDITIONS _ 1 - FIELD EXPLORATION - 2 - SUBSURFACE CONDITIONS - 2 - FOUNDATION BEARING CONDITIONS - 3 - DESIGN RECOMMENDATIONS - 3 - FOUNDATIONS - 3 - FOUNDATION AND RETAINING WALLS -4 - FLOOR SLABS - 5 - UNDERDRAIN SYSTEM - 6 - SURFACE DRAINAGE - 6 - DRYWELL - 7 - LIMITATIONS - 7 - FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 and 5 - GRADATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS TABLE 2—PERCOLATION TEST RESULTS RECEIVED 03/22/2018 H-P�KUMAR ASPEN Project No. lantSiNG DEPARTMENT PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located on Lot 8, Block 2, Knollwood, 34 Westview Drive, Aspen, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to S2 Architects dated October 10, 2017. A field exploration program consisting of exploratory borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The existing structure on the property will be razed for construction of a new residence in its place. The proposed residence will generally be a multi-story structure with a one level basement. Ground floors could be slab-on-grade or structural above crawlspace. Grading for the structure is assumed to be relatively minor with cut depths between about 4 to 12 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. SITE CONDITIONS The proposed development area currently has a single-story residence located as shown on Figure 1. The site lies at an elevation of around 8,130 feet. The existing topography is sho T E WED 03/22/2018 H-P%KUMAR ASPEN Project No. 17' t1I9iNG DEPARTMENT - 2 - the contour lines (1-foot contour interval) on Figure 1. The slope across the development area is down to the southeast and moderate from Westview Drive then gentle through the building area. Vegetation on the site consists of grass and weeds with mainly aspen trees and a few evergreen trees. FIELD EXPLORATION The field exploration for the project was conducted on October 31, 2017. Two exploratory borings were drilled at the locations shown on Figure 1 to evaluate the subsurface conditions. The boring locations were limited to the driveway because of the sloping terrain and other site features. The borings were advanced with 4-inch diameter continuous flight augers powered by a truck-mounted CME-45B drill rig. The borings were logged by a representative of H-P/ Kumar. Samples of the subsoils were taken with a 13/s inch I.D. spoon sampler and a 2-inch I.D. California liner sampler. The samplers were driven into the subsoils at various depths with blows from a 140-pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils consist of about 3 to 5 feet of fill and topsoil materials overlying medium dense to dense, silty gravelly sand with scattered cobbles down to the boring depths of 21 feet. The fill materials were variable in type and their depth will likely vary across the site. Laboratory testing performed on samples obtained from the borings included natural moisture content and density and gradation analyses. Results of gradation analyses performed on small RECEIVED 03/22/2018 H-PvKUMAR ASPEN Project No. 17RtitiNG DEPARTMENT - 3 - diameter drive samples (minus 11/inch fraction) of the coarse granular subsoils are shown on Figures 4 and 5. The laboratory testing is summarized in Table 1. No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist. FOUNDATION BEARING CONDITIONS The underlying natural granular soils are adequate for support of spread footing foundations. About 5 feet of fill was encountered in the borings apparently from past site development. The man-placed fill should be removed from beneath proposed building areas down to the natural granular soils. The City of Aspen requires an engineered excavation stabilization plan if proposed foundations are within 15 feet of a neighboring structure or public travel way. The plan is not required if excavations are less than 5 feet below existing grades or further than 15 feet from travel ways and less than 15 feet deep. Slope bracing through use of a variety of systems such as chemical grouting, micro piles and soil nails should be feasible at the site. A shoring contractor should provide design drawings to support the proposed excavation slopes as needed. Other City requirements may also be applicable. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural granular soils. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable bearing pressure of 3,000 psf. Based on experience, we expect RECEIVED 03/22/2018 H-PvKUMAR ASPEN Project No. 17EMtING DEPARTMENT -4 - settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) All existing fill, debris, topsoil and loose or disturbed soils should be removed and the footing bearing level extended down to the relatively dense natural granular soils. The exposed soils in footing area should then be moistened and compacted. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of the on-site granular soils. Cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 40 pcf for backfill consisting of the on-site granular soils. Backfill should not contain organics, debris or rock larger than about 6 inches. RECEIVED 03/22/2018 H-P%KUMAR ASPEN Project No. 17BADING DEPARTMENT - 5 - All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressure recommended above assumes drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfill placed in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. Increasing compaction to at least 98% standard Proctor density and use of a relatively well graded sand and gravel soil can be provided to limit the settlement potential. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.5. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 400 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength,particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a granular material compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab-on-grade construction. To reduce the effects of some differential movement, floor slabs should be RECEIVED 03/22/2018 H-Pk-KUMAR ASPEN Project No. 174ING DEPARTMENT - 6 - separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4-inch layer of free- draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2-inch aggregate with at least 50% retained on the No. 4 sieve and less than 2%passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on- site granular soils devoid of vegetation, topsoil and oversized rock. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below-grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free-draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet or drywell. Free-draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 1 1 feet deep. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: RECEIVED 03/22/2018 H-1): ASPEN Project No. 17 J NG DEPARTMENT - 7 - 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free-draining wall backfill should be covered with filter fabric and capped with at least 2 feet of the on-site finer graded soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 5 feet from foundation walls. DRYWELL We expect that a drywell or bio-swale may be used for site runoff detention and disposal. The Natural Resources Conservation Service has identified four hydrologic soil groups (HSG) in the Aspen area and the site is located in Type B soil having a moderate infiltration rate. Results of a percolation test performed at Boring 2 are presented in Table 2 and indicate an infiltration rate of about 5 minutes per inch. The groundwater level and bedrock are generally known to be relatively deep in this area and should not affect drywell performance. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the RECEIVED 03/22/2018 H-P-KUMAR ASPEN Project No. 1Ntit.UNG DEPARTMENT - 8 - presence,prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, H-P-KUMAR ��,yynn/w I",i jt k Steven L. Pawlak, P. 162.22 Reviewed by: . OF CatU Daniel E. Hardin, P.E. SLP/kac RECEIVED 03/22/2018 H-P-MKUMAR ASPEN Project No. 1T3VIt JNG DEPARTMENT Iv .. - i. .. .. E .... --- 112 111E0AR.g CAP a: ra \\ £ r, _,,� - I t N' BORING 1 f BORING 2 0 % \- ., - 111 - 1' J 4L �" Iw 6 s WILIERLIl I rl r i III W.,,M, \ /t/ `�`-.A.,-! I 1 I I it E. S' s a 8 S? 15 0 15 30 -2? APPROXIMATE SCALE-FEET RECF IVED 11 17-7-751 H-P--MKUMAR LOCATION OF EXPLORATORY BORINGS FG133/122 /2018 ASPEN BUILDING DEPARTMENT BORING 1 BORING 2 EL. 8133' EL. 8133.5' 8135 8135 8130 22/12 4/6, 17/6 8130 4/6, 9/6 / 19/12 = ��=f' DD=124WC=1 — f�. +4=26 _ i_ 8125 7: 7 -200=24 8125 w / w w— —w o 30/12 / 33/6, 50/5 —o a —� a w WC=2.7 r —w 8120 / +4=35 / 8120 w -200=15 7 — — / .11 42/12 — 37/12 WC=1.6 — — +4=25 7 -200=37 — 8115 4 7/ 8115 — ./ — — 29/12 33/12 — 8110 8110 RECEIVED 17-7-751 H-P--41KUMAR LOGS OF EXPLORATORY BORINGS FDA/22 /2018 ASPEN BUILDING DEPARTMENT LEGEND FILL: SILTY SAND AND GRAVEL, ORGANICS AT BORING 2, SLIGHTLY MOIST, MIXED GRAY—BROWN, RECYCLED ASPHALT AT SURFACE. TOPSOIL; ORGANIC SANDY SILT AND CLAY, FIRM, SLIGHTLY MOIST, DARK BROWN. /:. SAND (SM); SILTY, GRAVELLY, SCATTERED COBBLES, MEDIUM DENSE TO DENSE, SLIGHTLY MOIST, LIGHT BROWN. RELATIVELY UNDISTURBED DRIVE SAMPLE; 2—INCH I.D. CALIFORNIA LINER SAMPLE. DRIVE SAMPLE; STANDARD PENETRATION TEST (SPT), 1 3/8 INCH I.D. SPLIT SPOON SAMPLE, ASTM D-1586. 22/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 22 BLOWS OF A 140—POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE CALIFORNIA OR SPT SAMPLER 12 INCHES. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON OCTOBER 31, 2017 WITH A 4—INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE OBTAINED BY INTERPOLATION BETWEEN CONTOURS ON THE SITE PLAN PROVIDED. 4. THE EXPLORATORY BORING LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER WAS NOT ENCOUNTERED IN THE BORINGS AT THE TIME OF DRILLING. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DD = DRY DENSITY (pcf) (ASTM D 2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D 422); —200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140). e -. 8` o? ,,, .., :,.‹ RECEIVED ,?4, J 17-7-751 H-P=�KUMAR LEGEND AND NOTES FGig3/22 /2018 ASPEN BUILDING DEPARTMENT HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS 24 HRS 7 HRS 1ao 45 MIN 15 MIN 60MIN ,.MIN 4MIN IM1 200 00 50 40 30 16 10 e 4 3 e' 3 4' 1 1 2' 3' 5' ' e'o C.I. === ——�— _ 'I"—-.: ___ EiNEEMallgrr- •• r 90 • 20 70 -- — — �M=MMIMM =r- MI 1-4-11.111111 30 _ ��— P60 — � --�� 1 40 . Rs��rlt� - 50 so IIIIIIIIIMIIIIIIIIIIIMI 61111111111111,-.42/////11111111111•1111811811111.1/ RN\ I - i ill RIIIIIIIMMININ 1811111•1111 nil 30 r iEMIIMMIIIMIM_ I 70 -- - =BEEM- M " ■. .. 20 _ mm /'� === = 10 —___ a sRr.��slss�r�R= - 90 0 _._I I 1 1 1 I T- NOR ■tl�-- MIME 1w ■O_ OM- 100 .001 .002 .005 .009 .019 .037 .075 .150 .300 I .600 1.15 12.35 4.75 9.5 19 30.1 76.2 127 200 .425 2.0 152 I DIAMETER OF PARTICLES IN MILLIMETERS CLAY TO SILT SAND GRAVEL FINE MEDIUM COARSE FINE COARSE COBBLES GRAVEL 35 X SAND 50 % SILT AND CLAY 15 X LIQUID LIMIT PLASTICITY INDEX SAMPLE OF: Silty Sand with Gravel FROM: Boring 1 0 10' & 15' (Combined) HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS U.S. STANDARD SERIES CLEAR SOUARE OPENINGS 24 HRS 7 HRS 100 ALAIN I5 MIN BOMIN IRMIN 4MIN 1MIN 200-,__AZL 15 1p1B /4 3/8" 3/4" 1 1 2' 3' S6' 13'0 - I --9Di- - — — ---- } -- ,0 — I —eo I ----I 20 70 - }601—�_ - -- _ 40 — _--I ---s01 — } soI - __ —I--I I 40 }—130 — I — 70 2.:....,... .--- _ __ -_ 20 �e�eeee1e4� �� r�e� 60 10 -- _-- _ _—_ j , ---i—_--.—_ --— -___--_ --- —I _—ram - _+_- 90 0 -'----I I� -- - -r1.771 I In—_TrTI---�TrT(TTII---I�-1� rT--- 100 .001 .002 .005 .009 .019 .037 .075 .150 .300 I .600 1.11 12.36 4.75 9.5 19 3e.1 76.2 127 200 .425 2.0 152 DIAMETER OF PARTICLES IN MILLIMETERS rj CLAY TO SILT SAND GRAVEL FINE MEDIUM COARSE FINE COARSE COBBLES GRAVEL 26 % SAND 50 X SILT AND CLAY 24 X 1 LIQUID LIMIT PLASTICITY INDEX 2 SAMPLE OF: Silty Sand with Gravel FROM: Boring 2 0 5' These test results apply only to the samples which were tested. The I tasting report shall not be reproduced, �, except In full, without the written a approval of Kumar & Associate c. Sieve analysis testing Is pert I accordance with ASTM D422a ,� \E D o s and/or ASTM D1140. r E 2 sI 17-7-751 "1 �'�-P -i�M/�R GRADATION TEST RESULTS Fj3/422/2018 16 ASPEN BUILDING DEPARTMENT HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS U.S.STANDARD SERIES CLEAR SQUARE OPENINGS 24 HRS 7 HRS 100 4$MIN 15 MIN GOWN 19MIN 4MIN 1MIN #200 _#100 #50 r40_13A _116__j10#6 _j4 3/6' 3/4' 1 1 2' 3' S'6' 6'0 _ I I — — — _1 10 80 — I — I — 20 1 — I — 70 1 t— 1 ——_ —I— _ 30 60 -- _ -- —_,— --- _ --t—.— I 50 —�- I SO EI - _ I f _ ^-I- 40 __ - I I _- ------1-- 60 _ — I I _I _ 30 --- I I -- t 70 — —t I — I 20 — _— ---—4— I —"�.— -- __ I 1 60 —,— —I I 10 — I t —I —f0 0 - _� 11 "1 rIT_I=I I --Iy-f mi I I I 100 .001 .002 .005 .009 .019 .037 .075 .150 .300 1 .600 1.18 12.36 4.75 9.5 16 3e.1 76.2 127 200 .425 2.0 152 DIAMETER OF PARTICLES IN MILLIMETERS CLAY TO SILT SAND GRAVEL FINE MEDIUM COARSE FINE COARSE COBBLES GRAVEL 25 X SAND 38 X SILT AND CLAY 37 X LIQUID LIMIT PLASTICITY INDEX SAMPLE OF: Very Silty Sand with Gravel FROM: Boring 2 0 15' 1 These test results apply only to the samples which were tested. The a= testing report shall not be reproduced, except In° approval oful Kumar o&t Associ the ates. Inc. 3 Slave analysis testing Is pertorgtei jA �1�� accordance with ASTM D4.22, ASTIR 1 r E and/or ASTM D1140. E '� e [t / 2f2o18 17-7-751 H-PKIUMAR GRADATION TEST RESULTS ASPEN BUILDING DEPARTMENT L N. N- 0 a C7 C7 Z 'E A o 3 3 v� a` g a c a) ;-4 v) cn > C7 ww >x_ z lL W 0 LL oaw a Fes- Zoq) —IU n Ce W H Hw 2- gc o z a W 'U I- m 2 } W• -� a� o 0 Q J J W tr i-0 o c Cl M—I O ZZw 0 CO m ill QJI— N> V)U-O� -"dza W 1 O o z e I Q z o 0 oc E j x• w V) 0Q o vl r) M (-Nif7 cr J z ce co V Q G W Q. C I+ Z O QmZ cc H H h ...Cl)Z °-- C'd QOO zEU Q a. E 111111 �r o• G O o J c Z N o N`l 03/22/2018 m ASPEN 3llILDING DEPARTMENT HPCVIAR TABLE 2 PERCOLATION TEST RESULTS PROJECT NO. 17-7-751 HOLE NO. HOLE LENGTH OF WATER WATER DROP IN AVERAGE DEPTH INTERVAL DEPTH AT DEPTH AT WATER PERCOLATION (INCHES) (MIN) START OF END OF LEVEL RATE INTERVAL INTERVAL (INCHES) (MIN./INCH) (INCHES) (INCHES) B-2 120 10 32 271/4 43/4 2.1 271/4 25 21/4 4.4 25 23 2 5 23 203/4 21/4 4.4 20% 18'/4 2'/2 4 Note: The percolation test was conducted in the completed 4-inch diameter borehole on October 31, 2017. RECEWED 03/22/2018 ASPEN BUILDING DEPARTMENT APPENDIX B: DRAWINGS RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT KOVAL RESIDENCE k0 0 34 WESTVIEW DRIVE CITY OF ASPEN , CO . Z EiWz M WESTV/EW DRIVE n roL1-1-1 _ O o _. v 0 � Z 0 m2. z a Q GRAPHIC SCALE 0 p T h _ MI `� 1 IN FEET I 9.•= e. V I Inch=10 ft. .' * ',bj ' '' 43341 'I Sh e e t List Table ._. "fEs,„„„..H„_ p 1, 1 _i____- Sheet Number Sheet Title I -LLLLL` CHECKED \\ _ S NO WM ELL ETEWLD CH ECKE D B YAMR DRAWN BY:RDL C-01 NOTES AND LEGEND \�_: LOLCLLNAY_I I I I I I mC-02 EXISTING CONDITIONS I II Zoo I I I C-03 BASINS � I o C-04 SUB—BASINS I 1 C-05 GRADING AND DRAINAGE I I I I I C-06 SITE LAYOUT . W s o C-07 UTILITIES �_� — ^P�>C �. j a Po ,* C-08 STORM SYSTEM LAYOUT I I C-09 FOUNDATION DRAIN LAYOUT ,0� ` p C-10 STORM SYSTEM PROFILES /�� +�• _ C-11 DRIVEWAY PLAN AND PROFILE O/ � , 1 g C-12 EROSION CONTROL / SINGLE-FAMILY RESIDENCE a-W ( I P. C-13 DETAILS 1 4 /E 2/ �;•. I g F C—1 4 DETAILS 2 W o w iiiii iI.00°°°o°°°°g. °°'.° •:_.,,._. b '. JOB#:2017-53 _ VIc/N/TY 7..P.,.. ° % Igo ggg%ggggggggoi •:` i000000000000000000 0000000 FOR O �� ,.- ,.... _-�....m.-_,....mrr,m....m I00000000°:.g.°000000000000000 CONSTRUCTION U uNm fit EN W+p,�AVE it ��, CITY OF ASPEN LIMITS I I W. . $ENV _ r. r/ N4 y 7E:Jr ECpppENAVE ��.��I,�.�!`� i I_- � - V DEANgT t4VE .y \ BD.l I 1 K � zEr0 W �--�a� SITE z o E 1 o � w R°A7E4.4V I l • Y _ y 1 W 1-1-11-1-1V) tl7E RN DO" wes MEW DR ,o i A,t, , , u, ( , co 0 �B,4,-------_____: --FDRKOR ; I I \ \\ \\ �9'� 0 O , -_ ., \..s. WLLANE R... DR , %G ii 1 M i m 82 RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT LEGEND 1 GENERAL NOTES: 4. UTIUTY GFNFRAI NOTES 1. ALL WORK SHALL COMPLY WITH THE MOST RECENT CITY OF ASPEN STANDARDS IN ADDITION TO THE PITKIN COUNTY 1. ANY CONTRACTOR-CAUSED DAMAGE TO UTIUTY AND/OR SERVICE UNES SHOWN OR NOT SHOWN ON THE PLANS,SHALL BE REPAIRED OR REPLACED AT NO COST TO THE CITY OF ASPEN AND SHALL 2017 STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE SECTION 200-700. BE ACCOMPLISHED BY THE CONTRACTOR,SUBCONTRACTOR OR AS APPROVED BY THE ENGINEER.THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING ALL UTILITY COMPANIES PRIOR TO PROPERTY LINE 2. WORK REQUIRES AN APPROVED CITY OF ASPEN RIGHT OF WAY PERMIT AND COORDINATION WITH THE CITY AND THE COMMENCING WORK IN THE PROJECT AREA.LIKEWISE,THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING HIS WORK AND THAT OF THE INVOLVED UTILITIES IN THE PROJECT AREA. SITE FEATURESLOCAL JURISDICTION. 2. UTILITY LINES SHOWN ON THE PLAN SHEETS ARE LOCATED FROM THE BEST AVAILABLE INFORMATION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE VERIFICATION AND PROTECTION OF ALLIIIIIMIIIIIIrillIE 3. UMITS OF CONSTRUCTION SHALL BE 10'EACH SIDE OF THE CENTERLINE OF UTILITY INSTALLATIONS BUT NOT BEYOND L• RIGHT-OF-WAY LINES.PROJECT UNITS ADDITIONALLY INCLUDE ALL DESIGNATED BORROW AREAS,EXCAVATION 3. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT 811 A MINIMUM OF TWO BUSINESS DAYS IN ADVANCE OF ANY EXCAVATION OR GRADING. 1 EASEMENT SNOWMELTED CONCRETE DRIVEWAY DISPOSAL AREAS OR MATERIAL OR TOPSOIL STOCKPILE AREAS. RESPECT ALL TREE/VEGETATION PRESERVATION 4. THE CONTRACTOR SHALL PROTECT AND MAINTAIN ALL UTILITIES AND STRUCTURES AFFECTED BY THE WORK.ANY DAMAGE SHALL BE REPAIRED AND RESTORED TO THE SATISFACTION OF THE CITY O ZONES(PER SPECS). AND UTILITY PROUDER.THE CONTRACTOR SHALL COORDINATE ALL UTILITY RELOCATIONS AS NECESSARY. PROPERTY CORNER OR MONUMENT 4. TEMPORARY CONSTRUCTION EASEMENTS MAY BE REQUIRED AND ARE TO BE COORDINATED WITH PROPERTY OWNER 5. EXCAVATION AT GAS LINES: TEMPORARY COVER DURING CONSTRUCTION SHALL BE AT LEAST 18 INCHES OVER THE GAS CONDUIT.FINISH GRADE OVER THE GAS CONDUIT MUST BE AT LEAST TWO AND THE CITY OF ASPEN. FEET AND NO MORE THAN SIX FEET. rn <- <- .. FLOWLINE CONCRETE PAVEMENT/WALKWAY 5. THE CONTRACTOR MUST CERTIFY THAT ALL AGGREGATES USED ON THIS PROJECT ARE FREE FROM HAZARDOUS 6. EXISTING UNDERGROUND TELEPHONE,FIBER AND CABLE TELEVISION FACILITIES MAY BE LOCATED IN CLOSE PROXIMITY TO THE WORK.THE CONTRACTOR MAY,IF NECESSARY,TEMPORARILY DISPLACE V COMPONENTS IN EXCESS OF THE THRESHOLD CONCENTRATIONS ESTABLISHED BY THE E.P.A. THE CABLES DURING CONSTRUCTION AND REINSTALL THEM IN ACCORDANCE WITH THE APPROPRIATE TELEPHONE,FIBER OR CABLE TELEVISION COMPANY'S GUIDELINES WITH THEIR PRIOR CONSENT. Z 6. ANY SIGNAGE REMOVED DURING CONSTRUCTION THAT IS NOT SHOWN TO BE ON THE PLANS SHALL BE REPLACED OR COORDINATION WITH BOTH THE TELEPHONE AND CABLE TELEVISION COMPANY IS REQUIRED TO BE DONE BY THE CONTRACTOR. DRAINAGE BASIN DELINEATION Ct RETURNED TO ITS ORIGINAL LOCATION. 7. THE CONTRACTOR SHALL AT THEIR EXPENSE,SUPPORT AND PROTECT ALL UTILITIES,SO THAT THEY WILL FUNCTION CONTINUOUSLY DURING CONSTRUCTION EXCEPT THOSE DESIGNATED TO BE 11 1 7. ALL WORK SHALL BE DONE IN STRICT ACCORDANCE WITH APPLICABLE SECTIONS OF THE GEOTECHNICAL TEMPORARILY SHUT DOWN.THE CONTRACTOR SHALL GET AUTHORIZATION FOR TEMPORARY SERVICE DISRUPTIONS PRIOR TO ANY UTILITY WORK AT LEAST 48 HOURS IN ADVANCE.CUSTOMERS SHALL W DRAINAGE SUB-BASIN DELINEATION ASPHALT PAVEMENT REPLACEMENTm m REPORT/INVESTIGATION(PERFORMED BY HP KUMAR DATED DECEMBER 7,2017).CONTRACTOR TO NOTE BE NOTIFIED ACCORDING TO THE UTIUTY PROVIDERS REQUIREMENTS. SHOULD A UTILITY FAIL AS A RESULT OF THE CONTRACTOR'S OPERATIONS,IT WILL BE REPAIRED IMMEDIATELY BY EITHER THE 7 REQUIREMENTS FOR EXCAVATION,BACKFILL AND SUPPORT MATERIALS.THE CONTRACTOR SHALL FAMILIARIZE CONTRACTOR OR THE UTILITY PROVIDER AT THE FULL COST OF LABOR AND MATERIALS TO THE CONTRACTOR. L DIRECTION OF FLOW THEMSELVES WITH THE INFORMATION CONTAINED IN THIS REPORT PRIOR TO CONSTRUCTION. 8. ALL VALVE BOXES,CLEANOUTS,MANHOLES,GUY`WIRES,SHALL BE ADJUSTED TO FINAL GRADE. o °j x//, 8. THROUGHOUT ALL PHASES OF CONSTRUCTION,UNTIL THE FINAL ACCEPTANCE OF THE PROJECT,THE CONTRACTOR 9. THE CONTRACTOR SHALL FIELD VERIFY THE LOCATION AND ELEVATION OF ALL SANITARY SEWER SERVICES AND WATER SERVICES PRIOR TO CONSTRUCTION. 707 , O ro 5F SF sP SILT FENCE j� DECK OR PATIO AREA MUST KEEP THE WORK SITE CLEAN AND FREE FROM RUBBISH AND DEBRIS.THE CONTRACTOR SHALL ALSO ABATE 10.ALL WORK DONE ON OR AROUND WATER FACIUTIES MUST BE INSPECTED BY AN INSPECTOR OF THE GOVERNING ENTITY.ALL WORK DONE ON OR AROUND ON-SITE WASTEWATER TREATMENT SYSTEM C �. / DUST NUISANCE AS NECESSARY.THE CONTRACTOR HAS TWENTY-FOUR(24)HOURS AFTER THE DEPOSIT OF ANY FACILITIES MUST BE INSPECTED BY A CITY OF ASPEN WATER DEPARTMENT INSPECTOR.THE CONTRACTOR IS REQUIRED TO NOTIFY THE CITY TWO WORKING DAYS PRIOR TO BEGINNING CONSTRUCTION. W ¢ O ly EARTH,GRAVEL OR OTHER EXCAVATED MATERIAL TO REMOVE SUCH DEPOSIT.IN THE EVENT THAT THE EARTH, O o GRAVEL OR OTHER EXCAVATED MATERIAL IS NOT REMOVED,THE ENGINEER OR OWNER WILL DIRECT SUCH REMOVAL Ti.TEMPORARY SHORING MAY BE REQUIRED FOR UTILITY INSTALLATION WORK ESPECIALLY IN AREA CLOSE TO OR IN EXISTING SLOPES.THE CONTRACTOR SHALL MAINTAIN SLOPE/TRENCH STABILITY 2 U j AND THE COST INCURRED SHALL BE DEDUCTED FROM THE BOND.DUST CONTROL WILL ONLY BE REQUIRED IF UNTIL EXCAVATION IS BACKFILLED.THE CONTRACTOR SHALL SUBMIT SHORING PLANS TO THE CITY AND ENGINEER FOR REVIEW AND APPROVAL PRIOR TO SHORING OPERATIONS. 2 UI a. EXISTING BUILDING FOOTPRINT(MAIN FLOOR ADJACENT PROPERTY OWNERS ARE ADVERSELY AFFECTED OR IF DUST ADVERSELY AFFECTS MAINTENANCE OF TRAFFIC Q o j OR LOWER LEVEL) DURING THE PROJECT SUCH THAT,IN THE OPINION OF ENGINEER,ADJUSTMENT OF THE CONTROL PROGRAM IS 5 EARTHWORK O N h 2 `yA EXISTING MINOR CONTOUR APPROPRIATE.IT IS ANTICIPATED DUST CONTROL WILL BE REQUIRED ON THIS PROJECT. U.. 0 ^o 9. THE CONTRACTOR IS RESPONSIBLE FOR TEMPORARY SURFACES THROUGHOUT THE PROJECT TO MAINTAIN TRAFFIC AND 1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE LEGAL DISPOSAL OF ANY EXCESS SOIL,DEBRIS AND WASTE MATERIAL OFF OF THE PROJECT SITE. (I'1 mS EXISTING MAJOR CONTOUR 1111111 SITE WALL PEDESTRIAN ACCESS.THE COST SHALL BE INCIDENTAL TO WORK. 2. ANY MATERIAL NOT SUITABLE FOR BACKFILL SHALL BE REMOVED FROM THE SITE AND DISPOSED OF,BY AND AT THE EXPENSE OF THE CONTRACTOR. v Q U 10.CONSTRUCTION DE-WATERING IS TO BE IN ACCORDANCE WITH THE COLORADO DEPARTMENT OF PUBLIC HEALTH AND 3. ALL EMBANKMENT MATERIAL REQUIRING COMPACTION WILL CONFORM TO CDOT/ASTM STANDARDS. R ENVIRONMENT REQUIREMENTS.CONTRACTOR IS RESPONSIBLE FOR ALL ASSOCIATED PERMITTING. 4. IF GROUNDWATER IS ENCOUNTERED CONTACT ENGINEER/CITY PROJECT MANAGER BEFORE PROCEEDING WITH WORK IN AREA OF GROUNDWATER. ---6 UWE---61XW1_---6'xwL- EXISTING WATER MAIN/SERVICE (SIZE) 11.IT SHALL BE THE CONTRACTOR'S RESPONSIBIUTY TO ENSURE THAT ALL WORK IS PERFORMED IN ACCORDANCE 5. IF BEDROCK IS ENCOUNTERED CONTACT ENGINEER/CITY PROJECT MANAGER BEFORE PROCEEDING WITH WORK IN AREA OF BEDROCK. Q WITH APPLICABLE STANDARDS AND REGULATIONS AS SET FORTH BY THE OCCUPATIONAL SAFETY AND HEALTH TREES ADMINISTRATION(O.S.H.A.). 6. AREAS OF HEAVY VEGETATION,TREES,ROCKS,ETC.MAY NOT ALL BE SHOWN ON PLAN SET. THE CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH THE EXISTING CONDITIONS AND REQUIRED O - -xOAs---xOAs-- zees EXISTING GAS LINE CONSTRUCTION METHODS TO PERFORM THE WORK.CERTAIN AREAS MAY REQUIRE TREE REMOVAL BOULDER RELOCATION,CLEARING AND GRUBBING,ETC.THAT MAY NOT BE SPECIFICALLY CALLED Cr 12.NO FIELD CHANGES SHALL BE MADE WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER. OUT. EX-CTV EXISTING CABLE LINE 13.SUBMITTALS SHALL BE PREPARED FOR ALL MATERIALS TO BE INCORPORATED INTO THE PROJECT AND SENT TO THE 7, THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING ANY GROUNDWATER ENCOUNTERED DURING THE CONSTRUCTION OF ANY PORTION OF THIS PROJECT. GROUNDWATER SHALL BE PUMPED, ENGINEER FOR REVIEW AND APPROVAL. PIPED,REMOVED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE FLOODING OF EXISTING STREETS NOR EROSION ON ABUTTING PROPERTIES IN ORDER TO CONSTRUCT THE IMPROVEMENTS ,,, 14.THE PHYSICAL FEATURES WITHIN THE UMITS OF THE PROJECT HAVE BEEN SHOWN BASED ON THE BEST AVAILABLE SHOWN ON THESE PLANS.THE CONTRACTOR IS RESPONSIBLE FOR ANY COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT STORM WATER DISCHARGE OR DE-WATERING PERMITS THAT =Q,PDU C$I S O . I xur xur RUT- -xur EXISTING TELEPHONE LINE � I INFORMATION AT THE TIME OF DESIGN.THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THE ACCURACY OF THE CORRESPONDING WITH THESE ACTIVITIES. � •�••�•�;, FEATURES SHOWN.THE CONTRACTOR SHALL REVIEW AND VERIFY EXISTING PHYSICAL FEATURES AND ELEVATIONS OF 10.THE CONTRACTOR SHALL FAMILIARIZE THEMSELVES WITH THE GEOTECHNICAL INVESTIGATION REPORT REGARDING THE USE OF ONSITE NATIVE MATERIAL FOR STRUCTURAL BACKFILL,BUT ONLY IF �' •�•• vc%�� --XEL ---XEL ---XEL EXISTING UNDERGROUND ELECTRIC DEMOLITION THE CONDITIONS TO BE ENCOUNTERED DURING CONSTRUCTION. APPROVED BY A GEOTECHNICAL ENGINEER AND SHALL BE SCREENED TO SIX INCH MINUS,INSTALLED IN TWELVE INCH LIFTS AND COMPACTED TO 95 PERCENT WITH OPTIMUM MOISTURE CONTENT. my , 15.THE CONTRACTOR SHALL LIMIT ALL WORK AND STORAGE AREAS TO THE PROJECT SITE.ANY WORK INSIDE PUBLIC Ti.STRIPPED TOPSOIL GENERATED ONSITE TO BE STOCKPILED AND USED FOR RE-VEGETATION. ;::::: 5') RIGHT-OF-WAYS`WILL REQUIRE APPROVAL FROM THE JURISDICTION OF AUTHORITY PRIOR TO CONSTRUCTION.USE OF XOE---XOE---XOE- EXISTING OVERHEAD ELECTRIC ANY PRIVATE AREAS FOR THIS PROJECT BY THE CONTRACTOR MUST BE APPROVED IN WRITING BY THE PROPERTY6 PAVEMENT NOTES;--- ASPHALT PAVEMENT REMOVAL OWNER WITH A COPY DOFO E T APPROVAL PROVIDED TO THE ENGINEER PRIOR TO USAGE. II 16.ALL WORK SHALL BE DONE TO THE LINES,GRADES,SECTIONS,AND ELEVATIONS SHOWN ON THE PLANS UNLESS 1. ASPHALT PRIME COAT NOT REQUIRED UNLESS INDICATED ON DRAWINGS.PREPARED BASE COURSES SHALL BE PRIMED AT CONTRACTOR'S EXPENSE IF THE SURFACE HAS DETERIORATED DUE TO ---VXSA---VXSA 6 xsA EXISTING SANITARY SEWER MAIN (SIZE) 1'.'.',',' OTHERWISE NOTED OR APPROVED BY THE ENGINEER. TRAFFIC,WEATHER OR TIME LAPSE BETWEEN SURFACE PREPARATION AND PLACEMENT OF BITUMINOUS MATERIALS,SUCH THAT,IN THE OPINION OF THE ENGINEER,USE OF PRIME COAT IS REQUIRED. •'•' 17.THE ENGINEER SHALL BE NOTIFIED WITHIN 48 HOUR PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION. APPLICATION RATE SHALL BE 0.3 GALS/SQ.YD. CHECKED BYAMR --xss ---xss ---xss - EXISTING STORM DRAIN LINE MILLED ASPHALT PAVEMENT 18.THE CONTRACTOR SHALL UMIT CONSTRUCTION ACTIVITIES TO THOSE AREAS WITHIN THE LIMITS OF DISTURBANCE 2. BEFORE PLACEMENT OF THE TACK COAT,THE CONTRACTOR SHALL CLEAN THE PRESENT ROADWAY AS DIRECTED. CLEANING WILL NOT BE PAID FOR SEPARATELY,BUT IS CONSIDERED INCIDENTAL TO DRAWN BY.'RDL ® AND/OR TOES OF SLOPE AS SHOWN ON THE PLANS.ANY DISTURBANCE BEYOND THESE LIMITS SHALL BE RESTORED THE WORK. __-y__ __-z__-x__-z__-a__-x__-x_-y_ EXISTING FENCE TO ORIGINAL CONDITIONS BY THE CONTRACTOR AT THEIR OWN EXPENSE. 3. A TACK COAT OF EMULSIFIED ASPHALT(SLOW SETTING)IS TO BE APPLIED BETWEEN PAVEMENT COURSES TO THE IMPROVE BOND.DILUTED EMULSIFIED ASPHALT FOR TACK COAT SHALL CONSIST OF 1 19.THE CONTRACTOR SHALL NOT REMOVE AND SHALL PROTECT FROM DAMAGE ALL TREES,BUSHES,AND EXISTING PART EMULSIFIED ASPHALT AND 1 PART WATER.DILUTED EMULSIFIED ASPHALT OR TACK COAT SHALL CONSIST OF ONE(1)PART EMULSIFIED AND ONE(1) PART WATER.RATES OF APPLICATION O EXISTING WATER STRUCTURE SAW CUT LINE IMPROVEMENTS INSIDE AND OUTSIDE THE LIMITS OF WORK NOT CALLED OUR FOR REMOVAL OR REPLACEMENT. SPECIFIC PROVISIONS ARE SHOWN ON THE PLANS. SHALL BE DETERMINED BY THE ENGINEER AT THE TIME OF APPLICATION.APPROXIMATE RATE SHALL BE 0.1 LS./SQ.YD. O 4. WHEN CONNECTING TO EXISTING PAVEMENT,ASPHALT MILLING IS REQUIRED TO A DEPTH OF TWO INCHES AND 24 INCHES WIDE.ADDITIONAL MILLING AND PAVEMENT RESTORATION IS INCIDENTAL TO W ❑ 20.NO TREES SHALL BE REMOVED OR TRIMMED WITHOUT PRIOR ACKNOWLEDGEMENT OF THE PROPERTY OWNER AND/OR PROJECT COST. 7U7 r, EXISTING TELEPHONE PEDESTAL x X X X X X UTILITY REMOVAL L PROJECT ENGINEER.ALL APPUCABLE PERMITS ARE THE RESPONSIBIUTY OF THE CONTRACTOR. 5. ANY LAYER OF BITUMINOUS PAVEMENT THAT IS TO HAVE A SUCCEEDING LAYER PLACED THEREON SHALL BE COMPLETED FULL WIDTH BEFORE THE SUCCEEDING LAYER IS PLACED. EE V (j EXISTING GAS METER 21.THE CONTRACTOR SHALL PROTECT THE EXISTING DRAINAGE DURING CONSTRUCTION ACTIVITIES TO PREVENT EROSION AND DAMAGE.ES AND REROUTE ANY RUNOFF AS NECESSARY 6. SHALL NOT PAVEMENT IS TO EXISTING PAVEMENT,THE EXISTING PAVEMENT SHALL BE REMOVED TO A NEAT VERTICAL UNE BY SAW CUTTING PRIOR TO PAVING OPERATIONS.VERTICAL EDGES Q Q 11z1 22.THE CONTRACTOR SHALL PROVIDE SAFE PEDESTRIAN ACCESS AT ALL TIMES DURING THE PROJECT. ABBREVIATIONS: x B B R E\/I A TI O N S• W CO 0- E EXISTING ELECTRIC METER 23.THE PHYSICAL FEATURES REQUIRING REMOVAL OR OBLITERATION WITHIN THE PROJECT SHALL BECOME THE PROPERTY ACSDLJ R LAVSP/E'1N ICON$I CONSOLIDATED SANITATION LLJ W (n OF THE CONTRACTOR AND BE DISPOSED OF OFF-SITE UNLESS OTHERWISE NOTED. J. TRAFFIC CONTROL NOTES APPROX APPROXIMATE Cr24.THE CONTRACTOR SHALL HAVE A COPY OF ALL APPLICABLE STANDARDS AND APPROVED CONSTRUCTION PLANS AND �L Q O EXISTING SANITARY SEWER MANHOLE SPECIFICATIONS ON SITE AT ALL TIMES. 1. A TRAFFIC CONTROL PLAN SHALL BE PROVIDED BY A CERTIFIED TRAFFIC CONTROL SUPERVISOR AND IMPLEMENTED BY A CERTIFIED TRAFFIC ARCH ARCHITECT CONTROL TEAM. ASSM ASSEMBLY --.I1. WV 25.ANY DISCREPANCY WITHIN THESE PLANS SHOULD BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ENGINEER. 2. MAINTAIN ACCESS TO RESIDENCES AT ALL TIMES.TEMPORARY CLOSURE ALLOWED FOR UTIUTY WORK WITH PRIOR COORDINATION AND APPROVAL ASTM AMERICAN SOCIETY OF TESTING Q WITHW O N WATER VALVE BY THE OWNER.PROVIDE FOR EMERGENCY ACCESS CONTINUOUSLY. AND MATERIALS O 7 SANITARY GFNFRAI NOTES, 3. PROVIDE SAFETY CONES,FLAG PERSONS,VERTICAL PANELS BEACONS,SIGNS AND BARRICADES AS NECESSARY TO PROTECT PUBLIC AND AVG AVERAGE WSp WORK SITE. AWWA AMERICAN WATER WORKS WATER SERVICE SHUTOFF 1. ALL SANITARY SERVICE CONSTRUCTION SHALL CONFORM TO THE LATEST STANDARDS AND SPECIFICATIONS OF THE CITY AND LOCAL JURISDICTION. Cf• 4. PROVIDE SIGNAGE AS REQUIRED BY OWNER/HOA AND LOCAL GOVERNMENT WITH JURISDICTION OVER ADJACENT ROADS. ASSOCIATION M U 2. INSTALLATION OF NEW SANITARY SERVICE IN AREAS WITH WATER MAIN AND SERVICE CROSSINGS MUST COMPLY WITH THE CITY OF ASPEN WATER DEPARTMENT, BLDG BUILDING ASPEN CONSOLIDATED SANITATION DISTRICT,AND THE COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT STANDARDS. 5. PROVIDE DIRECTIONAL SIGNAGE INCLUDING BUT NOT LIMITED TO ONE-WAY SIGNS AND/OR TRAFFIC SIGNALS DURING CONSTRUCTION.JERSEY BM BENCHMARK 3. CONTRACTOR IS TO OBTAIN STATE DE-WATERING PERMIT IN CASE OF GROUNDWATER IN THE TRENCH. BARRIERS MAY BE REQUIRED DURING CONSTRUCTION. BMP BEST MANAGEMENT PRACTICE 3. ALL MATERIALS AND WORKMANSHIP SHALL BE SUBJECT TO INSPECTION BY THE CITY OF ASPEN. THE CITY WILL RESERVE THE RIGHT TO ACCEPT OR REJECT 6. ANY SIGNAGE REMOVED DURING CONSTRUCTION SHALL BE REPLACED OR RETURNED TO ITS ORIGINAL LOCATION. BOC BACK OF CURB PROPOSED ANY MATERIALS AND WORKMANSHIP THAT DOES NOT CONFORM TO THEIR STANDARDS AND SPECIFICATIONS. 7. ALL WORK SHALL BE DONE IN STRICT ACCORDANCE WITH THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES. BOS BOTTOM OF STEP PROPOSED MINOR CONTOUR 4. THE CONTRACTOR MUST NOTIFY THE CITY AT LEAST TWO FULL WORKING DAYS PRIOR TO THE START OF CONSTRUCTION. 8. THE CONTRACTOR SHALL FURNISH,INSTALL AND MAINTAIN TEMPORARY TRAFFIC CONTROL DEVICES NECESSARY THROUGHOUT THE DURATION OF BOW BOTTOM OF WALL 5. ALL SEWER MAIN PIPES,FITTING,AND APPURTENANCES SHALL MEET THE CLASS CALLED OUT BY MUNICIPAL STANDARDS. CONSTRUCTION. CL CENTERLINE m PROPOSED MAJOR CONTOUR 6. ALL SEWER MAINS WITHIN THE ROAD CORRIDOR SHALL HAVE A MINIMUM COVER OF SEVEN FEET.ALL SEWER MAINS OUTSIDE THE ROAD CORRIDOR SHALL HAVE 9. CONTRACTOR SHALL PROVIDE A SMOOTH TEMPORARY DRIVING SURFACE UNTIL FINAL PAVING IS COMPLETE.ALL TEMPORARY DRIVING SURFACES CO CLEANOUT 3 °p' °p' ; , , I E X SPOT ELEVATION A MINIMUM COVER OF FIVE FEET. COVER GREATER THAN THE SPECIFIED MINIMUM MAY BE REQUIRED TO ACCOMMODATE EXISTING GRADES TO A MAXIMUM OF WILL NOT BE PAID FOR SEPARATELY,BUT ARE CONSIDERED INCIDENTAL TO THE WORK. COA CITY OF ASPEN TEN FEET IF GRADE CONFLICTS OCCUR WITH EXISTING UTILITIES OR OTHER OBSTRUCTIONS THE ENGINEER SHALL BE NOTIFIED IMMEDIATELY. 10.THE CONTRACTOR SHALL CLOSELY MONITOR ACCESS FOR HEAVY CONSTRUCTION EQUIPMENT THROUGH THE PROJECT AND USE TRAFFIC CONTROL CONC CONCRETE p 7. THE CONTRACTOR SHALL MAINTAIN A MINIMUM OF 18 INCHES OF VERTICAL SEPARATION FROM ALL WATER MAIN AND SERVICE CROSSINGS.ONE FULL LENGTH OF AS NEEDED TO ACCOMMODATE CONSTRUCTION ACTIVITY ENTERING AND LEAVING THE PROJECT SITE. DEMO DEMOLITION WATER PIPE MUST BE LOCATED SO BOTH JOINTS WILL BE AS FAR FROM THE SEWER AS POSSIBLE.IF THIS CANNOT BE MET THE ENGINEER SHALL NE NOTIFIED DIA OR 0 DIAMETER ',2 m IMMEDIATELY. DIM DIMENSION w o N 1 -w w w w w PROPOSED WATER MAIN/SERVICE 8.LANDSCAPE NOTES: EL ELEVATION ¢ N I I I 1 1 1. ALL AREAS DISTURBED BY ROAD OR UTILITY CONSTRUCTION SHALL BE FINE GRADED AND RAKED TO REMOVE ALL ROCKS OVER THREE INCHES ELEC ELECTRICAL o E3 PROPOSED GAS LINE 3. WATER INE GFNFRAI NOTES: IN DIAMETER. PLACE TOPSOIL TO A DEPTH OF SIX INCHES ON ALL DISTURBED AREAS. ENG ENGINEER o 0 1. ALL WATERLINE CONSTRUCTION SHALL CONFORM TO THE LATEST CITY OF ASPEN WATER DEPARTMENT STANDARDS AND SPECIFICATIONS. 2. PRIOR TO TOPSOIL PLACEMENT,ALL CUT OR FILL SLOPES WILL BE CONTOURED TO BLEND WITH ADJACENT TERRAIN. CONTRACTOR WILL USE ESMT EASEMENT -TV-TV-TV-TV-TV PROPOSED CABLE LINE 2. INSTALLATION OF NEW WATERLINE IN AREAS WITH SANITARY SEWER MAIN AND SERVICE CROSSINGS MUST COMPLY WITH THE CITY OF ASPEN WATER DEPARTMENT, VARIOUS SLOPE MOLDING TECHNIQUES TO ENHANCE THE AESTHETIC QUALITY OF THE SLOPE,WHILE MAXIMIZING THE REVEGETATION POTENTIAL. EX EXISTING ASPEN CONSOLIDATED SANITATION DISTRICT,AND THE COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT STANDARDS. ALL CUT AND FILL SLOPES SHALL BE ROUNDED AT THE TOE TO BLEND WITH THE EXISTING TERRAIN.ADDITIONALLY,WHERE SOILS AND EXIST EXISTING STEEPNESS OF SLOPES PERMIT,TERRACES WILL BE CONSTRUCTED TO AID THE REVEGETATION PROCESS. FD FOUNDATION DRAIN -T-T-T-T-T- PROPOSED TELEPHONE LINE 3. CONTRACTOR IS TO OBTAIN STATE DEWATERING PERMIT IN CASE OF GROUNDWATER IN THE TRENCH. 3. THE CONTRACTOR SHALL NOT REMOVE AND SHALL PROTECT FROM DAMAGE ALL TREES,BUSHES,AND EXISTING IMPROVEMENTS INSIDE AND FDC FIRE DEPARTMENT CONNECTION 4. ALL MATERIALS AND WORKMANSHIP SHALL BE SUBJECT TO INSPECTION BY THE CITY OF ASPEN. THE CITY WILL RESERVE THE RIGHT TO ACCEPT OR REJECT ANY OUTSIDE THE LIMITS OF WORK.SPECIFIC PROVISIONS ARE SHOWN ON THE PLANS. FFE FINISHED FLOOR ELEVATION - EEEEE PROPOSED UNDERGROUND ELECTRIC MATERIALS AND WORKMANSHIP THAT DOES NOT CONFORM TO THE CITY'S STANDARDS AND SPECIFICATIONS. 4. THE CONTRACTOR SHALL RESTORE ALL DISTURBED LANDSCAPE,HARDSCAPE,AND SNOWMELTED AREAS IN-KIND. FL FLOW LINE 5. ALL WATER MAIN PIPES FITTING AND APPURTENANCES SHALL MEET THE CLASS CALLED OUT BY CITY OF ASPEN STANDARDS. 5. SPECIFIC HIGHLY VEGETATED AREAS AND AREAS WITH TREES IN PROXIMITY TO THE WORK ARE CALLED OUT ON THE PLANS,BUT MAY NOT FT FOOT H_ --E OH E OH PROPOSED OVERHEAD ELECTRIC 6. ALL WATERLINES SHALL HAVE A MINIMUM COVER OF SEVEN FEET. COVER GREATER THAN THE SPECIFIED MINIMUM MAY BE REQUIRED TO ACCOMMODATE EXISTING INCLUDE ALL SUCH AREAS.THE CONTRACTOR IS RESPONSIBLE FOR CONSTRUCTION CONSIDERATIONS IN HIGHLY VEGETATED AREAS.ALL GAL GALLONS y GRADES AND AVOID HIGH POINTS IN THE WATERUNE TO A MAXIMUM OF TEN FEET IF GRADE CONFLICTS OCCUR WITH EXISTING UTILITIES OR OTHER OBSTRUCTIONS, DAMAGED OR REMOVED VEGETATION SHALL BE REPLACED IN KIND AT THE CONTRACTOR'S EXPENSE. GB GRADE BREAK Z THE PROPOSED WATER MAIN GRADE CAN BE VARIED PROVIDED THE SEVEN FOOT MINIMUM DEPTH OF COVER IS MAINTAINED OR AS DIRECTED BY CITY STAFF IF HORZ HORIZONTAL O ss ss ss ss PROPOSED SANITARY SEWER LINE BEDROCK/BOULDERS ARE ENCOUNTERED.THERE SHALL BE NO LOCAUZED HIGH POINTS. HP HIGH POINT ti 7. PRECAUTIONS MUST BE TAKEN TO PROTECT WATERLINE PIPE INTERIORS,FITTINGS AND VALVES AGAINST CONTAMINATION AND BE KEPT CLEAN AND DRY AT ALL 9 FROSION CONTROL NOTES: INV INVERT ? I- PROPOSED STORM DRAIN OR FOUNDATION DRAIN LINE 1. THE ULTIMATE RECEIVING WATERS ARE THE ROARING FORK RIVER. LF LINEAR FEET R TIMES. A WATER TIGHT PLUG SHALL BE INSTALLED IN THE OPEN END OF THE PIPE AT THE END OF EACH WORKING DAY. -----0R----OR----DR----OR----DR H- O W co 8. WATERLINES WILL BE INSTALLED AT RELATIVELY STRAIGHT UNES BETWEEN FITTINGS EXCEPT WHERE SHOWN OTHERWISE ON THE PLANS. IN NO CASE SHALL THE 2. TOPSOIL WILL BE STRIPPED AND STOCKPILED WITH REINFORCED FILTER LOGS SURROUNDING STOCKPILE AND THEN SEEDED AND STRAYED FOR LLE LOWER LEVEL ELEVATION cc O B. MAXIMUM JOINT DEFLECTION AS RECOMMENDED BY THE PIPE MANUFACTURER BE EXCEEDED.PIPE CURVATURE MAY BE OBTAINED BY JOINT DEFLECTION AS STABILIZATION.CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF DIRT FROM VEHICLES LEAVING THE SITE PER CITY OF ASPEN CODE. LP LOW POINT OU z ❑ o PROPOSED FENCE RECOMMENDED AND WARRANTED BY MANUFACTURER.MANUFACTURER'S INSTALLATION GUIDELINES TO BE PROVIDED WITH MATERIALS SUBMITTAL. MA MATCH II W Cl W 3. EROSION AND SEDIMENT CONTROLS ARE TO BE INSPECTED EVERY FOURTEEN CALENDAR DAYS OR AFTER EVERY STORM EVENT THAT EQUALS OR Cl IL 9. IF HIGHLY CORROSIVE SOILS ARE ENCOUNTERED,ALL BURIED FITTINGS AND VALVES MUST BE WRAPPED IN 8 MIL POLYWRAP IN AREAS OF HIGH SOIL EXCEEDS A HALF INCH OF PRECIPITATION. MAX MAXIMUM PROPOSED ELECTRIC METER CONDUCTIVITY. 4. CONTRACTOR IS RESPONSIBLE FOR CHECKING THAT ALL EROSION CONTROL BMPS ARE FREE OF MUD,DIRT,AND DEBRIS.ALL STRUCTURES ARE MH MANHOLE oN o ii EM 10.TWO FORMS OF THRUST RESTRAINT ARE REQUIRED.APPROVED FORMS ARE MEGALUGS,THRUST BLOCKS,AND TIE RODS.CONCRETE THRUST BLOCKS SHALL BE TO BE CLEANED ONCE DEPOSITED SEDIMENT REACHES ONE THIRD THE HEIGHT OF THE STRUCTURE. MIN MINIMUM INSTALLED AT ALL HORIZONTAL AND VERTICAL BENDS,TEES,VALVES AND CAPS,ETC.IN ACCORDANCE WITH THE THRUST BLOCK TABLE SHOWN ON THE DETAIL 5. ACTUAL LOCATIONS OF ALL EROSION AND SEDIMENT CONTROL MEASURES CAN BE FIELD MODIFIED IF NECESSARY BY ENGINEER OF RECORD AND NTS NOT TO SCALE I PROPOSED GAS METER SHEET.FOR CLARITY,ALL THRUST BLOCKS MAY NOT HAVE BEEN SHOWN ON THE DRAWINGS.FITTINGS . PC POINT OF CURVATURE JOB#:2017-53 WITH THRUST BLOCKS SHALL NOT BE BACKFILLED UNTIL THE APPROVED BY THE CITY OF ASPEN AND THE CITY PROJECT MANAGER CONCRETE HAS BEEN GIVEN SUFFICIENT TIME TO CURE. PCC POINT OF COMPOUND CURVE FOR E PROPOSED WATER METER11.HORIZONTAL SEPARATION BETWEEN THE SANITARY SEWER MAIN AND WATER MAINS SHALL BE MAINTAINED AT TEN FEET EXCEPT AT SPECIFIED CROSSINGS AND AS 6. EROSION CONTROL FENCING AND OTHER EROSION CONTROL MEASURES SHALL BE REMOVED AFTER ALL VEGETATION SEEDING IS AT LEAST 80 PERF PERFORATED CONSTRUCTION E PROPOSED WATER METER IDENTIFIED ON THE PLANS. PERCENT GERMINATED. 7. CONSTRUCTION ROAD,STABILIZED ENTRANCE,STAGING AREA,AND PERIMETER EROSION CONTROL MEASURES SHALL BE INSTALLED PRIOR TO ANY PERM PERIMETER 12.THE CONTRACTOR SHALL MAINTAIN A MINIMUM OF 18 INCHES OF VERTICAL SEPARATION FROM ALL SANITARY SEWER CROSSINGS.ONE FULL LENGTH OF WATER SITE GRADING OR EXCAVATION ACTIVITIES. PERP PERPENDICULAR CO PROPOSED STORM CLEANOUT PIPE MUST BE LOCATED SO BOTH JOINTS WILL BE AS FAR FROM THE SEWER AS POSSIBLE.IF THIS CANNOT BE MET THE ENGINEER SHALL NE NOTIFIEDPI POINT OF INTERSECTION IMMEDIATELY. 8. STOCKPILED MATERIALS SHALL BE SURROUNDED WITH FILTER LOGS AND WEIGHED DOWN WITH SAND BAGS. LOGS MAY NOT CONTAIN STRAW. PL PROPERTY LINE OPROPOSED STORM INLET 13.FREEZE PROTECTION SHALL BE INSTALLED FOR ALL WATER MAIN AND SERVICES LESS THAN FIVE AND A HALF FEET DEEP AND AWAY FROM STORM SEWERS, CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF DIRT FROM VEHICLES LEAVING THE SITE. PROP PROPOSED MANHOLES AND CULVERTS. 9. ALL DRAINAGE STRUCTURES ARE TO BE PROTECTED BY EROSION CONTROL MEASURES.o PT POINT OF TANGENCY PROPOSED DRYWELL WITH MANHOLE COVER 14.BLUE IDENTIFICATION TAPE SHALL BE INSTALLED 24 INCHES ABOVE ALL WATER MAINS. 10.1E ANY TEMPORARY FLOW LINE IS TO OCCUR DUE TO INTERMITTENT GRADE CHANGE,CHECK DAMS,SURFACE ROUGHENING AND ADDITIONAL BMPS PVC POLYVINYL CHLORIDE 15.ALL TRENCHES SHALL BE COMPACTED TO 95 PERCENT AS DETERMINED BY AASHTO T-99. WATER REQUIRED FOR MOISTURE CONDITIONING OF BACKFILL MATERIAL SHOULD BE IMPLEMENTED. PVMT PAVEMENT WV SHALL BE OBTAINED FROM AN AUTHORIZED FILLING HYDRANT. ALL NECESSARY COMPACTION TESTING SHALL BE COMPLETED THROUGH A CERTIFIED SOILS LAB. 11.RESURFACING OR REVEGETATION PRACTICES SHALL FOLLOW ALL LAND DISTURBING ACTIVITIES IMMEDIATELY UPON COMPLETION OF SAID ACTIVITIES. Q FLOW X WATER VALVE 16.A COPY OF THE COMPACTION TEST RESULTS SHALL BE PROVIDED TO THE CITY AND ENGINEER DURING THE COURSE OF THE PROJECT. IF REVEGETATION PRACTICES ARE DELAYED,FINISHED TOPSOIL GRADE SHALL BE PROTECTED AGAINST WIND AND WATER EROSION WITH RCP REINFORCED CONCRETE PIPE TEMPORARY EROSION CONTROL BMP'S IMMEDIATELY UPON COMPLETION. ROW RIGHT OF WAY 17.THE CONTRACTOR IS RESPONSIBLE FOR ALL REQUIRED WATERLINE TESTING.ALL TESTING WILL BE COMPLETED IN THE PRESENCE OF THE CITY'S REPRESENTATIVE. 12 WATER SHALL BE USED AS A DUST PALLIATIVE WHERE REQUIRED.LOCATIONS SHALL BE AS ORDERED.THE COST OF WATER SHALL BE tj WATER SERVICE SHUTOFF THIS INCLUDES PRESSURE AND LEAKAGE TEST,FLUSHING AND DISINFECTION,BACTERIOLOGICAL TESTS,AND PIPE CONDUCTIVITY CONTINUITY. DISINFECTION OF THE SDR STANDARD DIMENSION RATIO INCIDENTAL TO OTHER BID ITEMS.SWEEPING AND CLEANING ADJACENT STREETS AND SIDEWALKS DURING CONSTRUCTION WILL BE PERFORMED AS WATERLINE SHALL BE IN ACCORDANCE WITH THE PROCEDURE SET FORTH IN AWWA C651,LATEST EDITION,DISINFECTING WATER MAINS. NECESSARY AND AS DIRECTED BY THE ENGINEER.SWEEPING,AND DUST MITIGATION IS CONSIDERED TO BE INCIDENTAL TO THE WORK. SF SQUARE FEET 18.SWIVEL TEES MAY BE USED FOR ALIGNING HYDRANT VALVE AND VALVE BOX WITH EXISTING GRADES OTHERWISE CITY DETAILS SHALL BE FOLLOWED. STA STATION SY SQUARE YARD NOTES AND 19.ALL PIPING COMPONENTS REQUIRED FOR TIE-INS TO THE EXISTING WATERLINES MAY NOT BE SHOWN ON THE DRAWINGS.THESE SHALL BE PROVIDED AS REQUIRED BY THE CONTRACTOR AS PART OF TIE-IN TO EXISTING SYSTEM BID ITEM. TB THRUST BLOCK TOC TOP OF CURB LEGEND 20.CONTRACTOR TO VERIFY SIZE OF ALL EXISTING SERVICES.CONTRACTOR TO NOTIFY ENGINEER AND/OR CITY PROJECT MANAGER OF ANY DISCREPANCIES. TOS TOP OF STEP TOW TOP OF WALL UD UNDER DRAIN -�1 UG UNDERGROUND C RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT 7 APPROXIMATE LOCATION OF EXISTING WATER MAIN. (�-11 CONTRACTOR TO VERIFY. z II Ari CONTRACTOR TO VERIFY SIZE OF MAIN CO: IL 11JI Q ---6'%6A'L---6'XWL---'WL---fi'%WL---6'XWL---6-AWL---fi'%WL---6'%WL---6'XWL---6'XWL---6'%WL- -fi'%WL---6'XWL---6'XWL---6'%WL- fi'%WL --6-XWL---6 WL---MAIL---6-XWL---6'%WL— �+ ry I 11 alt II BAsp O-W r %\ o 1 IN FEET 1 I . K A I inch a 10 ft. 11 8145 , 7 y Under round Electric Line z L O qq a x / -xE�. - --xEL___XEL_--%EL %EL --%EL 1 I. Gravel (' --XEL---%EL---%EL -kjf XEL --%EL---%EL---% --%EL -ur XELI- EEL DR �8145 w0-'Mr, __ aQ �r ' 8140 Ills •ti A may:.. - Gravel Driveway I Er R #5 REBAR kA 1 $5 REBAR&CAP �l114 LS. #25947 ". �i oxiramffssiwor- — -- 43341 '�°1 CAI 444 y �, ox i � owAc°, •r, 4SSIONA�E= *� 1 ,, Q kew,'y \ wi `_ e-y T 35� �7.5•� lo, +q %ixi s3 U7 i <"0 �c� •O N 2 1 L 0 U LU oz BUILD SETBACK i• " \ W co la_ W W CO Gravel Driveway jerill111141‘ I Q O 1 Z1111111'1, irl 3 f l 3 rick Patio p `,Sp� O I— A. sip° 1 + M LOT6 /111 -1: 1 n LOT 8 v 17,570 S.F.t 1m ? SINGLE STORY m WOOD FRAME HOUSE I Z ` I : i 1 34 WESTVIEW DRIVE 1s I I LOT 10 z 8 8 I O 1I =1 Gas Meterf' �` 23.7' _ 1 / �I`�If • 0 0 I 1 ,,1S ' �'� •4v4 1$ QQ N 1 �1 3 1 ml i 11 0 1 0 �4, I,'` 1 1 oWood Deck e 1 W I \ 50w• Z x \ WLi m18135 , \ /'4W �f Z Q 1 1 • o w m 1 %WL, ,. XWL �� I • O N O Electric Meter iiiii u, ter,<oe-'x 1 D O d W0 XW # G ` i iI` i `, O I Power Pole '' BUI ONG S ACK JOB#:2017-53 C.O.A.GPS 7 I I FOR MONUMENT#18 may __ 1 +LF��_ __ gr3 j CONSTRUCTION '0ge to --�bf 1 7.s'�1 _— - k7E L— BUILDING SETBACK J N 90°00'00"E 41.34' UT__ 7.5'UTILITY ASEMENT DITCH BOOK 2A AT PAGE 260 N #5 IRON BAR 7— „r `' LOTS REBA &CAPS F1 -kUi_ a m &ALUM.CAP #4 / kTV S 00°00'00"E L.S #141 1 X Ill, 10.00' ,5y - 3�NTV k _- - _ #5 REBAR 'XWL I �LVx�F i,x -XUi- _ _ o _T 00'00"E 2\'117,, 97.00' r-'-NUi C.O.A.GPS \ \ aoo LOT �'F(X #5 REBARL.S #25 34 PX _--xu7 S 7PX _--xu7_ MONUMENT#19 EXISTING CONDITIONS c-02 RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT 5 Year Peak Discharge Developed Calculations 1 Hour(Pz) 0.64 1 I I 8 Return Period 5 _ Basin ID Total Area Imp.Area Impervious C Value lime of C Intensity QMax I'--.w- See(D1) (ftz) (ftz) (%) From Table (Ta) 1=88.8Pu/(10+Ta)z"0sz Ma/sec) 1 7436.00 3941.00 53.0034 0.350 5 3.29 0.20 J'�T` 2 4426.00 2312.00 52.24% 0.350 5 3.29 0.12 (n 3 11218.00 1034.00 9.22% 0.100 5 3.29 0.08 ZV 5 Year Peak Discharge Pre Development Calculations 1 HouNP1) 0.64 LI ILI N 7 b b Return Period 5 CD m �g Basin ID Total Area Imp.Area Impervious C Value lime of C Intensity QMax �•J n Q" See(D1) (ft) (ftz) (%) From Table (Ta) 1=88.8Pu/(10+Ta)z.°sz (ft°/sec) Z m WESTIVIEWDRIVVE _Asphalt 1 7436.00 0.00 o.00^r 0.080 5 3.29 0.04 Q ° 2 4426.00 0.00 0.00% 0.080 5 3.29 0.03 3 11218.00 0.00 0.00% 0.080 5 3.29 0.07 O y O , Pavement (20'ROW) r Gravel 100 Year Peak Discharge Developed Calculations Z cQi Y Driveway 1Hour(P1) 1.23 ti Return Period 100 Q Basin ID Total Area Imp.Area Impervious CValue Time of C Intensity QMax O CONCRETE See(D1) (ftz) (ftz) (%) From Table (Ta) 188.8Pz/(104-Ta)t°t° (ff'/sec) Ct WALKWAY 1 7436.00 3941.00 100.00% 0.950 5 6.33 1.03 Gravel Driveway 2 4426.00 2312.00 97.60% 0.880 5 6.33 0.57 ;4,00 •,•jar A 3 11218.00 1034.00 9.22% 0.380 5 6.33 0.62 CO.• M"•• � i 100 Year Peak Discharge Pre Development Calculations 43341 'A 1Hour(P1) 1.23 ''':$• f.. Return Period 100 `F'ySrONAVEN=� Basin ID Total Area Imp.Area Impervious CValue Time of C Intensity QMax � �•�' /' I See(D1) (ftz) (ftz) (%) From Table (Ta) 1408.8P,/(10ETa)'"sz (ft'/sec) CHECKED BYAMR r DRAWN BY SNOWMELTED I 1 7436.00 0.00 0.00% 0.350 5 6.33 0.38 / CONC.DRIVEWAY 2 4426.00 0.00 0.00% 0.350 5 6.33 0.22 / 3 11218.00 0.00 0.00% 0.350 5 6.33 0.57 U � • O STORM SYSTEM 1, � -0 ® _ _ _ - " " " - w - w ......_ z � SEE SHEET C-04 W ., W W • w w O AND C-08 _ W W W W•W a - ill Q COVERED FRONT PATIO AREA(8142.00) _\P'.a 1 Q -� _ Full Detention Storage 0 I\ Pliii'lliP ,., SINGLE-FAMILY WESTI//EWDRNE RESIDENCE _ ® _-y , __ *IP l� V A M j ATTACHED FFE=814200' - Basin Total Area Impervio;rea Impervious Full Detention Depth Factor of Safety Required Storage BMP GARAGE LLE=8130.2T . (ftz) (ftz (%) (in) F.O.S. (ft) r (814200' 1 7436.00 5 %52.24% 1.23 1 237 orywel z m 3 DECKggg4g / Id. Drywell Storage (814200/; ogi'c7k�A` ,A;geo� 1 // /j' ° (8130.2TJ°°o°° o°I w N Drywell Basins Diameter Storage Depth Internal Volume External(18"of Screened Rock)Volume Total Capacity Required Capacity N II 11 • r (Name) (If) D(ft) H(ft) rt*H*(D/2)z)(ft') 0.3*n*H*((D/2)+1.5)z-(D/2)z)(ft') (ft) (ft') 0 ". w 'vu� Drywelll 1 6 8.5 240 90 330 404 °°° I °°°°°°°° / Drywell 2 2 6 8.5 240 90 330 237 STORM SYSTEM 2, NET: 661 641 SEE SHEET C-04 0 -0 O " AND C-08 Drywell Infiltration F' • Perforation Total Infiltration Volume Infiltrated ai _ Name Diameter Height Perforated Area Capacity Rate Infiltration Time in 24 Hours O A(ftz)-3.14*D*H V(fts) I m hr T hr-V A*I 12 Vt� ft' -V*T 1' I --- (Name) D(kl H(ft) - ( / 1 ( )- /( / ) it )- i Landscaped �- UAL/TY EASEMENT LINE(TYP.) Drywell l 6 5.5 103.67 330.46 12 3.19 1,053.33 ? 'Ciro'O. o w PROPERTY LINE(TYP.) Drywell 2 6 5.5 103.67 330.46 12 3.19 1,053.33 p 0O 1- v OV -- 7.5' o. o ci ai`` I `` I 0 0 , ,..,,,,,,, JOB Of:2017-53 L 7A \ FOR 1 CONSTRUCTION �� BUILDING SETBACK I (TYP.) I L - - - _ LS' io 0 GRAPHIC SCALE - IJ BASINS I IN FEET 1 I inGn=10 ft. C-03 7ECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT 100 Year Sub Basin Peak Discharge Developed Calculations 1 Hour(Pt) 1.23 -41111111Pla Return Period 100 Sub Basin Total Area Imp.Area Impervious C Value lime of C Intensity Sub Basin Flow Rate (Name) A,(ftz) AI(ftz) Ai/A,(%) From Table (Ta) 1.88.8Pz/(10vTa)oz.osz Qwg(ft'/sec) 1.1 2510.00 1464.00 58.33% 0.540 5 6.33 0.20 1.2 2493.00 44.00 1.76% 0.350 5 6.33 0.13 f 1.3 1296.00 1296.00 100.00% 0.950 5 6.33 0.18 �Jn 1.4 1137.00 1137.00 100.00% 0.950 5 6.33 0.16 2.1 374.00 0.00 0.00% 0.350 5 6.33 0.02 _ 2.2 574.00 574.00 100.00% 0.950 5 6.33 0.08 Lli P. 2.3 438.00 438.00 100.00% 0.950 5 6.33 0.06 j 2.4 1740.00 0.00 0.00% 0.350 5 6.33 0.09 ��`\III.. Qi 2.5 163.00 163.00 100.00% 0.950 5 6.33 0.02 V n c ,- 1, of WESTVIEW DRIVE l�l e Storm System Pipes Pipe Sizing W i � 4 Asphalt K 0.462 () m v st Pavement Pipe System Pipe Contibuting Sub-Basins Design Flow Rate Design Flow Proposed Manning Required Pipe Diameter Required Pipe Proposed Pipe 4' y 20 (20'ROW) (Le, Pipe Race Slope Coefficient Equation 4-31 Diameter Diameter Grovel L ■ 1.1 1.1 0.20 Qw Ift'/sec) s(%) n d(ft)={n0,r=/Kv5}'^ Die,(in) D„e(in) Z U Driveway 1.2 1.1 0.20 1.1 0.20 10.00% 0.01 0.20 2.39 4.0 M a ""` 1.3 1.1,1.2 0.32 1.2 0.20 2.00% 0.01 0.27 3.23 4.0 Q �� 1 1.4 1.1,1.2 0.32 1.3 0.32 10.00% 0.01 0.24 2.88 6.0 O 1.5 1.1-1.4 0.66 1.4 0.32 10.00% 0.01 0.24 2.88 6.0 ry 1.6 1.1-1.4 0.66 1.5 0.66 4.00% 0.01 0.37 4.46 6.0 �l Grovel 1.7 1.3,1.4 0.34 1.6 0.66 2.00% 0.01 0.42 5.08 6.0 sx ` Driveway 2.1 2.1 0.02 1.7 0.34 4.00% 0.01 0.29 3.46 4.0 a,00 't, 2.2 2.1 0.02 2.1 0.02 2.00% 0.01 0.11 1.34 4.0 :�q'' ;\II - _2.2 0.02 5.00% 0.01 0.09 1.13 4.0 J c' -'�f','' 2.3 2.1-2.3 0.16 : rr - .. - - 2.4 2.1-2.5 0.25 -� 2.3 0.16 5.00% 0.01 0.21 2.51 4.0 '' 43341 m' I I "'"�°`" �;�- 2.5 2.1-2.5 0.27 2.4 0.25 2.00% 0.01 0.29 3.51 4.0 'r ,.i L �• ,r '.��, i 2 2.6 2.2 0.08 2.5 0.27 2.00% 0.01 0.30 3.63 4.0 - 41t'�O.•S .. d•�"�7 L \ 2.7 2.2,L3 0.14 2.6 0.08 2.00% 0.01 0.19 2.29 4.0 y`S;ONA` ' / 2.8 2.2,2.3 0.14 2.7 0.14 3.50% 0.01 0.21 2.55 4.0 2.9 2.2,2.3 0.14 2.8 0.14 100.00% 0.01 0.11 1.36 4.0 CHECKED BY AMR INLET-1.2 TiliN 2.10 2.2,2.3 0.14 2.9 0.14 4.00% 0.01 0.21 2.49 4.0 DR4WN BY.RDL / I 2.11 2.4 0.09 2.10 0.14 2.00% 0.01 0.24 2.84 4.0 2.12 2.5 0.02 2.11 0.09 4.00% 0.01 0.17 2.10 4.0 TRENCH DRAIN CB 1.1/ PIPE BEND-1.1 i 2.12 0.02 2.00% 0.01 0.12 1.43 4.0 COLLECTS 1.1 U . 'PIPE PIPE-1.3 W C' . n n W Hydraulic Grade Line and Pipe Capacity Cn ° a 77,1' - / DesignFlow ProposedPpe 80%of Proposed Manning Full PpeDoss gDesign/ HydraulicGradeLne Depth of FlowLess Than1RQQF DRA/N-21 ° ° ` ,° ° //// /// P/PE-1. / P�Pe Rate D ameter 51ope pipe D ameter Cceff Gent Sect mal Area Full Pipe Flow Rate q Full d/D (Depth of Flow) 80%of Pipe D ameter J ///// ! PIPE-1.4 CI) f ROOF DRAIN CONNECTION-1.1 & 1.2 �I - qa.,la'/sec) D„e(ml s 1%) D„*.a Ian) n A(a)-n(D,.p/z)' q,u,(Os)-A(1.99/n)(ID„./ae)'�')s'p n,eJ4mn Prom mart) d 1 n)-(d/D)*D„e (Yes/No) .0 O /��/ 1. _ I` / t 1.1 0.20 4.0 10.00% 3.2 0.01 0.087 0.784 0.25 0.38 1.52 Yes ki le® , ROOF DRAIN-1.1 ROOF DRAIN-1.2 ��` TEE-1.1 1.2 0.20 4.0 2.00% 3.2 0.01 0.087 0.351 0.56 0.60 2.40 Yes r -/ - _ 4 '�COLLEC75 1.3, 1.4 1.3 0.32 6.0 10.00% 4.S 0.01 0.196 2.312 0.14 029 1.73 Yes M C. P I 1.4 0.32 6.0 10.00% 4.8 0.01 0.196 2.312 0.14 0.29 1.73 Yes 1 A�` , / 1.5 0.66 6.0 4.00% 4.8 0.01 0.196 1.462 0.45 0.53 3.18 Yes t �® ,�4 !1 / 1.6 0.66 6.0 2.00% 4.8 0.01 0.196 1.034 0.64 0.65 3.87 Yes _ I 1.7 0.34 4.0 4.00% 3.2 0.01 0.087 0.496 0.68 0.68 2.70 Yes 2.1 0.02 4.0 2.00% 3.2 0.01 0.087 0.351 0.05 0.18 0.70 Yes m ROOF DRAIN CONNECTION-2.2 1// `0� '� \ 2.2 0.02 4.0 5.00% 3.2 0.01 0.087 0.554 0.03 0.12 0.48 Yes 2 COLLECTS 2.2 Ir ® /� • 2.3 0.16 4.0 5.00% 3.2 0.01 0.087 0.554 0.29 0.41 1.62 Yes PIPE-2.7 2.00% 3.2 0.01 0.087 0.351 0.70 0.69 2.76 Yes p6 1I4YAPIPE.18A °a°o°a°o°a°o°a°°°°°°°°°°c'°°°°°°°°°°°° 1 2.5 0.27 4.0 2.00% 3.2 0.01 0.087 0.351 0.77 0.73 2.90 Yes IFAir q TRENCH DRAIN CB-259��000�°0°00000 P/PE-L5 2.6 0.08 4.0 2.00% 3.2 0.01 0.087 0.351 0.23 0.37 1.46 Yes c^ c. DECK DRAIN CB-2.3 /I<444401 PA .A o OLoECo.?oo >o�0000444 2.7 0.14 4.0 3.50% 3.2 0.01 0.087 0.464 0.30 0.43 1.72 Yes ¢ m Y I I I 1 1 COLLECTS 23 '°T ^^^^ % p N ^ �� PIPE BEND-23 2.8 0.14 4.0 100.00% 3.2 0.01 0.087 2.479 0.06 0.18 0.70 Yes o 0 PIPE BEND-2.2-', I} ', -. 2.9 0.14 4.0 4.00% 3.2 0.01 0.087 0.496 0.28 0.41 1.62 Yes 1 - PIPE-2.9 PIPE-2.10 0o I \ 2.10 0.14 4.0 2.00% 3.2 0.01 0.087 0.351 0.40 0.49 1.94 Yes f .�I • PIPE-2 4 TEE-23 �)11I� I 2.11 0.09 4.0 4.00% 3.2 0.01 0.087 0.496 0.18 0.33 1.30 Yes el • • • O°• .,P!!)%,• r 5 2.12 0.02 4.0 2.00% 3.2 0.01 0.087 0.351 0.06 0.20 0.80 Yes PIPE-2.12 t• �. �, TEE-22 1�e �11 . INLET-2.1 i tI k. ln1� COLLECTS 21 �) j 1.- PIPE-2.1 y P/PE-2.1rill I PIPE-2.11 PIPE-2.5 E-22 �on dscoped UALITY EASEMENT LINE(TYP.) p PIPE-2.2 2 , Area PIPE BEND-1.3 I a g \ - PROPERTY LINE(TYP.) o 0 �� V `o INLET-2.4 , 0 11tip PIPE JOINT-2.1 -:I ' COLLECTS 2.4 �� PIPE-1.6 75• o ail, i i I I ' PIPE-2.3 .4.0.-' i '11110, O \`'�_', 4e e I Sub Basin and Circular Inlet Calculations JOB lk 2017-53 \\ - - \ DRYRELL-1 1Hour(Pi) 1.23 m-00% Y,.04(Depress inlet by 0.04') FOR ---- �` _- O ORYWELL-2 \\\\\ \ \ Return Period 100 Co 50% Co 0,55 CONSTRUCTION BUILDING SETBACK _ (ryp.) Inlet ID Basin ID Total Area Imp.Area Impervious C Value Concentration Intensity QMax Inlet Type Diameter Area(EQ.420) Inlet Capacity (EQ4-19) Has Capacity ---- t See(D3) (kz) (ftz) (%) From Table (TO 1=88.SPt/(10eTa)''osz fte/sec W°(inches) Ae=(1-05)mA Q=C A,02$Y, (Yes/No) � I L`- - - . - - - - . I INLET-1.2 1.2 2493 44 1.76% 0.350 5 6.33 0.127 12"Round 12 0.157 0.183 Yes �---- INLET-2.1 2.1 374 0 0.00% 0.350 5 6.33 0.019 4"Round 4 0.017 0.020 Yes INLET-2.4 2.4 1740.0 0.0 0.00% 0.350 5 6.33 0.088 12"Round 12 0.157 0.183 Yes Sub Basin and Rectangular Inlet Calculations tJ 1Hour(Pt) 1.23 m=40% Y�.04(Depress inlet by 0.04') GRAPHIC SCALE Return Period 100 Cg SD% Co 0.65 so o 5 so zo 40 Inlet ID Basin ID Total Area Imp.Area Impervious C Value lime of Concentration Intensity QMax Inlet Type Inlet Width Inlet Length Effective Open Area(EQ.4-20) Inlet Capacity (EQ4-19) Has Capacity11 I A C�Q_ /V� See(D1) (ftz) (ftz) (%) (From Table) (Ta) 1=88.8Pt/(10-FTa)z.osz (fte/sec) Rectangular W°(inches) L.(inches) Ae=(1-05)mW°LL Q=CoAed2gY, (Yes/No) S7 O O/-I /V TRENCH DRAIN-1.1 1.1 2510 1464 58.33% 0.540 5 6.33 0.197 0.33'x 16.33' 4 195.96 1.089 1.092 Yes I IN FEET I DECK TRENCH DRAIN-2.3 2.4 1740 0 0.00% 0.350 5 6.33 0.088 0.33'x 56' 4 672 3.733 3.746 Yes r I Inch=It ft. TRENCH DRAIN-2.5 2.5 163 163 100.00% 0.950 5 6.33 0.022 0.33'x9.75' 4 117 0.650 0.652 Yes `-�-0`"F^ RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT REPL S5 ...•.• PAVEMENT IN KIND, SEE SITE LAYOUT ON SHEET C-06 ASPHALT MMII • Cr LIJ Q Z < ml :•.- � � o� GRAPHIC SCALE < W 'e o WESTVIEW DRIVE 3 (IN FEET 1 :�. Asphalt O o p ct JS, ,, ; Pavement L , % p I Inch=l0 ft. MATCH EX.L.�' O 0 0 ..R6A AA98' ® MATCH EX 1183' (20'ROW) r n c •Grevef....-- LLL ZV U Driveway LMATONE/ AQ6 • p • i 5 1 1 -,...":,....., . - i-tl'I• __ Grovel d� Dnv way a,BU ` �y,.h rp W. i • r� - m; Aa9B• .,• a3n „- -�-� .�- 43341 7.**.. 4 • SNOWMELTE , - SSIONACEN= • i 1.8' f e1/1 CHECKED BYAMR DRAWN BY RDL 50' A/ 9 ( LL 59 ezv01 / 55ez90 _ 8135 z Ct XTOR . . W _ A/N 3SAO e W v W e e e _ I LEI CO67' a ° f q J/.67' - m 7\ �:� v I `�J� 7.17, „ ....... , . >. �i4 YS I M TOW 39.00 C X I.:!!'.... " @Ow 30.60' BOW 1R99' 6- BOW3700 -- (As. . .ii' - 1 n'� 2I1:.... � TOW. OW 3/.�' CO TIMBER WALL .i �� - 3 I ' III TOW 3959 - - - -- -- . . B.cv SLOPES WITH EX. GRADES ; ogogogogogo o bo° DECK '(may° °yy°1�°°°°°°ggg • ° W W BOW 35.50 • .! (8 00) l- •i'9t000°o°o°00000000 o TOW 36.00' r' ' �' W N N i ',..' _� - ...•.y.... ... ryr-+c.ara,, �" I/ O N u�i o *W m / SQOS I o 0 'AO' °'o o�.o o"o TOW 33 A3- ♦ o0 0 W W W.W W . �29.89' RENCH ORA/N 29.89 29.B9 TOW 30A8 ]v.by• DRAIN a• IOW 30.60' I j LP 35..05' I u . O BOW 36.00' I �' 0 Landscaped UAL/TY EASEMENT LINE(TYP.) p Z I" QQI Area ti O W PROPERTY LINE(TYP.) ce o L- \ 1Br y 7.5' o °o a , , 1 , 1 I '' JOB#:2017-53 ...... \. 1,,, FOR L_ ______„ ___L MB 2660' PIN 17.90 (TYP CONSTRUCTION BUILDING SETBACK 10.41„ \s, a GRADING o AND DRAINAGE c-05 RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT PAPLACE ASPHALT PAVEMENT/N KIND (APPROX. 592 SF) FULL DEPTH SAW CUT (.01111 2"DEPTH MILL, SEE DETAIL (TYP.) ICr ' 24.1' r20• LV J A 2"SAW CUT(TYR) s e6 Ji 0 ^ O GRAPHIC SCALE ao DRIVEWAY CENTERLINE ip� ry:•• WESTI/IEW DRIVE 3 0 0 = ALIGNMENT, SEE SHEET C-11 6 ' Cr t�j V [] ii: ' ` L,9 1 I IN FEET Pavement ltO O N20040.93 vC. I Inch=10 ft. ® 0+00 v o E15899.03 � . 10.5' . (20"ROW) Gravel r' '" •. Driveway h MAILBOX U a GRAVEL DR/VEWA Y TO BE L Cr REPLACED WITH -°- GRAVEL DRIVEWAY TO CA Q NA DVE GRASS - \__�( 1�1, � I9n REPLACED WITH LANDSCAPE O Ct Grovel ^.'''.'. l Driveway CONCRETE .. O i�1, m - - PATHWAY' - - - - - - - - - ��•433411 qy .. SNOWMELTED ''FSSIONAVEN_= CONC DRIVEWAY , I / CHECKED BY:AMR '/ I DRAWN BYRDL le 1MAIN FLOOR OVERHANG U O STORM TRENCH DRAIN, I1 +--10 " + _W_ W SEE SHEET C-09 ' W co I a • ,, COVERED FRONT PATIO AREA 874200' ` a J // IBA0AREA 40 LLI SEE DETAIL AMAINFLOOROVERHANG DETA/L A o1 (813027J o N § I II ii W Ci o � 8/d0 + ��UNCOVERED STONE PAT/0 AT 835 LOWER LEVEL ELEVATION i nog 0 5.5' k I a _ —4.60' /I . _ AT-GRADE WALL ' -'"'' ,L 0) I ®m Z I' I S 0 11/ - �5 I '--AT--GRADE WALL ,`. \ -� �andscoped �- UAL/TY EASEMENT LINE(TYP.) p ? F- N =—4.60' AC UNITS SIT ON `� ' --Areo DECORATII/E GRAVEL BEDa w COMPACTED SCREENED SITE WALL ` PROPERTY LINE(TIP.) ii i �� ROCK WITH HAND RAIL ` �� A T LOWER LEVEL ELEVA AON p _4,4 ->_ 0111111111 DRYWELL-1, SEE , , _ - ' SHEET C-08 'o o 1 2.6 111 ` /D L-2, SEE---0 JOBa'2017-53 i/ / / I /�. -., _ II ` . f- SHEET C-08 FOR / j// / `----- — \ _ CONSTRUCTION TIMBER WALLS �/ / / (TY BUILDING SETBACK �_ _ _ I ► .i .,,, / - - - - - - — \ -1 __ _ 6 ,., SITE LAYOUT c-06 RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT TIE/N NEW 2"COPPER WATER SERVICE ACCORDING NOTES TO COA STANDARDS LOCATE 1. WATER MAIN TAPPING, CAPPING, AND ABANDONMENT TO BE COORDINATED EX. 6"DI WATER MAIN W11H THE CITY OF ASPEN WATER DEPARTMENT. 2. WATER MAIN WORK TO BE SEQUENCED SO SERVICE IS NOT INTERRUPTED. 3. A TEMPORARY EASEMENT MAY BE REQUIRED FOR WATER MAIN TAPPING AND REMOVE ASPHALT PAVEMENT REROUTING TO WITHIN THE UTILITY EASEMENT. FOR WATER AND SANITARY 4. SANITARY SERVICE CONNECTION, CAPPING, AND ABANDONING SHALL BE SERVICE INSTALLATIONS DONE PER ACSD STANDARDS. TIE IN PROPOSED 2"PVC SEWER SERVICE I PER ACSD STANDARDS. APPROXIMATE SERVICE >'< INV. ELEV. = 8129.82. CONTRACTOR TO VERIFY 011141115 EXISTING SANITARY MAIN SIZE AND PROVIDE NECESSARY FITTINGS TO TIE IN NEW SERVICE. LV ^ ---fi'YUtlL---fi'%WL---6'XWL-- 6�0.'L+ fir%V�L+ + 6t%'L+++ 6'W+L -fi'XWL --6'%WL---6'XWL---fi'xWL---6'XWL---6'%WL---fi'XWL---6'XWL---6'XWL- in-a,-6-XML---6'%WL---6'%WL---fi'%WL---6'XWL 'LN+ g + + + + + + + \ ^�-}-%GAS --XGAG--- 1 +,^+ + + + -+ + + ; (�I CP + - + + + + + + X -XGAS-- xV A O -NGRAPHIC SCALE Gas Service 'J ++-+++++++++++++++ !XGa$-• --- LU 3g oo a 5020w ESTVIEW DRIVEXGAs—- 1 . XGAs"---XGAS---xGAS�%Ga5- +ii II x or- 8'%SA +f+ + + + + + + + SA 8'%SA---d'XSn---d'%Sn-- E'%SA---BX 1 W 1 L, •,+ a4' + + + + 4 2+ + Asphalt 'A--_8'XSA___8'XSA___8'SA___B"%sA___B'%SA--_8.i.--r8\SA---8-XSA Gas Main a O M 1 IN FEET 1 I N 0� + + + + + + I + + Pavement '^ ' LAO I inch=In ft. I Off+ - + + + + + + + ` O o a` +�+ + + + +�+ +++ (20 ROW) Sanitary Sewer Main Sanitary Sewer Manhole vl rn I Grovel L-L-L-L-IL�-L-L- n �_, k Y I Driveway -L L LIL L ;, Underground Electric Line 1 R x - XEL--}}x L XXpL+- lAFlvr 'X9t'--XEL I \- LLL LL L-' xEl.'__-XEL-_-%EL___ Ct _-xEt/ xEL---XEL---XEL --x - EL - -xEL---XEL --xEL-i xEL)---xEL R I -L L I L-L- PROPOSED SANITARY SERVICE TO BE i E \\ L L L`L L SLOPED AT MIN. 2%FROM EJECTOR I Ct M OUTLET PIPE I 1 L_L- L_L II L L L-L- Grovel I 3 '.....X, A I L Driveway w B Ah LLLLHL Ai I _ IN TO EXISTING GAS SERVICE '' I 1O •��' j LLLL-L-L- TIE Overhead Electric I m{ L LL _ _,,,�,__ _ _ _ _ _ _ _ _ 5� m: Pole o Idif-REMOVE EXISTING GAS SERVICE /rh 43341 Overhead Electric Line " 1 x'''i . �" 1 Q•�\ I m 5\ � /� r rr s A B��FF531 'EN6•-'• ONA..1. I \ m I RELOCATE TELEPHONE SERVICE / I CHECKED BYAMR L. ,. DRAWN BY.:RDL Telephone Line m �r� �L _/('\V L / i I L _ L PROPOSED STORM DRAIN SYSTEM, 11 LLI REMOVE EXISTING ELECTRIC A I m= - SEE SHEET C-08 ` '0 0 0 LINE. NEW SERVICE TO TIE `l IN NEAR WESTVIEW DRIVE IC�-� '1' H,3 - W • 1 LU O la 1 SEWER EJECTOR REQUIRED FOR oI I — "r---� � - - — - — '; � , � X I* � '� EL SANITARY SEWEREN MECHANICAL ROOM 8 7' I e ,, � J�.X '//A/ �J �' i 7� WW CO �/ h Q 1 I, a s`� / "sx' Opp,• PLUG EXISTING SANITARY SERVICE ACCORDING I� PROPOSED WATER METER LOCATION 2 I� ,, sM I� de ,x ��.�IW. �i„„;. TO ACSD STANDARDS J I(1)1 AA! r' I I; REMOVE AND ABANDON EX/STING O m , r111`. VITRIFIED CLAY SANITARY SERVICE Q PROPOSED GAS METER LOCATION A I „ I. — Y �' PROPOSED ELECTRIC METER LOCH AON ", . III e a REMOVE EXISTING ELECTRIC A�I W % 11 COMPACTED SCREENED 1 - AND TELEPHONE LINES ®� �� a "' �; ROCK FOR HVAC EQUIPMENT " ;..--� m I A tR 3 p p E K K %i'% '!; % %i, I�o�o o�o�o�o�o�o�o�o�o�o�o�o�o�°o�o 0 11 Igggogggogggogggogggogggogggogggogggoggo� . I ,ggogggogggogggogggogggogggogggoggg.,,„ w N s e 0 °goo . . o N , 1 1 1 1 - y CUT AND CAP EXISTING 4" 0og GALVANIZED STEEL WATER MAIN g I .o.ofj A TAP AND REALIGN 4"GALVANIZED STEEL I REMOVE EXISTING 4"GALVANIZED - I WATER MAIN TO W/TH/N UTILITY EASEMENT iI STEEL WATER SERVICE �s¢ - ACCORDING TO CITY OF ASPEN WATERF- �� IIx,�,_ DEPARTMENT STANDARDS iX A PROPOSED STORM DRAIN SYSTEM, I I SEE SHEET C-OS �x • °�y;� Z Landscaped I UTILITY EASEMENT LINE(TYP.) O z Li- p__1'� Area s X`� P. o w V�ry��/� �WLco PROPERTY LINE(TYP.) o m I i PROPOSED CABLE LINE „ \.._ LSE- I V 0 O g Vl4/- \ *0W w p w RELOCATE EX/STING 0 X h ,mt Z5' Cl Cl E ELECTRIC METER (111, illil Overhead Electric Pole I F — — — — -Coble Line — JOB#:2017-53 FOR A ——�.. -__---1 1 -K f 116 LF OF 4""DIP WATER MAIN CONSTRUCT/ON = xrv__#� __- v„C * BUILDING SETBACK _ - -#�4--- TV-_-xi,Tv TBK I MP) f::- • !v,1 CONNECT REROUTED 4"WATER A *+ xmtaxr�:__- MIT_xur__ MAIN TO EXISTING _xW M, x _ -xur_ __-XWL_- 3 M.P--tJ\. M.�M.P--M.Y M.P--M. ?El-ov.„ _NUT-__XUi O O CUT AND CAP EXISTING 4" GALVANIZED STEEL WATER MAIN UTILITIES NEW TAP TO REROUTED 4"WATER MAIN c-07 RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT nil Cr ---fi'K�NL---fi'%WL---6'XWL---fi'XWL- fi'%WL---fi'%WL---6'XWL---6'XWL---6'%WL---6'XWL---fi'%wL---fi'%WL---6'%WL---fi'XWL---fi'XWL---fi'XWL- ---6'XWL---6'%WL---6'%WL---fi'%WL---fi'XWL IS �n "o ^g GRAPHIC SCALE -%GAS --XGAs---XCAs---xcAs- -XGAs Z n_ o�8 io 1.o s io w a o -xeAs--_xaAs___ �' %C m WESTI/IEWDRII/E °As eAS--_X�As___XGAS-_-XGAS---X6AS---XGAS- ° I IN FEET i ©- O h T-8-XSA L--8-XSA---8XSA---8 SX---8.XS*--_8-x�---s-xsA---e'XSL - - 6-x:;A x '° E --_d'%SA-- E"1.SA_--6'x�A---6'%SA--- O r inch= 0 ft. m x N 5 8'XSA---8'XSA---B'%SA---"(SA--- N Q I ; 5 Asphalt e'�j.--re'xsA---e-xsa a O r Pavement LL y 0 -. PIPE TABLE o1 (2o'Row) I I I Gravel -. LLLLL = U Y NAME BEARING LENGTH SLOPE Driveway _ _�plL L L L _ m yE,/ XEL--tX L L XL� N: -% XEL-_-XEL--- DRYW£LL PIPE S89.41'S9'E 11.12' 0.00% % xEL---XEL---XEL --x -- EL - -XEL---XEL --XEL-±XEL---XEL _HLLL 1 Q PIPE-1.1 N89.43'11 E 25.63' 10.00% L L F L I 0 PIPE-1.2 N89'43'11"E 22 66' 2.00% M _ILL -" i PIPE-1-3 N89'43'11 E 3597' 10.00% I, m - Grovel 1 _ ,,,,,,,. 1 -L L L L L L Driveway _�p00 - - _: i0 ..... ry PIPE-1.4 SOO'DO'02 E 21.56' 10.00% LL _ I_ ° � +�'_.. • ,1.' TRENCH DRAIN CB-1.1 _Tm _ .L L _ _ _ _ _ _ _ ,� ',Qm, PIPE-1.5 SOO'00'02 E 44.30' 4.00% I F X P/PE BEND-1.1 43341 STA:2+00.00 p\ PIPE JOINT-1.1 R/M:8141.48 P, I �� INLET-1.2 XX 4%90'HOR/Z. BEND PIPE-1.6 S45.09'14"W 21.75' 2.00% m A, 4"PVC PIPE JOINT 12"LANDSCAPE INLET 5 AAA ' SUMP:8134.16 s STA:2+25.63 r W CLEANOUT 'l p ;•�� PIPE-1.7 N89.55'53"E 7.68' 4.00% INV OUT:8134.66 4"PVC I I _ /NV/N.'8132.09 4"PVC STA:2+48.29 OFF:0.00 f i I STA:2+84.26 �'yFSLAHR N�'r 1\`\`�'' /NV OUT 813209 4"PVC R/M.•8135.40 „ INV lN.'8128.04 6"PVC PIPE-21 N90'00'00 E 12.51' 2.00% I m -L :. 1'�1�' SUMP.•8131.14 \ iX INV OUT 8128.04 6"PVC X 1 - INV/N.•8131.64 4"PVC r _ I CHE PIPE-2.2 S89'48'35 E 21.33' 5.00% ` 8131.64 6"PVC r" -+' _\r DRAWN BYRDL m �� -CELL l PIPE-2 3 N89'20'42 E 6.20' S.00% , - L-L L L PIPE-1.3 INV OUT.' PIPE-2.4 S89'44'38 E 35.29' 2.00% x i L� L L L L - 35.9T of 6"PVC®10.00% r W P/PE-2.5 SOO'00'01 E 27.87 2.00% 1 r I L-L-1L L L L - �� U \ V _ PIPE BEND-2.1 C PIPE-2.6 SOO'16'02 E 3.09 2.00% 4"45' VERT. BEND I III'I `, ° _ " " 1 I \ PIPE-1.4 W `L STA:5+14.49, O/S:9.08'L ` r ,a. 21.56'of 6"PVC 0 10.00% Q Q PIPE-2.7 N90'00'00 E 2.00' 3.50% INV IN.:8135.69 4"PVC L t'° _ � W�� _I14.1 NV OUT 8135.69 4"PVC I�/ _ '\�y�-JAB - `�' " P/PE-2.B N90.00'00 E 9.33' 100.00Z o e I �I CO PIPE-2.9 N90.00'00 E 10.00' 4.00% ° PIPE-1.2 >1 r Ir „,° PIPE-1.1 22.66'of 4"PVC 0 2.00% TEE-1.1 J PIPE-2.10 SOO'OD'03"W 9.12' 2.00% ROOF DRAIN CONNECTION-2.2 0 - 2563'of 4"PVC®10.00% ; 6"x4" TEE Q 4"ROOF DRAIN CONNECTION 1 m I� V ROOF DRAIN CONNEC770N-1.1 & L2 W LLI PIPE-2.11 NO0.00'OD"E 19.82' 4.00% STA:5+12.47, 0/S 12.761 1 wl 0 I 4"ROOF DRAIN CONNECTION " li r ROOF DRAIN CONNECTON(1.1, 1.2) INV OUT 8135.82 4"PVCqiii, STA:3+05.83 STA:3+05.82 Q PIPE-2.12 N89'59'52"W 14.07' 2.00% r m I� •��-P/PE /NV OUT:8126.28 4"PVC i /NV INV I N:8125.89 4"PVC 6"PVCY 1.. VSTRUCTURE TABLE P/PE-2.6 I 1 r 9.33'of 4"PVC 0 100.003r T Z /NV OUT:8125.89 6"PVC 3.09'of 4"PVC 0 2.00% m e P/PE BEND-22 WSTRUCTURE NAME' DESCR/PT/OIV: r 4"45' VERT. BENDPIPE-1 7 "WI •STA:5+23.82, O/S•9.10'1DECK ORA/N CB-2.3 4"WIDTH DECK DRAIN _ INV/N 8126.36 4"PVC7.6B'of 4"PVC®4.00% >CATCH BAS/N DECK DRAIN CB-2.3 7. / INV OUT.8126.36 4"PVC ' mORYNELL-1 6'D/A., 12.5'DEPTH ORYWELL STA:5+1249, 0/59.07L 11 r ® 4PIPE 29 /(�// / � W E RIM:8140.82 I® '10 00 of 4"PVC 0 4.00% ems' o°°° . DRYWELL-2 6'DIA., 7.5'DEPTH DRYWELL SUMP:8135.26 ®�® �( � PlPE BEND-2.3 �° •°°°°°° *:,;°o o' g,.gzg,.°� "� o INV IN8135.76 4"PVC 1 ® �`L' •' °4"90'HORIZ. BEND o°PIPE 2.12 PIPE-1.5 INV OUT 813576 4"PVC 1 r , W/CLEANOUT o0000000000000000o g14.07 of 4"PVC®200%, _ 0 0 INLET-1.2 12"LANDSCAPE INLET s� °°' °°° - - - - - - - - - 44.30'of 6"PVC 0 4.00% w ��!!!'®„ _ __ STA:5+33.82, 0/S'9.121•:•:•:cog$,9og$,9og$,9og$,9o,° _ ¢ m 41 INLET-2.1 6"DIA. LANDCAPE INLET ( I r • ' ��'INV IN:8125.96 4"PVC % , " r �� 0 0 INLET-2.4 12"DIA. LANDSCAPE INLET r '' PIPE-2.10 /NV OUT.8125.96 4"PVC 4 W W y fI 4"WO CLEANOUT 200'of 4"PVC®3.50% 11 '�00' I 9.12'of 4"PVC®2.00% PIPE-3529'of 4"PVC ®200% boo .W* W _^' . 1' TRENCH DRAIN CB-2.5 PIPE BEND-1.1 / 1 - - - y; 4"W/OTH, 9.75'LENGTH TRENCH DRAIN STA:5+75.32 PIPE BEND-1.3 6"45'HORIZ. BEND r I ,� fi INV OUT.•8125.04 4"PVC TEE-22 PIPE BEND-2.1 4"45' VERT. BEND ,1 I 4"x4" TEE II PIPE BEND-1.3 1 I > STA:5+40.03 TEE-2.3 . `i 6"45'HOR/Z. BEND 4"x4" TEE fi STA:3+50.12 w PIPE BEND-2.2 4"45' VERT. BEND _---- INV/N8125.47 4"PVC cn r I INV IN 8125.47 4"PVC STA:5+75.32 INV IN:8124.12 6"PVC Z 4"90'HORIZ. BEND 1 INV OUT8125.47 4"PVC /NV/N.:8124.76 4"PVC •• INV OUT:8124.12 6"PVC PIPE BEND-2.3 7. 7 I i INV/N.'T 81246 4"PVC Z W/CLEANOUT m I - 11 dsca ec1 �; I UTILITY EASEMENT LINE(TYP.) p ? - �` INV OUT 8124.76 4"PVC r o w PIPE JOINT-1.1 4"PVC PIPE JOINT r > �iJ -,r I reo ------ / - PROPERTY LINE(TYP.) p F PIPE JOINT-2.1 4"PVC PIPE JOINT I Y a' - 75' w o w > = 6/00 0 0 a 4"ROOF DRAIN PIPE-25 ROOF DRAIN-1.1 2787'of 4"PVC 0 2 00% PIPE-1.6 xE 8 O 1 I 1 1 1 (SUB-BASIN 3 3+71 ) ti / 21.75'of6"PVC 02.00% 6+0, 6"ROOF DRAIN ` F roe#:2017-53 ROOF DRAIN-1.2 - - DRYWELL-1 (SUB-BASIN 4) N19912.11 N19912.02 FOR �e�" -- - -- -- E 15959 25 E 159T6 31 6'DIA., 12.5'DEPTH DRYWELL CONSTRUCT/ON ROOF DRAIN-2.1 4"ROOF DRAIN xrv__ I -- BUILDING SETBACK F STA:3+71.87 OFF.•0.00 PIPE-2.1 #�4- #6'"r 70/n -4,__ jI�� RIM:8127.90 121.68 ROOF DRAIN CONNEC7ION-1.1 & 1.2 4"ROOF DRAIN CONNEC770N 12.51'of 4"PVC 0 2.00X - - -4 I LW xrv� �� 'I /,i fi /NUV/N88123.68 6"PVC ROOF DRAIN CONNEC77ON-22 4"ROOF DRAIN CONNECTION ' T �`�}I /NV/N 8124.13 4"PVC L- - ,,,=xur,---� 6 X4" TEE - rv_ _ TEE-1'1 ROOF DRAIN CONNECTION(1.1, 1.2) PIPE-2P x/-_ xur__ III` r E(��T� -xur__ 21.33'of 4"PVC B 5.00% I _ -xwL-m ATI_ -xur_ - TEE-2.1 4 X4" TEE W/CLEANOUT _-xwL _ air-m.r--•. m_ m.v der__ "I'` k,TL.k _ TEE-22 4"X4" TEE INLET-24 O -xur_--- STORM TEE-2.3 4X4" TEE -12"DIA. LANDSCAPE/NLET DRYWELL-2 SYSTEM PIPE-23 STA:5+40.07 6'DIA., 7.5'DEPTH DRYWELL TRENCH DRAIN CB-1.1 4'WIDTH' TRENCH DRAIN 6.20'of 4"PVC B S OD% INV OUT 8126.26 4"PVC STA:6+03.19 OFF: LAYOUT TRENCH DRAIN CB-2.5 4"WIDTH, 9.75'LENGTH TRENCH DRAIN RIM: 8 SUMP:81222220 PIPE-2.11 INV/N:8124.20 4"PVC 19.82'of 4"PVC 0 4.00% INV OUT 8124.13 4"PVC C-08 RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT NOTES 1. FOUNDATON DRAIN SYSTEM TO BE 4"PERFORATED SDR-35 PVC PIPES SLOPED AT A MINIMUM OF 1%TO PROPOSED PERFORATED SUMP. 2 FREE-DRAINING GRANULAR MATERIAL USED IN FOUNDATON DRAIN SYSTEM SHOULD CONTAIN LESS THAN 2%PASSING THE NO. 200 SIEVE. LESS THAN 50%PASSING 7HE NO. 4 SIEVE AND HAVE A MAXIMUM OF 2 INCHES 3. DRAIN GRAVEL BACKFILL SHOULD BE AT LEAST 1.5-FEET DEEP. Ui 4. SEE DETAIL SHEET C-13 FOR FOUNDATON DRAIN DETAIL. M 4s CD m m O e GRAPHIC SCALE Q o WESTV/EW DRIVE Li a. I IN FEET Asphalt O cl LI h O !Inch=10 ft. Pavement ` O o (20'ROW) k a Grovel _ V 2 Driveway L ti �V - 0 _ Grovel '.'''''. , 1 ✓ 1 V Driveway -PCB t4r PROPOSED 4"FOUNDATION DRAIN PIPE - AT 1%SLOPE TOWARD SUMP - - - - - - - 1 - 43341 . 11 %NV'' ‘��S�ONA� : ' I I 1 CHECKED BY:AMR 'V I \ "y FOUNDA DON DRAIN PIPE DRAWN BYRDL e FLOW L/NE/D/RECDON(IYP.) 11 L " v1-1-1• o IIII35 Z V k a aC 'SC C �7C a LI'I1 START OF PROPOSED FOUNDA770N DRAIN SYSTEM LLJ \ CO ` `a0 i TO THE NORTH AT INVERT ELEVATON 8128.71' C Q uu j W \ SUMP SOUTH INLET PIPE - -.,-�� 0 i AT APPROX INV. ELEV. 8127.40' �, U SUMP PUMP ELEVA7/0N, PUMP, OUTLET - -- - M PIPE ELEVATION, AND FLOATS TO BE - Btu AND PLUMBER. SPEC/F/ED BY MECHANICAL ENGINEER / \ SUMP SOUTH INLET PIPE > AT APPROX. INV. ELEV. 8124.60" au--`-aa--ao---ea—� ✓✓✓ 0000 o 0 0 TOTA7HE SOUTH AOT/NIERTN�EVA DONRB/125.91 SYSTEM K co e„„tt..o__��o / °o'°"°� `0"e*—0-0 • o A��, W °o t,%gog o � 000g - °o c°ova o 00 00 0�0 0�0 0�0 00 i z, ao--as 1�a, so--•• ,i� " ,` I w N :1111 II �'°o°o°o°° 0000 W O Bl10 n B130 r PROPOSED 4"FOUNDA DON DRAIN PIPE 9t m m; _*2*\,.\ )�� AT 1%SLOPE TOWARD SUMP rii � I 7 w 0) [,,p 1 , 'T ..-- __„-- . /Landscaped U77L/TY EASEMENT LINE(TYP.) p z F- _ � / Area a Z m \ PROPERTY LINE(TYP.) U O F U z SUMP PUMP DISCHARGE PIPE v 'o o i i SLOPES WITH GRADE TO OUTLET I Iel) JOB tk 2017-53 / _ I CONSTRUCTION IBUILDING SETBACK L_________ 1 L _ _ — — — — — — 7— FOUNDATION DRAIN SYSTEM DISCHARGE PIPE AT/NV 8130.50' �_ INSTALL INSECT SCREEN. - - - - - - - a FOUNDATION Co DRAIN LAYOUT c-09 RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT STORM DRAIN SYSTEM 1 HORIZ SCALE: 1"=10' '� 8/60 VERT. SCALE: 1"=10' DRYNELL-1 8/60 • INLET-1.2 • 6'DIA., 12.5'DEPTH DRYWELL TRENCH DRAIN C8-1.1 STA:3+71.87 OFF.•0.00 4'W'D h'"TRENCH DRAIN 12"LANDSCAPE INLET 1FE-1 1 RIM:8127.90- Lu M ._STA:2+00.00 OFF:0.00 STA:2+48.29 OFF.•0.00 .SUMP::8121.68 RIM:8141.48 -RIM: :813T140: 6 x4" TEE INV IN.:8123.68 6"PVC \ ''� 81`,l0 SUMP:8134.16 SUMP:8131.74 ROOF DRAIN CONNECTION(1.1,. 1 2) 8/50 r n p INV OUT.•8134.66 4"PVC INV IN:8131.64 4"PVC -STA:3+05.82 INV/N.•8124.13 4"PVC INV OUT:8131.64 6"PVC /NV/N.8125.89 6"PVC a INV MN.812597 4"PVC ',....1 3 0 Li INV OUT 8125.89 6"PVC k1� 6 o -______ _ PROPOSED GRADE `l •i R 8110 -EXISTING GRADE WALL 810 O h 0 0 a 25.63'of-- f 4"PVC P/PE-1.2. - 8/� a 22.66'of 4"PVC 02009" Ct P/PE--1.3 _---___35.9T '-----, °f 6"PVC 0 70.00% P/PEJO/NT-1.1 PIPE-1.5 4"PYC PIPE JOINT 44.30'of 6"PVC®4.00% Ct STA:2+25.63 _P/PE-1.4 8/20 INV'IN.•8132.09 4"PVC 21.56'of 6"PVC 0 10.00% 8/20 ` INV OUT:8132.09 4"PVC PIPE 8END-1.1 PIPE BEND-1.3 _=Q,P00_ 4"90'HORIZ BEND 6"45'HOR/Z. BEND ';i._�' .'I,..: _W/CLEANOUT STA:3+50.12 "CT STA:2+84.26 • INV M8124.12 6"PVC 1 43341 8110 INV IN:8128.04 6"PVC INV OUT:8124.12 6"PVC 8110 f, INV OUT.8128.04 6"PVC ,'i� "'� ''FSSIONAI EN PIPE-1.6 "___ 21.75'of 6"PVC 0 2.00% 8100 PROPOSED GRADE r TOP OF PIPE 8/� CHECKED BYAMR DRAWN BYRDL N 00 p 0 b b !obi b o� " Ui h bobs h Dry b m b q Ob 0 0 0 0 0 0 0 0 0 0 m 0 0 0 m 0 0 0 m 00 0 m 00 0 m 00 0 m 00 0 m 0 U � O 2+00 2+20 2+10 2+50 2+80 3+00 3+20 3+10 3+60 3+60 z ILI C Q O O 0-) U STORM DRAIN SYSTEM 2 z HORIZ. SCALE: 1"=10' 3 N N E 8/60 VERT. SCALE: 1"=10' 8/60 p YWELL-2 INLET 21 TEE-21 ORDRYWELL � N 6'DIA.,�75'�DEP7H DRYWFLL 6"DIA. LANDCAPE INLET 4"x4" TEE W/CLEANOUT N STA:6+03.19 OFF.•0.00 0 _ _STA:3+37.34 OFF.•107.B0R STA:5+33.84 RIM:8128.67- o 0 8/50 RIM.813420 INV/N•8125.78 4"PVC SUMP.•8122.20 8/50 SUMP:8126.60 INV/N::8125.78 4"PVC INV IN::6124.20 4"PVC INV OUT:812710 4"PVC INV OUT 8125.78 4"PVC INV OUT:8124.13 4"PVC $ITE WALL WALL 8/10 TEE-2.2 8/10 4"x4" TEE _STA:5+40.03 w co ZSLEEVEPIPE..... ./NVIN:8125.474"PVC THROUGH WALL /NV1N8125.47 4"PVC rEXISTING GRADEINV OUT:8125.47 4"PVC I rPROPOSED GRADE 8/30 8/30cc P/PE242133'of4"PVC .00% PIPE-2.5 0 Q N 35.29'of 4"PVC 0 2.00% 27..87'of 4"PVC 0 2.00% 8/20 8/20 o o illil PIPE JOINT-2.1 4"PVC PIPE JOINT JOB a:2017-53 STA:5+1251 • 7EE-23 FOR INV IN.:8126.85 4"PVC 4"x4". TEE CONSTRUCTION 8110 INV OUT:•8126.85 4"PVC _STA:5+7532 8/10 _PIPE-2.1 . _PIPE-2.3 /NV M:8124.76 4"PVC 12.51'of 4"PVC 0 2.00% 6.20'of 4"PVC 0 5.00% INV IN:8124.76 4"PVC INV OUT:8124.76 4"PVC 8/00 PROPOSED GRADE? rTOP OF PIPE 8/00 'V b R ..0 ..h 0 0 b 0 1 b ry b y 0 0 nti 0 n10 1'N R'ti R'ry 00 10ry ti m mm '0;is 0b mm m0 m� 0.0- b,n 0 STORM 5+00 5+20 5+10 5+60 5+80 6+00 SYSTEM PROFILES c-1 o RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT OOOO000000 H . \--'''%:-..---------" .71 I 1 `1 o000oo0ooq \ I a s a 1 - o000000000: \\ !:117,11kir ; >< • i r S/NGILYREIDENCE •0 0 0 0 0 0 0 0 0 0 a '< /� ,. ....a IIIP1 10 1 w c 3 w • FF=814.00' ,_.___� o� I • r i w D. 3 x 1 1 IN L I ' m CD M il` �- r r it r o II m c� X . / —� 31 I I 1 1 �I ��:�I� �r �'4:. m y_ _.�. �1 3 2 11 wn • Cr ASPHALT PAVEMENT REPLACEMENT, x 11 CONCRETEI \‘' i a. '.. -• O h 2 °' SEE SHEET C-06 AND C-07 ,� �r pq Ty{d�q y ! J® 8/30 ... I i "o °.. ) iii ci- �1r . 1 /i" B/35 __11_1_1 _1_1 _, , /t,,,,,T, , ,,,,,,„ , ,,,s . - . __1.0_1_1_1_1_1_1 4\ DRIVEWAY CENTERLINE ALIGNMENT HE E 4 tx ,� 1 43341 1 Si ,.,tea, �0\ E 15899.03 ° I fix ,'��$O,`F.........+F. . L O ' _—ni /, I CHECKED BY'� x ---x0as --xcas- asrs-K\ • ::I B/�\ —r—T— ~\.�_n Al Al dam? � � � � �a _ _ �• � \ _ DROWN BYRDL x m AMR 1 . > 9--0'X�E XOE-- xOE---XOE XOE --XOE- XOE -XOE %OEo XOE---NOE -XOE --XOE---%OE -XOE---XOE ---%0E-- 0E+--%OE 4-%OE -%0 --X � #SF • L/NE TABLE AL/GNMENTS z ��y LINE SEARING LENGTH START PT.AE) END PT.AEf `L TRENCH DRAIN LOCATED AT Q O SNOWMEL TED CONCRETE LOW-POINT OF VER7/CAL CURVE L 1 SO 00 00 E 6292 20040.93,15899.03 19978.01,15899.03 `V • OR/VEWAY, TYPICAL SEC7/ON V) t DETAIL ON SHEET C-14 L j (1) 1.--' Q DRI VE WA Y CENTERLINE CO HORIZ. SCALE: 1'=10' 0 - \ VERT. SCALE: 1-=2.5' 8/55 0`') C. m 0 h O h <� 8/50 W h 8/50 W o 0 mm , a ¢ N H O b O O O O 4 Q H EXISTING GRADE `tl L.P.S TA.0,17.71 b <g L.P.EL E V.814118 4i PVI STA.Or46.62 Lu mm PVI ELEV.8141.36 Nr mm 7� N. p� K=1.00 WOE - �':-',1 MOO.VC "i41 i �W Bs/x >> > o Li, GRADE m T \ w w a ce ce o co 'ems 3.90.0 t) ce o L- ..` w o w 1 \ o o a I , 1 \ 'o oillil 8/10 8/10 N JOBS'2017-53 FOR \ CONSTRUCT/ON 8/35 EXISTING GRADE- rPROP05ED GRADE 8/35 m o e m e h e' DRIVEWAY m m m m m Or.; PLAN AND °r0° °r50 PROFILE c-1 RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT -41 SILT FENCE DETAIL INLET PROTECTION DETAIL NOT TO SCALE NOT TO SCALE INSTALL SILT FENCE FOR FABRIC ATTACHMENT ROCK SOCKS FOR INLETS 8'-18' ASPHALT PAVEMENT REPLACEMENT. POST PROTECT ANY DOWNSTREAM 7"X 1'HARDWOOD POSTS INLETS THAT MAY BE AFFECTED FILTER FABRIC LA TER FABRIC r n BY PAVEMENT WORK. � ''J 2'WIDE LATH yip ATTACH WITH 4- Cc,STAPLESITT—es—as—es—es—As— ��"�.90 BACKFILL TRENCH WITH \ COMPACTED EARTH y m co !F USED!N LANDSCAPING USE ROCK SOCK AROUND INLET I 1 ¢ WESTVIEW DRIVE USE EITHER FLAT BOTTOM OR FOR PROTECTION `V t STRAW WATTLE COULD BE USED INTERWEAVE ENDS TO PREVENT 3 VO R V BOTTOM TRENCH INSTEAD OF A ROCK SOCK GAPS U BURY FABRIC Z o Asphalt SECTION Q a O M REMOVE INLET GRATE Pavement PLACE GEOTEXTILE FABRIC ROCK SOCK Ll h O o TJ (20'ROW) BELOW GRATE AND REINSTALL co a V-SHAPED TRENCH SECTION FLATBOTTOM TRENCH SECTION ®—CONSTRUCTION ENTRANCE, SEE �� FIL TER FABRIC FIL TER FABRIC 0 �_ DETAIL. PROTECT NEARBY TREES LATH -. Q COMPACTED EARTH LATH ill COMPACTED EARTH /B'-21' RUNOFF RUNOFF �I I Grave/ B"MMI!UM _ II Driveway 11'MI lMUM B'MII�lMUM 11'MI/MUM _ "�� Iill I i I - - - - - - - - - - - � � ii,"‘' :` 43341 '� STOCKPILE AND WASHOUT ,III�O'`F��"••••"�N��- 6 LOCATION, AS NEEDED 'h SSIONA�E> TRENCH DRAIN INLET PROTECTION STABILIZED CONSTRUCTION ENTRANCE DETAIL CHECKED BYAMR INLET PROTECTION FOR ALL NOT TO SCALE DRAWN BY.RDL DRAIN INLETS(TYP.) LI PLAN VIEW I 1 1 *LENGTH OF CONSTRUCTION ENTRANCE MUST BE ADEQUATE W `V ' SILT FENCE(TYP.) — ENOUGH IN LENGTH TO PROVIDE AT LEAST ONE FULL WHEEL U O / I W_W_W_W_ _ „ T - ROTATION FOR THE LONGEST WHEELBASE ANTICIPATED ON SITE. z � U 3 o lii I I I I 1 +W 0.•.W..+ .W•. AS SITE CONDITIONS PERMIT Wp o ° a 1 - ' • •r.�' ' • _ _ INSTALL WATTLES ALONG f� �l �� ' �' i®'�� I �� I•. SWALE FLOW LINE i A _ �l I ' . ° ' ', ' °Ilk / *r/AV z. "V/ / /// / r I* / W Q �CY o I, _ s. ENTRANCE LLI 407, W A/, ...'.,. v./ >- •°°°° °° SILT FENCE ALONG 0°°0°0°0°°0°°0°°0.•°.°.°.°.°.°.°.°.°.°.°.°. SECTION A O 000°0°0°0°0°0°0°o°g°g°g°g°g°g°g°g°g°g°g i °°°°°°°°°°°°°°°°°°°°°°°°°°°°°°°°°°°°° FOR PCONSTRUCDON OF ERTY LINE °°°°°°°°°°°°°°°°°°°°°°°°°° GE EXTILE A MIN (l DEPTH AASHTO 13 STONE o N +... a A ®,...® ®� : .. .. ,. .arega Y o000000000000000000000000000000 g%gg% W.. MAIN RELOCATION WORK DT FABRIC 11 o N I I I 1 1 IM M WATTLE(TYP.) _ J!F'! I .,.W'• ` :I :U; :::8:8NEW4TENTR41E •1WA--i r, . _ I �an dscaped UALITY EASEMENT LINE(TYP.) p Area - ol s 1= 'o W 1,� � \ F PROPERTY LINE(TYP.) PLAN VIEW UN TRENCHED INSTALLATION OR ENTRENCHED INSTALLATION ::i \ U g `THIS APPLICATION MAY NOT BE USED WITH o o a \ 75 LOGS SMALLER THAN 11' 'o o ,• S' 1 \ � I 2'X2'STAKE d,MAX I ° •' •' �� FCD JOB#.2017-53' L I MULCH OR COMPOST MpX� FOR SF��x -Sr Sr - -�. F FOR UNTRENCHED LOGS ` ��8' CONSTRUCT/ON BUILDING SETBACK l FAD yo I - (T ) / I WOOD MULCH OR COMPOST �� vs IL _ SHEET FLOW TO}HEIGHTOFLOG L— SECTION PROTECT T PEA DON FILTER I \ — —J FILTER LOG �• FILTER LOG L OUTLET PIPE WI7H F/L 7ER \� FABRIC. PROWDE STAKE FOR I \ _ DAYLIGHT PIPE AS/ND/CA DON sr ^^ sc s. o-« « «1 '�- ~s"�-M. WORK AREA AREA TO BE TRENCH INTO GROUND SECTION OF PIPE LOCADON. MP M o M y M-e A'M/N/MUM DURING CONSTRUCDON. ^^ ^^ —`• "—sc—cc— PROTECTED 45' w. FIL TERCOG FLOW Z� AREA CBE �," �� PROTECTED y O FLOWZ-�45 AREA TO BE GRAPHIC SCALE o + PROTECTED /2'MI IMUM 1'X 2-STAKES EROSION 1oEli s o zo w TRENCH INTO GROUND ii NOTE !'MINIMUM 1 2'X2'STAKES CONTROL SEE LANDSCAPE ARCHITECTURE PLANS FOR TREE PROTECDON AND REMOVAL. /2'MI IMUM IN FEET I I inch=l0 ft. -12 RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT TRENCH CROSS SECTION TYPICAL SERVICE "Y"CONNECTION WATER, SEWER AND STORM TRENCH DETAIL FOR SEWER NOT TO SCALE NOT TO SCALE 1 WYE FITTING ON NEW NOTE+WATER AND SEWER LINES ARE REQUIRED TO BE GREATER THAN/0'APART. T INSTALLATIONS SADDLE OR WYE NOTE:WATER AND SEWER LINES ARE REQUIRED TO BE GREATER THAN/0'APART. ON EXISTING CONNECTIONS TO EXISTING MAIN SEWER MAIN ASfMENT LINE IN FIELD IN STREET ASPHALT PATCH PER I FINISHED GRADE z 2XI POST EXISTING DIRT OR COA CONSTRUCTION SAW CUT FULL DEPTH OF PAINTED GREEN TOPSOIL AREA AND EXCAVATION ASPHALT w STANDARDS W m m EXISTING z E k PLACE TRACER W7RE ONTO ASPHALT m ^m 2X4 POST POST ABOVE AND - Z m O 6 If SHORTS LOOP ONTO END OF PIPE f MIN 1'BEYOND z o RADIUS CURVE BELOW. - EDGE OF TRENCH W ¢ O e CLASS 6 AGGREGATE O 6. 6. PLUG OR CAP W 2 Z -COMPACT TO 95:OF STANDARD BACKFILL Y Z O 45' "E S PROCTOR DENSITY PER ASTM 0698 ZONE MAX.SLOPE Cr 2 V o W W _ TYPEA SOIL 1:Q75 o 4 J J --- COMPACTED NATIVE MATERIAL(3' TYPE B SOIL l+/ O m 2 `$' _7 MINUS)OR CLASS 6 AGGREGATE AS O o 2,kk TYPE SOIL 1+L5 W W W DETERMINED BY OWNER MIN.SLOPE X' a COMPACT TO 95S OF STANDARD SERVICE BRANCH PER FOOT 3 y COMPACTED NATIVE MATERIAL (3" z U PROCTOR DENSITY PER ASTM 069E MINUS)OR CLASS 6 AGGREGATE AS 11 SERVICE BRANCH s•s COMPACTION DENSITY OF 95S PER a m ," ASTM D69B +-� �CLASS6AGGREGATE BASE COURSE 0 COMPACTION TO 95S OF STANDARD CLASS 6AGGREGATE BASE PLAN ELEVATION 2 PROCTOR DENSITY PER ASTM OMO COURSE COMPACTION TO 95x E PER ASTM 0698 MINIMUM .1 '- 43341 m; �; ''''FSSIONA N- NYOPLAST INLET DETAIL ." NOT TO SCALE CHECKED BY AMR DRAWN BY.RDL (l,2)INTEGRATED DUCTILE IRON FRAME a GRATE TO MATCH BASIN 0.0. GRATE/COVER 6'—DIAMETER STORM SYSTEM DR YWEL L DETAIL w w • FOUNDATION DRAIN DETAIL NOT TO SCALE z O cr NOT TO SCALE TOP SOIL/ASPHALT/CONCRETE SURFACE (SHOWN AS PAVED SURFACE) W CI Z SEE GRADING PLAN FOR � Ili SLOPES MIN GRADES GRATED MANHOLE LID CI) 0- DETERMINED BY GEOTECH FINISHED GRADE CC j CO BACKFILL WITH - — --1 ON-SITE MATERIAL COMPACT TO 95S OF 1- rr STANDARD PROCTOR ,n 131 VARIABLE INVERT HEIGHTS 15/ADAPTER ANGLES Q Cn W 0 DENSITY PER A TSM D698 AVAILABLE(ACCORDING TO VARIABLE 0' -350' ALUMINUM STEPS w PLANS/TAKE OFF) ACCORDING TO PLANS O ix a �f,. ,. U FILTER FABRIC \ "�' a .W x CO MIRAF!110 N 1 /2'THICK PRECAST CONCRETE w "' �� 4'A'� �;, 13l VARIABLE SUMP DEPTH z W (i �A. `' }'SCREENED ROCK LID SECTION WITH RUST RESISTANT ae"'o \ a a �m� ACCORDING TO PLANS AT LEAST/8"DEEP ACCESS HATCH WITH LIFT HANDLES `m? '° /6'M/N.BASED ON m COVER TOP AND SIDES "-w w %- )'MIN MANUFACTURING RED.) 3 0 PH WITH FILTER FABRIC J I �n o `, 6'STEEL PERF.PIPE COVERED-- w`w x •=i'a:a IN MIRAFI FABRIC STOCK N N N "":i=� i a Z`w • THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER O I'PERIMETER DRAIN PIPE FILTER FABRIC I' m �.4-• °\� GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS IIcg} I1:::::3 moo,- vy�"- MATERIAL AS DEFINED IN ASTM D232/,OR AS DETERMINED BY LOCAL w N N UNDISTURBED CLASS B I I �� pi�° STANDARDS e SITE ENGINEER.. BEDDING e BACKFILL FOR N I I I I I NATIVE MATERIAL —0 0 0 _ I SURFACE DRAINAGE INLETS SHALL BE PLACED e COMPACTED y O O dh UNIFORMLY IN ACCORDANCE WITH ASTM D232/. o //2-l'WASHED SCREENED OO O _ / - GRATES/SOLID COVER SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-OS.2 - FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 WATERTIGHT JOINT(CORRUGATED HDPE SHOWN) VOID RATIO:0.3 O O 3 - DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. W<W V I - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO —-0 0 0 _ a W t" ASTM 032/2 FOR CORRUGATED HOPE(ADS N-17/HANCOR DUAL WALL), UNDISTURBED SOIL i`m N-12 HP,a PVC SEWER. 1 5 -ADAPTERS CAN BE MOUNTED ON ANY ANGLE 0' TO 360'. 0IA.PER PL ANS F- /.5'MIN m Z O ti 0 O F- N O O � g o D a , , ' , 1 * o o , l l , , JOB#:2017-53 FOR CONSTRUCTION DETAILS 1 C-13 RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT TYPICAL SNOWMEL TED DRIVEWAY DETAIL 2"HBP(PG 58-28 BX 75 GRADING) PAVEMENT JOINT DETAIL 3"HBP(PG 56-28 SX 75 GRADING) NOT TO SCALE NOT TO SCALE I (..D"CASS6ABC z . _ 1 i SA WW1' ASPHALT REMOVAL ''' ' PARTIAL 20'MILL TOP LIMIT-SAW CUT I TYP ASPH. PAVEMENT SECTION m I ro aN o> 4a¢ o• a"CUSS D GONG. 6 oEXISTINGSUBO = j 4 CUSS 6 ABC NEW ASPHALT N Q - - , - - - - - - x^ 1 PATCH SECTION O h Z III II \ II III NcD TYP CONC. S.W. SECTION 8'COMPACTED 2'BLUE BOARD INSULATION NTS z U ROAD BASE DENSITY OF 95S PER ASTM D69B Q 0 cr :-pQJ'....C:I�i q' ACO K100 BRI No TO O LE TRENCH DRAIN *0-0 �`itVa,% 1 43341 e CONCRETE PANEL qq� ,,, �'�III. SEE NOTE! rOT•,•••• 'Va% ��FS•.6N.•ENr SI Al lidlIM CHECKED BYAMR ___ DRAWN BY.:RDL CONCRETE PANEL 1 -, CONCRETE PANEL, SEE SNOWMEL TED CONCRETE DRIVEWAY z EEo COMMON TRENCH DETAIL I 2'SETTING SAND p 0 Z ELECTRIC, CABLE, PHONE, AND CAS 1 — a NOT TO SCALE I CI)BED A'BELOW AND COVER 6"ABOVE PIPE 1 v 5'GRAVEL W CO WITH CLASS 6 ROAD BASE Q 2 USE COMPACTED NATIVE(3-MINUS)FOR BACKFILL __.1 -...1 I--- LL £ OR CLASS 6 AGGREGATE AS DETERMINED NOTES, Q (j) O BY OWNER W/COMPACTION I.IT IS NECESSARY TO ENSURE MINIMUM DIMENSIONS SHOWN ARE ' 1-1-1"+ 1-1-1SUITABLE FOR EXISTING GROUND CONDITIONS DENSITY OF SNI PER A TSM D698 2.MINIMUM CONCRETE STRENGTH OF 4�PSI IS RECOMMENDED. O . SCH Al-2"PVC CONDUIT(ELECTRICAL) CONCRETE SHOULD BE VIBRATED TO ELIMINATE Y SCH 40-2'PVC CONDUIT(PHONE) 2 AIR POCKETS. ,I- (� 2'MIN.FROM ELECTRICAL i i EXPANSION AND CONTRACTION CONTROL JOINTS AND [GAS/ REINFORCEMENT ARE RECOMMENDED TO PROTECT CHANNEL SCH Al-1"PVC CONDUIT(CABLE) 3'MIN.SEPARATION ELECTRICAL AND CONCRETE SURROUND. 4 THE FINISHED LEVEL OF THE SURROUND MUST BE APPROX.//8" ABOVE THE TOP OF THE CHANNEL EDGE. 5 CONCRETE BASE THICKNESS SHOULD MATCH SLAB THICKNESS. >_ ENGINEERING ADVICE MAYBE REQUIRED TO co DETERMINE PROPER LOAD CLASS S Q REFER TO ACO'S LATEST INSTALLATION INSTRUCTIONS FOR 3 K K ' ' 111 FURTHER DETAILS. 7.THE BRICKSLOT GRATING SYSTEM SHALL BE 55"NOMINAL 0 INSIDE WIDTH WITH A 07'OVERALL WIDTH AT TOP EDGE.THE BRICKSLOT GRATING SYSTEM ADDS 2..70'TO THE m w OVERALL HEIGHT OF THE K/00 SYSTEM. N N oW N � I I I i i 00 PLACE BOX AT AND ACCESSIBLE PO/NT H- AT OR NEAR 77/E PROPERTY UNE y PROPERTY 2 + _ LINE 0 ti h7NISH GRADE Z 2 ELEVATION .�WW LID 1/2"BELOW p 2 ts H- W .Y IVO. 4 SOLID BARE �� FINAL CR4DE a D_ m ck �O�RON STOP COPPER 77LAW WIRE �� TYPE CURB ES ° 6 CC X COMPRESS/ON ai BRAZE OR CAMP 70 ' O BOX w/ARCH PATTERN 1 1 V CORP. STOP-RUN TO BASE 1"UPPER 0 O d 1 TOP OF CURB BOX EAD LIPENTAGON 12-B LARGER o o 1. (D/S7RBUlKJN SU-WATER •• // REQUIRES LARGER BASE STANDARDS S C 111---.-- ,2 E) PLACE V2 CIL FT. OF JOB II:2017-53 .1 TAPE K COPPER • GRAVEL AROUND BOX FOR ATE SERVICE CONSTRUCTION TO BUILDING OR GIP. �• 'TTLIW WIRE' •'•.:1 . � ��, = CURB SLOP !AY COPPER AT UNIFORM MEULLER TYPE BALL SLOPE PAST GOOSENECK VALVE COMPRESSION TYPE CONCRETE BRICK FOR ALL NON-DIRECT TAPS ON SERVICE LINES PROVIDE SS DOUBLE STRAP EPDXY COVED SERVICE CAI]TYF(ROT SHOWN) W/SS BOLTS TYP. WATER SERVICE DETAIL DETAILS 2 c-14 RECEIVED 03/22/2018 ASPEN BUILDING DEPARTMENT