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File Documents.517 Park Cir.0161.2018 (19).ARBK
Drainage Report PARK CIRCLE AFFORDABLE HOUSING 517 PARK CIRCLE ASPEN, CO Reviewed by Engineering 08/17/2018 8:26:00 AM "It should be known that this review shall not relieve the applicant of their responsibility to July 27, 2018 comply with the requirements of the City of Aspen. The review and approval by the City is offered only to assist the applicant's understanding of the applicable Engineering requirements." The issuance of a permit based on construction documents and other data shall Prepared by not prevent the City of Aspen from requiring the Daniel Stewart, P.E. correction of errors in the construction Roaring Fork Engineering documents and other data. 592 Highway 133 Carbondale, CO ImoROARING FORK ENGINEERING RECEIVED 07/27/18 ASPEN BUILDING DEPARTMENT Drainage Report PARK CIRCLE AFFORDABLE HOUSING 517 PARK CIRCLE ASPEN, CO I HEREBY AFFIRM THAT THIS REPORT FOR THE IMPROVEMENTS AT 517 PARK CIRCLE WAS PREPARED BY ME FOR THE OWNERS THEREOF IN ACCORDANCE WITH THE PROVISIONS OF THE CITY OF ASPEN URBAN RUNOFF MANAGEMENT PLAN AND APPROVED VARIANCES AND EXCEPTIONS LISTED THERETO. I UNDERSTAND THAT IT IS THE POLICY OF THE CITY OF ASPEN THAT THE CITY OF ASPEN DOES NOT AND WILL NOT ASSUME LIABILITY FOR DRAINAGE FACILITIES DESIGNED BY OTHERS. ems► 0047213 •qL DANIEL STEWART, P.E. RFE Project # 2016-52 517 Park Circle RECEIVED Preliminary Drainage Report 0 7 2 7 18 ASPEN BUILDING DEPARTMENT Table of Contents 1.0 General 1 1.1 Existing Site 1 1.2 Proposed Conditions 2 1.3 Previous Drainage Studies 2 1.4 Offsite Drainage &Constraints 2 2.0 Proposed Drainage Basins and Sub-basins 3 2.1 Developed Drainage Basins 3 2.2 Peak Discharge Calculations 4 3.0 Low Impact Site Design 6 3.1 Principles 6 4.0 Hydrological Criteria 7 4.1 Storm Recurrence and Rainfall 7 4.2 Peak Runoff and Storage Volume Methodology 7 5.0 Proposed Facilities 12 5.1 Proposed Bio Treatment 12 5.2 Pervious Pavers 12 6.0 Operation and Maintenance 13 6.1 Bioswales 13 6.2 Pervious Pavers 13 6.3 Drywells 13 517 Park Circle RECEIVED Preliminary Drainage Report 7 2 7 18 ASPEN BUILDING DEPARTMENT 1.0 General 1.1 Existing Site The property under evaluation is located at 517 Park Circle in Aspen, Colorado. The property is currently vacant with exception of an exterior stair structure from a previously removed building and various utility stubs.Park Circle is to the east of the property,the racquet club to the west, Smuggler trail head to the north and a private residence to the south. There is currently concrete curb and gutter along Park Circle that conveys runoff from the street to the north and the south as the property is high point in Park Circle. The flow to the north is captured in a storm sewer at Brown Lane,the flow to the south is conveyed in the curb and gutter until an apartment complex a few hundred feet from the property where the curb and cutter stops and flow sheets onto the apartment complex property. The site has an existing curb cut that will be relocated further to the north. The site consists of mostly native grass and gravel patches with previously graded slopes and flat tiers where previous structures existed. Runoff generated on site sheet flows to the west away from Park Circle onto the Racquet Club. Once on the Racquet Club the runoff either infiltrates or is conveyed through the club via shallow grassy swales. The geotechnical report completed by HP Geotech observed that the underlying soil is silty sand and gravel with twelve percent passing the no. 200 sieve. Ground water was not encountered in the geotechnical borings. • .' • .i4 . -, 517 Park Circle RE � EIVED Preliminary Drainage Report 7 2 7 1$ ASPEN BUILDING DEPARTMENT 1.2 Proposed Conditions This project is classified as a `Major Project' as per Table 1.1 of the City of Aspen Urban Runoff Management Plan(URMP). The proposed development is over 1,000 square feet and disturbs an area of approximately 19,000 square feet. The intent of this report is to demonstrate compliance with the requirements of the City of Aspen URMP. The Low Impact Design(LID)Principles in the introduction of the manual were used as a guide throughout the design process. The site will consist of a proposed three-level structure of one to three-bedroom condominiums. The front of the structure will have at grade access from the second(main)level with direct connection to Park Circle. The lower level will have egress access to a parking area located behind the site that will accommodate one parking space per unit accessed by a drive connecting the parking area to Park Circle on the north of the site. The upper level of the structure will have no direct egress to at grade levels.The team has met with the City of Aspen Engineering Department to discuss Low Impact Design(LID) strategies early in the design process.Many of the proposed patios and access walk ways around the structure will be pervious pavers. All impervious areas will be conveyed through a series of area drains and trench drains to three drywells located in the rear parking area. Runoff from the parking area,the rear of the building and any runoff intercepted from Park Circle will first pass through a StormFilter sediment and hydrocarbon contaminant removal system prior to entering the drywells for infiltration. The drywells are sized to detain and infiltrate one-hundred percent of the generated runoff from the one-hundred-year storm event. The drywells in the parking area will have solid lids to ensure no runoff enters without treatment. 1.3 Previous Drainage Studies The parcel is not located within the City of Aspen Drainage Master Plan area. The site is located within the Smuggler/Hunter drainage basin but there are no nearby city storm system improvements to convey flow from the site. There are no proposed offsite improvements to the drainage infrastructure serving the site as part of this project. No previous drainage studies have been found for this site. If a previous drainage study is discovered prior to final drainage report its finding will be analyzed and included in the final drainage report. 1.4 Offsite Drainage & Constraints Currently, a portion of Park Circle's runoff will flow into the proposed access road and be treated in the onsite StormFilter unit. Drywells have been sized accordingly to accommodate this additional flow. The project intends to detain one hundred percent of the runoff generated on-site as not to impact adjacent properties. 517 Park Circle RECEIVED Preliminary Drainage Report 7 2 7 1$ ASPEN BUILDING DEPARTMENT 2.0 Proposed Drainage Basins and Sub-basins 2.1 Developed Drainage Basins There are two major drainage basins collected in the proposed storm system and two basins that contribute no runoff to the drainage system. Basin 1 conveys all flow from the front(Park Circle) and the majority of the proposed structure. Basin 2 conveys all flows from the access road,Park Circle,and areas to back of site,including patios,planter boxes and the parking area. Basin 3 consists of the drainage from the south side of the proposed structure that sheet-flows off the site.Basin 4 is a portion of the structure to the southeast of the site which will be collected in a grassy swale before leaving the site. A basin map has been provided in the Appendix of this report. Basin areas are shown below, including the impervious areas and percentages. Onsite Basin Data Entry Basin# Total Area Impervious Area Impervious (ft2) (ft2) 1 5592.00 4452.00 79.61% 2 10283.00 9346.00 90.89% 3 848.00 363.00 42.81% 4 1548.00 1138.00 73.51% 517 Park Circle RECEIVED Preliminary Drainage Report 7 2 7 1$ ASPEN BUILDING DEPARTMENT Onsite Sub-Basin Data Entry Basin# Total Area Impervious Area Impervious (ft2) (ft2) 1.0 389.00 0.00 0.00% 1.1 233.00 124.00 53.22% 1.2 400.00 400.00 100.00% 1.3 269.00 149.00 55.39% 1.4 688.00 388.00 56.40% 1.5 366.00 144.00 39.34% 1.6 167.00 167.00 100.00% 1.7 408.00 408.00 100.00% 1.8 818.00 818.00 100.00% 1.9 98.00 98.00 100.00% 1.10 218.00 218.00 100.00% 1.11 240.00 240.00 100.00% 1.12 810.00 810.00 100.00% 1.13 36.00 36.00 100.00% 1.14 294.00 294.00 100.00% 1.15 111.00 111.00 100.00% 1.16 47.00 47.00 100.00% 2.0 5644.00 5644.00 100.00% 2.1 68.00 0.00 0.00% 2.2 71.00 0.00 0.00% 2.3 11.00 11.00 100.00% 2.4 398.00 398.00 100.00% 2.5 4091.00 3293.00 80.49% 3.0 848.00 363.00 42.81% 4.0 772.00 362.00 46.89% 4.1 - 776.00 776.00 100.00% 2.2 Peak Discharge Calculations The peak flows were calculated for each Major Basin for 5-year and 100-year storm events. Rainfall intensity was calculated using a Time of Concentration(TO of 5 minutes. Actual Time of Concentration on the site is significantly 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 greater than 5 minutes so the smallest valid Time of Concentration value was used. The 1-hour Rainfall depth(Pi), given in Table 2.2 as 0.64 inches for a 5-year event and 1.23 inches for a 100-year event. Equation 2.1 was referenced when solving for the Rainfall Intensity(I). I= 88.8P1/(10+Td)1.052 517 Park Circle RE 4EIVED Preliminary Drainage Report 7 2 7 1$ ASPEN BUILDING DEPARTMENT Runoff Coefficients(C), a function of the Soil Group (in this case C) and the percentage of impervious area within each sub basin were developed using Figure 3.2. The Runoff Coefficient(C)was then multiplied by the Rainfall Intensity(I) and the acreage of each Major Basin(A)to determine the peak discharge for each Major Basin. Qp =CIA Qp =Peak Discharge (cfs) A =Area(Acres) I =Rainfall intensity(inches per hour) C =Runoff Coefficient These peak flow values are used to calculate the size of the proposed detention and conveyance structures, such as drywells,inlets and piping. The tables below contain the peak flows for developed and undeveloped conditions for 5-year, and 100-year storm events. 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) (ft) (%) From Table (Td) I=88.8P1/(10+Td)1.°52 (ft3/sec) 1 5592.00 4452.00 79.61% 0.540 5 3.29 0.23 2 10283.00 9346.00 90.89% 0.720 5 3.29 0.56 3 848.00 363.00 42.81% 0.300 5 3.29 0.02 4 1548.00 1138.00 73.51% 0.490 5 3.29 0.06 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=88.8P1/(10+Td)1.°52 (ft3/sec) 1 5592.00 0.00 0.00% _ 0.080 5 3.29 0.03 2 10283.00 0.00 0.00% 0.080 5 3.29 0.06 3 848.00 0.00 0.00% 0.080 5 3.29 0.01 4 1548.00 0.00 0.00% 0.080 5 3.29 0.01 517 Park Circle RECEIVED Preliminary Drainage Report 0 7 2 7 18 ASPEN BUILDING DEPARTMENT 100 Year Peak Discharge Developed Calculations 1 Hour(P1) 1.23 Return Period 100 Basin ID Total Area Imp.Area Impervious C Value Time of C Intensity Q Max See(D1) (ft2) (ft2) (%) From Table (Td) I=88.8P1/(10+Td)1.°52 (ft3/sec) 1 5592.00 4452.00 79.61% 0.650 5 6.33 0.53 2 10283.00 9346.00 90.89% 0.820 5 6.33 1.22 3 848.00 363.00 42.81% 0.500 5 6.33 0.06 4 1548.00 1138.00 73.51% 0.620 5 6.33 0.14 100 Year Peak Discharge Pre Development Calculations 1 Hour(P1) 1.23 Return Period 100 Basin ID Total Area Imp.Area Impervious C Value Time of C Intensity Q Max See(D1) (ft2) (ft2) (%) From Table (Td) I=88.8P1/(10+Td)1.°52 (ft3/sec) 1 5592.00 0.00 0.00% 0.350 5 6.33 0.28 2 10283.00 0.00 0.00% 0.350 5 6.33 0.52 3 848.00 0.00 0.00% 0.350 5 6.33 0.04 4 1548.00 0.00 0.00% 0.350 5 6.33 0.08 i.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. By using pervious pavement, drywells, water quality devices and grassy swales, storm water will be infiltrated to the maximum extent feasible. 3.1 Principles Principle 1: Consider storm water quality needs early in the design process. An initial meeting with Engineering took place at the beginning of civil design to discuss storm water concepts. The grading and drainage design is being coordinated between the architect,landscape architect and civil engineering teams throughout the process. Principle 2: Use the entire site when planning for storm water quality treatment. The site design has planting boxes used to treat and detain stormwater as well as water quality treatment units and drywells to detain and infiltrate runoff Principle 3: Avoid unnecessary impervious area. Pervious pavers and landscaped areas will be implemented where possible. Principle 4: Reduce runoff rates and volumes to more closely match natural conditions. 517 Park Circle RECEIVED Preliminary Drainage Report 7 2 7 1$ ASPEN BUILDING DEPARTMENT All pervious runoff from the site will be conveyed and infiltrated on site. Principle 5: Integrate storm water quality management and flood control. Landscaped areas will act as bio treatment from runoff as well as a StormFilter unit for areas of vehicular traffic. Principle 6: Develop storm water quality facilities that enhance the site,the community and the environment. Landscape areas that double as water quality treatment will greatly enhance the site aesthetically. Principle 7: Use treatment train approach. All pervious runoff areas that are not associated with the access drive or parking lot first convey through vegetated areas before entering the storm system. Portions of the site's runoff will be treated by a StormFilter unit before entering the drywells for infiltration. Principle 8: Design sustainable facilities that can be safely maintained. All facilities have at grade access in convenient locations with low slope angles. Principle 9: Design and maintain facilities with public safety in mind. The drop off from the sidewalk will not exceed more than a standard 6"curb. All area drains are outside of walking paths and grates used for trench drains meet all pedestrian standards. 4.0 Hydrological Criteria 4.1 Storm Recurrence and Rainfall The property is not in the commercial core and will not be served by the City Storm System. The site shall meet the conveyance requirements of the 5 and 100-year 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)is calculated using the Equation 2.1 from the Aspen URMP. 4.2 Peak Runoff and Storage Volume 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. Based on the requirements in the URMP for this development,the total storm water storage volume for this site must satisfy both the Water Quality Capture Volume(WQCV)and the modified FAA storage volume. Since a method to control the discharge rate from the proposed drywell and depression was not feasible for this location,the storage facilities were sized to meet full detention requirements instead. The table below shows the calculation for the full detention volume for the all basin. 517 Park Circle RE E IVE D Preliminary Drainage Report 7 2 7 1$ ASPEN BUILDING DEPARTMENT Full Detention Storage Basin Total Area Impervious Area Impervious Full Detention Depth Factor of Safety Required Storage BMP (ft2) (ft2) (%) (in) F.O.S. (ft3) 1 5592.00 4452.00 79.61% 1.23 1 456 Drywells 2 10283.00 9346.00 90.89% 1.23 1 958 Drywells 3 848.00 363.00 42.81% 1.23 1 37 N/A 4 1548.00 1138.00 73.51% 1.23 1 117 Swale The storage requirements for all BMPs are shown in the table below. Drywell Storage Perforation External(18"of Screened Rock) Drywell Basins Diameter Storage Depth Depth Internal Volume Volume Total Capacity Required Capacity (Name) (#) D(ft) H(ft) (ft) n*H*(D/2)2)(ft3) 0.3*n*H*((D/2)+1.5)Z-(D/2)2)(ft3) (ft3) (ft3) Drywell 1 1,2 6 14 8 396 85 481 471.0 Drywell 2 1,2 6 14 8 396 85 481 471.0 Drywell 3 1,2 6 14 8 396 85 481 471.0 The infiltration time for the drywells are shown in the table below. Drywell Infiltration Name Diameter Perforation Height Perforated Area Total Capacity Infiltration Rate Infiltration Time Volume Infiltrated in 24 Hours (Name) D(ft) H(ft) A(ft)=3.14*D*H V(ft3) I(in/hr) T(hr)=V/(A*I/12) Vw„i(ft3)=V*T Drywell1 6 8 150.80 481.00 20 1.91 920.56 Drywell 2 6 8 150.80 481.00 20 1.91 920.56 Drywell 3 6 8 150.80 481.00 20 1.91 920.56 5.0 Conveyance Structures 5.1 Storm System Based on the above runoff calculations, inlets, area drains and pipes were sized to convey the 100-year storm event with the pipe flowing eighty percent full. The table below shows flows through each pipe by contributing basin as designed and shown on the design plans. Inlets are labeled to match numbering system on the design plans. 517 Park Circle RE C 8EIVED Preliminary Drainage Report 7 2 7 1$ ASPEN BUILDING DEPARTMENT Storm System Pipes Pipe System Pipe Contibuting Sub-Basins Peak Flows(CFS) A DOWNSPOUT 1.6-A5 1.6 0.02 A5-A4 1.5, 1.6 0.05 DOWNSPOUT 1.4-A4 1.4 0.05 A4-A3 1.3-1.6 0.12 DOWNSPOUT 1.2-A3 1.2 0.06 A3-A2 1.1-1.6 0.20 A2-A1 1.1-1.6 0.20 A1-DRYWELL 1 1.0-1.6 0.22 DOWNSPOUT 1.12-A16 1.12 0.11 A16-A9 1.12 0.11 DOWNSPOUT 1.16-A15 1.16 0.01 A 15-A 14 1.16 0.01 A14-A13 1.16 0.01 DOWNSPOUT 1.15-A13 1.15 0.02 A13-Al2 1.15, 1.16 0.02 DOWNSPOUT 1.14-Al2 1.14 0.04 A 12-A 11 1.14-1.16 0.05 DOWNSPOUT 1.13-A11 1.13 0.00 All-A10 1.13-1.16 0.07 A10-A9 1.13-1.16 0.18 A9-A8 1.12-1.16 0.18 A8-A7 1.11-1.16 0.21 A7-A6 1.10-1.16 0.24 A 19-A 18 1.7 0.06 A18-17 1.7 0.06 DOWNSPOUT 1.8-A17 1.8 0.11 A17-A6 1.7, 1.8 0.17 B DOWNSPOUT 2.4-B5 2.4 0.05 B5-B4 2.4, 2.5 0.47 B4-B3 2.3-2.5 0.47 B3-B2 2.2-2.5 0.48 B2-B1 2.1-2.5 0.48 B1-DRYWELL 2 2.0-2.5 1.26 C DOWNSPOUT4.1-OUT 4.1 0.11 The Pipe Sizing table below shows required diameter and proposed pipe size based on slope,roughness and flow rate. All pipes were conservatively sloped at one percent for design purposes. See the design plans for actual pipe slopes. 517 Park Circle RECEIVED Preliminary Drainage Report 0 7 2 7 18 ASPEN BUILDING DEPARTMENT Peak Discharge Developed Calculations 1 Hour(P1) 1.23 Return Period 100 Basin ID Total Area Imp.Area Impervious% C Value Time of C Intensity Q Max See(D1) ft2 ft2 Percentage From Table (Td) 1=88.8P1/(10+Td)01.o52 ft3/sec 1.0 389.00 0.00 0.00% 0.350 5 6.33 0.02 1.1 233.00 124.00 53.22% 0.520 5 6.33 0.02 1.2 400.00 400.00 100.00% 0.950 5 6.33 0.06 1.3 269.00 149.00 55.39% 0.540 5 6.33 0.02 1.4 688.00 388.00 56.40% 0.540 5 6.33 0.05 1.5 366.00 144.00 39.34% 0.490 5 6.33 0.03 1.6 167.00 167.00 100.00% 0.950 5 6.33 0.02 1.7 408.00 408.00 100.00% 0.950 5 6.33 0.06 1.8 818.00 818.00 100.00% 0.950 5 6.33 0.11 1.9 98.00 98.00 100.00% 0.950 5 6.33 0.01 1.10 218.00 218.00 100.00% 0.950 5 6.33 0.03 1.11 240.00 240.00 100.00% 0.950 5 6.33 0.03 1.12 810.00 810.00 100.00% 0.950 5 6.33 0.11 1.13 36.00 36.00 100.00% 0.950 5 6.33 0.00 1.14 294.00 294.00 100.00% 0.950 5 6.33 0.04 1.15 111.00 111.00 100.00% 0.950 5 6.33 0.02 1.16 47.00 47.00 100.00% 0.950 5 6.33 0.01 2.0 5644.00 5644.00 100.00% 0.950 5 6.33 0.78 2.1 68.00 0.00 0.00% 0.350 5 6.33 0.00 2.2 71.00 0.00 0.00% 0.350 5 6.33 0.00 2.3 11.00 11.00 100.00% 0.950 5 6.33 0.00 2.4 398.00 398.00 100.00% 0.950 5 6.33 0.05 2.5 4091.00 3293.00 80.49% 0.700 5 6.33 0.42 3.0 848.00 363.00 42.81% 0.500 5 6.33 0.06 4.0 772.00 362.00 46.89% 0.510 5 6.33 0.06 4.1 776.00 776.00 100.00% 0.950 5 6.33 0.11 517 Park Circle RE 10 EIVED 07/27/1 Preliminary Drainage Report 8 ASPEN BUILDING DEPARTMENT Onsite Piping Capacity K=0.462 Combined Manning Required Design Design Has Capacity@ Pipe Flattest Slope Equation 4-31 Design Flow Coefficient 1 Diameter Diameter Diameter-80% 80%full (ID) Q(ft3/sec) n (%)S0 d={nQ/KJSo}3/8 (inches) (inches) (inches) Yes/No DOWNSPOUT 1.6-A5 0.02 0.01 1.00% 0.14 1.644 4.0 3.200 Yes A5-A4 0.05 0.01 1.00% 0.18 2.183 4.0 3.200 Yes DOWNSPOUT 1.4-A4 0.05 0.01 1.00% 0.19 2.262 4.0 3.200 Yes A4-A3 0.12 0.01 1.00% 0.26 3.091 4.0 3.200 Yes DOWNSPOUT 1.2-A3 0.06 0.01 1.00% 0.19 2.281 4.0 3.200 Yes A3-A2 0.20 0.01 1.00% 0.31 3.675 6.0 4.800 Yes A2-A1 0.20 0.01 1.00% 0.31 3.675 6.0 4.800 Yes A1-DRYWELL 1 0.22 _ 0.01 1.00% 0.32 3.809 6.0 _ 4.800 Yes DOWNSPOUT 1.12-A16 0.11 0.01 1.00% 0.25 2.972 4.0 3.200 Yes A16-A9 0.11 0.01 1.00% 0.25 2.972 4.0 3.200 Yes DOWNSPOUT 1.16-A15 0.01 0.01 1.00% 0.09 1.022 4.0 3.200 Yes A15-A14 0.01 0.01 1.00% 0.09 1.022 4.0 3.200 Yes A14-A13 0.01 0.01 1.00% 0.09 1.022 4.0 3.200 Yes DOWNSPOUT 1.15-A13 0.02 0.01 1.00% 0.12 1.410 4.0 3.200 Yes A13-Al2 0.02 0.01 1.00% 0.13 1.610 4.0 3.200 Yes DOWNSPOUT 1.14-Al2 0.04 _ 0.01 1.00% 0.17 2.032 4.0 _ 3.200 Yes Al2-A11 0.05 0.01 1.00% 0.19 2.277 4.0 3.200 Yes DOWNSPOUT 1.13-A11 0.00 0.01 1.00% 0.08 0.925 4.0 3.200 Yes All-A10 0.07 0.01 1.00% 0.20 2.457 4.0 3.200 Yes A10-A9 0.18 0.01 1.00% 0.30 3.547 6.0 4.800 Yes A9-A8 0.18 0.01 1.00% 0.30 3.547 6.0 4.800 Yes A8-A7 0.21 0.01 1.00% 0.31 3.780 6.0 4.800 Yes A7-A6 0.24 0.01 1.00% 0.33 3.972 6.0 4.800 Yes A19-A18 _ 0.06 _ 0.01 1.00% 0.19 2.298 4.0 _ 3.200 Yes A18-17 0.06 0.01 1.00% 0.19 2.298 4.0 3.200 Yes DOWNSPOUT 1.8-A17 0.11 0.01 1.00% 0.25 2.983 4.0 3.200 Yes A17-A6 0.17 0.01 1.00% 0.29 3.471 6.0 4.800 Yes DOWNSPOUT 2.4-B5 0.05 0.01 1.00% 0.19 2.277 4.0 3.200 Yes B5-B4 0.47 0.01 1.00% 0.42 5.096 8.0 6.400 Yes B4-B3 0.47 0.01 1.00% 0.43 5.102 8.0 6.400 Yes B3-B2 0.48 0.01 1.00% 0.43 5.117 8.0 6.400 Yes B2-B1 0.48 _ 0.01 1.00% 0.43 5.131 8.0 6.400 Yes B1-DRYWELL 2 1.26 0.01 1.00% 0.61 7.367 12.0 9.600 Yes DOWNSPOUT4.1-OUT 0.11 0.01 1.00% 0.24 2.924 4.0 3.200 Yes 5.2 Curb and Gutter A 24-inch curb and gutter is proposed along the frontage on Park Circle. To maintain acceptable slopes in the access drive, runoff from Park Circle will enter the site from the proposed curb and gutter. To prevent runoff from entering the site during small rainfall events, a 3/4"beveled edge has been proposed in the curb cut for the access drive. The proposed edge was analyzed and will convey a flow of 0.01 cfs to the right-of way curb and gutter. Calculations can be found in the appendix of this report. 517 Park Circle RE - E IVE D Preliminary Drainage Report 07 2 7 1$ ASPEN BUILDING DEPARTMENT 6.0 Proposed Facilities 6.1 Proposed Bio Treatment All site runoff not associated with the access drive or parking area on the front(Park Circle)and north and south sides of the property will be routed through vegetation before entering area drains. Slopes prior to these area drains do not exceed two percent along flow lines. Area drains on the front of the building will be 8-12 inches in size with grated inlets at low points in the vegetation. These inlets will capture any runoff from walkways,roofs or vegetated areas on the front of the site. The area of the building in Basin 4.0 will flow into a grassy swale with gentle slopes before leaving the site. 6.2 Pervious Pavers All walk ways on the front of the building and the south side of the building will be pervious pavers,this does not include the city sidewalk within Park Circle right-of-way. 6.3 StormFilter Unit A Contech StormFilter unit has been proposed in the parking area. The unit will collect and treat all flow from Basin 2 before it enters the drywell system and infiltrated. A detail of the unit has been provided in the appendix of this report. 6.4 Drywells A total of three six-foot diameter, 12-foot deep concrete drywells have been proposed on site for full detention of the 100-year storm and infiltration of runoff. The drywells have been connected with 12-inch PVC pipes to maximize storage capacity and keep wells as shallow as possible. Drywell 1 and 3 include an emergency overflow, daylighting into a system of connected level spreaders,located at the base of the retaining wall surrounding the parking area. 6.5 Level Spreaders Two level spreaders have been proposed for an emergency overflow of the detention system at the base of the retaining wall surrounding the parking area. Each level spreader is six feet long with a perforated 6- inch HDPE pipe bedded in 6"of screened rock. The units are tied together using solid 6-inch HDPE and include an 8-inch Nyloplast inlet to be used as a clean-out for the system. All grades are to be directed away from the proposed retaining wall, and the rock is to be wrapped in a 30 mil PVC liner to prevent water being introduced to the wall footer. 517 Park Circle RE ,E IVE D Preliminary Drainage Report 7 2 7 1$ ASPEN BUILDING DEPARTMENT 7.0 Operation and Maintenance 7.1 Bioswales Bioswales are generally considered a low-maintenance stormwater management approach. Bioswales should be vegetated with native grasses and plants to the extent possible. Plant maintenance will occur as needed, including mowing, irrigation(if necessary), and pruning. Required Action Maintenance Objectives Frequency Inspections Inspect drywells to determine if the soil Routine—Annual inspection of is allowing acceptable infiltration. hydraulic performance. Lawn mowing and vegetative care Occasional mowing of grasses and Routine—Depending on aesthetic weed removal to limit unwanted requirements. vegetation. Maintain irrigated turf grass as 2 to 4 inches tall and non-irrigated native turf grasses at 4 to 6 inches. Debris and litter removal Remove debris and litter from detention Routine—Depending on aesthetic area to minimize clogging of the sand requirements. media. Landscaping removal and replacement The sandy loam turf and landscaping Every 5 to 15 years, depending on layer will clog with time as materials infiltration rates needed to drain the accumulate on it.This layer will need to WQCV in 12-hours or less. May need be removed and replaced to rehabilitateto do it more frequently if exfiltration infiltration rates,along with all turf and rates are too low to achieve this goal. other vegetation growing on the surface. 7.2 Pervious Pavers Annual inspection should occur to determine if the material between the joints has become clogged with finer material and is no longer performing as expected. If pavers have become clogged or damaged,they will be reset in clean material. 7.3 Drywells Drywells must be inspected and maintained quarterly to remove sediment and debris that has washed into them.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. 517 Park Circle RE "73E IVE D Preliminary Drainage Report 7 2 7 1$ ASPEN BUILDING DEPARTMENT • 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. 7.3 Level Spreader The Dispersion systems must be maintained periodically to ensure proper operation. 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 the system during storms routinely. • Screen filters over downspouts and drains must be checked and cleaned routinely throughout the year. Reducing the amount of debris entering the system reduces the need for more timely maintenance. • Remove leaves and debris from gravel bed routinely. If the gravel has been contaminated by soil and sand, clean or replace gravel as necessary. Gravel will possibly have to be replaced every 5-10 years for proper perforation into the lawn. • Clean the inside of the perforated pipe with a 4"pipe cleaner accessed by the cleanout. This should be done yearly after fall cleanup, or as necessary if the system is not infiltrating properly or if the system has become contaminated. If the dispersion system is not maintained properly, replacement of parts or of the entire system may be necessary. 8.0 Appendices Drainage Basin Map Curb and Gutter Analysis Contech StormFilter Unit Detail Contech StormFilter Maintenance Plan 517 Park Circle RE ,EWED Preliminary Drainage Report 7 2 7 1$ ASPEN BUILDING DEPARTMENT 5 Year Peak Discharge Developed Calculations Onsite Basin Data Entry 1115 1 Hour(Pr) 0.64 Return Period 5 Basin) Total Area Impervious Area Impervious Basin ID Total Area Imp.Area Impervious CValue Time of Intensity QMax (fa'( Ih') % see(01) (ft') (e) (%) From Table (Ty) 1=84.8PJ110Ralr.rez(ft'/sea) 1 '5592.00 ' 4452.90 79.61% -.-.. 1 J9.61%559200 445200 0.540 5 3.29 0.23 2 10283.00 9346.00 90.89% 4 ' 1M5 8.00 ' 1138.N J3.51% 2 10283 00 9346.00 90 8996 0.720 5 3.29 0.56 3 1111\ Year ea osc 1138.00re Development ent Calculations 5 3.29 aofi Onsrte Sub Basin Data Entry •` 5 Y Peak D D g P 3 84800 36300 4281% 0300 5 329 002 -----..-.-. - ll i Area Impervious • Discharge P to m _ ■ Basin Total Area Impervious ._ _x-.,x--.__- x Ift'1 Ift'IS p n Return Period 5 /'1 ! t, x x u ___x___x___x .x_--x-____-____x__x-- _ ---____ ae ID Total Area Imp.Area l Impervious From Value le a 1= a) sec . x; x" _ - _ l0 38900 000 OOP% ■ Basin 3 iD1 Ift`1 (%) b (T 1 BB.SPI/I IOfT 5.45E(Wise,/) 4 s 'n 12 4W.00 400.00 100.00% V 559200 000 0OG°/ 0080 5 329 003 1.3 269.00 149.00 55.39% 1028300 000 OW% 0080 5 339 OOfi 14 688.00 38800 5640% - � 3 849.00 000 0.00% 0.080 5 3.29 001 1.5 366.00 141.00 39.34% cc 4 1548,00 0,00 0,00% 0..0 5 3.29 0,01 1.6 16760 167.00 100.00% L.I..I // • 1.7 e'I800 eB 00 100.03% L1J l _. i 100 Year Peak Discharge Developed Calculations 1,8 m% z / 1Hour(P11 1.23 1.9 98.00 .00 100,00% �rT ro so / / ---t-- Return Period 100 110 218.00 218.00 100.00% V m.° �1� Basin ID Total Area Imp.Area Impetuous CValue Time off IMensry QMax 111 240.00 24000 100.00% Z m DRVWELL 1 / - �'- - llz a1o.m alo oo lm.om6 'ems �' I �� See(Dl) If['1 (f[`I (%) From Table (Ta) 188.8pr/(1MTa)r mz Ik5/sec) 1.13 3600 36.00 100.00% LL O Os, // I :,...,.. 1 ss92oo 44sz ao ]9.61% a6so s 6.33 0.53 1.14 z94.ao 294.00 1ao.m% L�m // 2 10283.00 934600 90.89% 0.820 5 6.33 1.22 1.15 11100 111.00 100.00% 2 O 3 848.00 363.00 42.81% 0,500 5 6.33 0.06 1.16 4)m 4)m 1m.00% O rn 0 e 4 1548.00 1138.00 73.51% 0.620 5 6.33 0.14 2.0 5644.00 564900 100.0056 LL v+Z'^ • - I - 2.1 wa0 0.0 D.B096 `�rrT� m m ® I * 2.2 i100 0.00 0.0. V w/ 1.7 100 Year Peak Discharge Pre Development 23 1m 1m 1oo.m% • ,,,jc \ I g pment Calculations z a �/ 1Hour(Pr) 1.23 24 398.00 39800 1m.00% lcc / 1111 / �' • I yNN Return Per od 100 zs 4091.00 3z93 oo ao4g%/ / \^ Basin lD Total Area Imp.Area Imper sous CValue Time ofC IMensry QMax 3,0 848,00 353,00 42.8156 Q / - I" r 6ee1D1) If[') Ik') (%) From Table 40 ]R.00 36200 46.89%ITa) 188.8PI/I IOfTa1z053 Ik'/sec)\\ 41 2]6.. 2]600 .000% cc • / N 1 5592.00 0.00 0.W% 0.350 5 6.33 0.28 / 2 10283.00 0.00 0.0056 0.350 5 6.33 0.52 Storm System Pipes / •/ ® I 3 848.00 000 O.OG% 0.350 5 6.33 0.04 pipe system Pipe Con[ibu[ng hub-Basins Peak Flovn(US) DRYWELL 2 / ` 4 1s4a.00 POD aIw% D.3so s 633 D.oa q DownspouTlsgs 1fi o.02 / �VI Peak Discharge Developed CalculationsA5-A4 15,4 0.05 rI ' I,� DOWNSPOUT 1.4A4 1.4 005 ^� • T �� Ba our(Pz) 1.23 A4A3 1.3-16 012 • DRYWELL 3 I', v� I 1.1 Return Period l00 DOWNSPOUT 1.2-A3 1.2 006 / r A3-A2 1.1-1.6 0.20 [p� Basin ID Total Area Imp Area Impervious% CValue Tim ofC Intensity QMax / IJ 1.2 1 q2-q1 1.1-1.6 0.20 022 s' % 1.9 1. See(D3) ft' ft' Perrantage Fram Table Ie) I�B BPr/(10«Te)oi0sz ft'/sec Al-DRYWELL3 1.0.1.E 0.22 �r�. • DOWNSPOUT 1.12-A16 1.12 an STORMFILTER UNIT Y , Aplifriiiti 1.0 389.00 0.00 0.003E 0.350 6.33 0.02 gOUT0 1.12 D.11 / '',1•• 0 1.1 233.00 124.00 53.22% aszo 6.33 0.02 DOWNSPOUT 1.16,15 1.16 0.01 - 1.2 400.00 400.00 10000% 0.950 6.33 0.06 A15-A14 1,16 0.01 CHECKED BY:DCS / I 1.3 269.00 149.00 55.39% 0.540 6.33 0.02 A14A13 1.16 001 1.$ 1.4 688.00 388.00 56.4056 0.540 6.33 0.05 DOWNSPOUT 1.15A13 1.15 002 / : . DO Al2 DRAWN BY:ADW 15 36600 14400 3934% 0490 633 003 A13-Al2 1.15,1.1E 0.02 1.6 167.00 167.00 100.I111% 0.950 6.33 002 DOWNSPOUT 1.14 1.14 004 m // - DOWNSPOUT All 1J .800 43800 10.0% 0950 633 006 114116 005 3 18 81800 81800 10000% 0950 633 O11 13 113 000 Q 1.9 %.00 .00 100.W% 0.950 6.33 0.01 113-1.16 007 uuu"' - - 1.10 218.00 218.00 100.00% 0.950 6.33 003 310.g9 113-1.16 0.18 1.4 1.11 240.00 240.00 100.00% 0.950 6.33 003 09-08 1.12-1.16 0.18 ' • 1,12 810.00 810.00 100.00% 0,950 6.33 011 00-07 1.11-1.16 021 / / I 1.13 36.00 36.00 300.00% 0.950 6.33 0.00 A]-Afi 1.10.1.1E 024 Lei / / / 1.14 294.00 294.00 100.009E 0.950 6.33 004 019-018 1.J 0.0E N '\ • / 1.15 111.00 111.00 10040% 0.950 6.33 0.02 018-17 1.7 006 400 // l.lfi 4J.00 ,400 300.W% 0.950 6.33 0.01 DOWNSPOUT 1,8-A17 1.8 an • / 1 rj 2.0 5644.00 Sfi44.00 100.00% 0.950 6.33 0,78 A1J-A6 1J,1.8 01J N 2.1 E8.00 0.00 0.003E 0.350 6.33 000 B DOWNSPOUT 24B5 2.4 005 N 41/ • 2.2 71.00 0.00 0.00% 0,350 6.33 000 BS-64 24,2.5 04J N `\ / 2.3 11.00 11.00 300.00% 0.950 _ 6.33 0.00 B4B3 23-2.5 0.47 N. N\ ` • / 2.4 398.00 396.00 100.00% 0.950 6.33 0.05 03-42 2.2-2.5 0.48 \ \ ♦ , 1.$ / - / 2.5 4091.00 3293.00 80.49% 0.700 6.33 0.42 82-61 2.1-2.5 048 \ \ / 3.0 848.00 363.00 42.81% 0.500 6.33 0006 81-DRYWELL2 2.02.5 1.2E '\ 40 JJ2.00 362.00 46.a9% 0.510 6.33 C DOWNSPOUT 4.1-OUT 4.1 an 4.1 776.00 776.00 100.0056 0,950 6.33 011 \\ /> / Onsite Piping Capacity IX,<62 Combined 0^ 4 Pipe Design Coefficient enesweEgwtoie oecer roaerera% 400 �� llol olns/seei n I%ise Ino1/6.9y/e (inches) linden Inched ,NoN. g / - DOWNSPOUTI6-A5 002 0.01 100% 014 1.644 4.0 3.200 Yes N M Edi-5 • \ - U ` AP A5-A4 0.05 0.01 1.00% 0.1E 0262 4.0 3200 Yes 1 / / DOWNSPOUT 1.4g4 0.05 0.01 1.00% 0.19 2.262 4.0 3.200 Yes \ A4-A3 0.12 0.01 1.i 0.26 3.091 4.0 3.200 Ves / :;;A;11: A3 0,06 001 1, 019 2,281 4,0 z0 001 1. 031 3.6J5 a\ ` /' D zc o01 l. 031 3.6Js 6• / - / 0.22 001 1. 032 3.809 6.� A16 0,11 001 1, 025 2,972 4,0 3,200 Ves\ CONSTRUCTION 0,11 0,01 0,25 2,972 4,0 3,200 Yes o)\ (� i / DOWNSPOIfr l.l6-A15 0.01 0.01 1.00% 0.09 1.022 4.0 I Yes \\Y. \ j// 42.02/ DOWNSPOUF114A32 0.04 01 1.00% O.IJ 2.032 4.0 LIJ \ \ / A11A10 007 001 100% 020 2457 40 66 44 ' ' , U\ / / / A30A9 018 001 100% 0.30 354] 60 Ves O \ / Yes U V \ \O ;/ A7-A6 0.24 0.01 1.00% 033 3.972 60 4.800 Yes Se \ / / A19A19 O.. 0,01 1.00% an2,298 4.0 3.200 Yes ce w '-- - i�M v�� DOWNSPOUAla 17 0.0E 0.01 1.00% 0.19 2.298 4.0 3,200 Yes CL 'N �5 TIB-A1J 011 0,01 1.00% 025 2983 4,0 3,200 Yes N \ A17-AS 0.17 0.01 1.00% 029 3.471 60 4.800 Yes \l / OJ • DOWNSPOUT 2.4B5 0.05 0.01 1.00% 0.19 2.2]] 4.0 3.200 Yes \`\V//// _ BS-B4 0.4J 0.01 1.00% 042 ! IA 905 B4-B3B3-62 B2-61/ - 91-DRYW2 1.26 0.01 1.00% 0.61 J.36 9.600 Yes i DOWNSPOUT4.1-OUT an 0.01 1.00% 0.24 2.924 4.0 3.200 Yes / Graphic Scale / a 5 to zo S' . , ,, In Feet: 1"=10' RECEIVEDre-e� /� 0c /2 / /18 a Of 18 ASPEN BUILDING DEPARTMENT Channel Report Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Monday,Jun 4 2018 <Name> Gutter Highlighted Cross SI, Sx (ft/ft) = 0.020 Depth (ft) = 0.06 Cross SI, Sw (ft/ft) = 0.083 Q (cfs) = 0.025 Gutter Width (ft) = 2.00 Area (sqft) = 0.02 Invert Elev (ft) = 1.00 Velocity (ft/s) = 1.08 Slope (%) = 0.38 Wetted Perim (ft) = 0.82 N-Value = 0.010 Crit Depth, Yc (ft) = 0.07 Spread Width (ft) = 0.75 Calculations EGL (ft) = 0.08 Compute by: Known Depth Known Depth (ft) = 0.06 Elev (ft) Section Depth (ft) 2.00 1.00 1.75 0.75 1.50 0.50 1.25 0.25 v 1.00 0.00 0.75 RECFI( 2ED 0 2 4 6 8 10 12 14 16 18 20 22 24 07/27/18 Reach (ft) ASPEN BUILDING DEPARTMENT STORMFILTER STEEL CATCHBASIN DESIGN NOTES STORMFILTER TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. 2 CARTRIDGE CATCHBASIN HAS A MAXIMUM OF TWO CARTRIDGES. SYSTEM IS SHOWN WITH A 27"CARTRIDGE,AND IS ALSO AVAILABLE WITH AN 18"CARTRIDGE. STORMFILTER CATCHBASIN CONFIGURATIONS ARE AVAILABLE WITH A DRY INLET BAY FOR VECTOR CONTROL. PEAK HYDRAULIC CAPACITY PER TABLE BELOW. IF THE SITE CONDITIONS EXCEED PEAK HYDRAULIC CAPACITY,AN UPSTREAM BYPASS STRUCTURE IS VANED INLET GRATE REQUIRED. (SOLID COVER CONCRETE COLLAR OPTIONAL) AND REBAR TO MEET APPLICABLE BY CARTRIDGE SELECTION CONTRACTOR ACTOR CARTRIDGE HEIGHT 27" 18" 18"DEEP —r— __7--- 7 a °° -•, �_=-- RECOMMENDED HYDRAULIC DROP(H) 3.05' 2.3' 3.3' I, / ` m * I SPECIFIC FLOW RATE(gpm/sf) 2 gpm/sf 1.67*gpm/sf 1gpm/sf 2gpm/sf 1.67*gpm/sf 1gpm/sf 2gpm/sf 1.67*gpm/sf 1 gpm/sf I i -I'" - - 1- k CARTRIDGE FLOW RATE(gpm) 22.5 18.79 11.25 15 12.53 7.5 15 12.53 7.5 A I �1 d� a ��II f A PEAK HYDRAULIC CAPACITY 1.0 1.0 1.8 L II II II IL I II I I INLET PERMANENT POOL LEVEL(A) 1'-0" 1'-0" 2'-0" ��L I I- N o! i OVERALL STRUCTURE HEIGHT(B) 4'-9" 3'-9" 4'-9" 1 �UUUL4 1.67 gpm/sf SPECIFIC FLOW RATE IS APPROVED WITH PHOSPHOSORB®(PSORB)MEDIA ONLY 'I �Lo - —II—Ii—lf- ,, < ,/ I GENERAL NOTES 1,___�� N 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. FOR SITE SPECIFIC DRAWINGS WITH DETAILED STORMFILTER CATCHBASIN STRUCTURE DIMENSIONS AND WEIGHTS,PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. WWW.CONTECHES.COM 3. STORMFILTER CATCHBASIN WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN ACCESS COVER THIS DRAWING. 4. INLET SHOULD NOT BE LOWER THAN OUTLET. INLET(IF APPLICABLE)AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY 2'-4" 2'-4" 2'-4" CONTRACTOR. INSIDE RIM y~INSIDE RIM y�INSIDE RIM~ 5. MANUFACTURER TO APPLY A SURFACE BEAD WELD IN THE SHAPE OF THE LETTER"0"ABOVE THE OUTLET PIPE STUB ON THE EXTERIOR SURFACE OF THE STEEL SFCB. 1'-0" 7'-1" 6. STORMFILTER CATCHBASIN EQUIPPED WITH 4 INCH(APPROXIMATE)LONG STUBS FOR INLET(IF APPLICABLE)AND OUTLET PIPING. STANDARD COLLAR OUTSIDE RIM OUTLET STUB IS 8 INCHES IN DIAMETER. MAXIMUM OUTLET STUB IS 15 INCHES IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE USING FLEXIBLE COUPLING BY CONTRACTOR. PLAN VIEW 7. STEEL STRUCTURE TO BE MANUFACTURED OF 1/4 INCH STEEL PLATE. CASTINGS SHALL MEET AASHTO M306 LOAD RATING. TO MEET HS20 LOAD RATING ON STRUCTURE,A CONCRETE COLLAR IS REQUIRED. WHEN REQUIRED,CONCRETE COLLAR WITH#4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 8. FILTER CARTRIDGES SHALL BE MEDIA-FILLED,PASSIVE,SIPHON ACTUATED,RADIAL FLOW,AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 38 SECONDS. 9. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY(gpm)DIVIDED BY THE FILTER CONTACT SURFACE AREA(sq ft). INSTALLATION NOTES A. ANY SUB-BASE,BACKFILL DEPTH,AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CATCHBASIN(LIFTING CLUTCHES PROVIDED). 6'-9" C. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF. OPTIONAL SLOPED LID FLOATABLES BAFFLE z'-o" 2'-8" z'-o° CORNER ELEVATIONS TO BE 2-CARTRIDGE DEEP CATCHBASIN SPECIFIED BY ENGINEER PERMANENT STORMFILTER DATA a B POOL LEVEL STRUCTURE ID XXX FINISHED GRADE WATER QUALITY FLOW RATE(cfs) X.XX it - ► =IIIIIIIIIIII; _ ► :s'-_ t —-� ..- I _��: to ����' ' , PEAK FLOW RATE(<1.8 cfs) X.XX 11-111-111= DA. r-11I r^� -1I I-11—1 i a V RETURN PERIOD OF PEAK FLOW(yrs) XXX LIFTING EYE CARTRIDGE FLOW RATE(gpm) XX `,-,° Pal I (TYP.OF 4) MEDIA TYPE(PERLITE,ZPG,PSORB) XXXXX o PERMANENT FILTRATION WEIR WALL = RIM ELEVATION XXX.XX' POOL ELEVATION BAY INLET 5 5„ PIPE DATA: I.E. DIAMETER o /—, co INLET STUB XXX.XX' XX" STORMFILTER tvr I 1 1 r FLOW CARTRIDGE TYP. v OUTLET STUB XXX.XX' XX" T ( ) I K y N CONFIGURATIONSOUTLET FILTRATION CARTRIDGE INLET STUB OUTLET STUB BAY INLET TYP. SUPPORT TYP. (OPTIONAL) O 0 y u FLOW OUTLET PIPE OUTLET INLET OUTLET g r KIT TYP. CLEANOUT FROM FLOWKIT OO 7 INLET INLET c 00 CATCHBASIN FOOT 2'-0" u o ACCESS PLUG B (TYP.OF 4) INSIDE CATCHBASIN FOOT INLET INLET a ON WEIR WALL (TYP.OF 4) 2'-0%z" - SLOPED LID YES\NO w OUTSIDE SOLID COVER YES\NO 0 SECTION A-A SECTION B-B NOTES/SPECIAL REQUIREMENTS: F z C . TECH® 2 CARTRIDGE CATCHBASIN RECEIVED U TheStormwaterManagemen[� ENGINEERED SOLUTIONS LLC STORMFILTER 6 StormFilter* www.contechES.com o E'ET�wE P.,�,�,ioTM�P. �� ,,,ea& 9025 Centre Pointe Dr.,Suite 400, West Chester,OH 45069 STANDARD DETAIL 0 7/2 7/18 9 800-526-3999 513-645-7000 513-645-7993 FAX ASPEN BUILDING DEPARTMENT CONTECH ENGINEERED SOLUTIONS StormFilter Inspection and Maintenance Procedures 4 Nik 1 • �r� A; _ • ,I MI« • A a QT a • - - _ 1 i1 «. Wit, ) 'll • � O c t 1 Y 'Ili ‘ i- ,j; - ; •• RECE Eta The Stormwater Management StormIi 7/18 ASPEN BUILDING DEPARTMENT Maintenance Guidelines In addition to these two activities, it is important to check The primary purpose of the Stormwater Management the condition of the StormFilter unit after major storms for StormFilter®is to filter and prevent pollutants from entering our potential damage caused by high flows and for high sediment waterways. Like any effective filtration system, periodically these accumulation that may be caused by localized erosion in the pollutants must be removed to restore the StormFilter to its full drainage area. It may be necessary to adjust the inspection/ efficiency and effectiveness. maintenance schedule depending on the actual operating conditions encountered by the system. In general, inspection Maintenance requirements and frequency are dependent on the activities can be conducted at any time, and maintenance should pollutant load characteristics of each site. Maintenance activities occur, if warranted, during dryer months in late summer to early may be required in the event of a chemical spill or due to fall. excessive sediment loading from site erosion or extreme storms. It is a good practice to inspect the system after major storm events. Maintenance Frequency The primary factor for determining frequency of maintenance for Maintenance Procedures the StormFilter is sediment loading. Although there are many effective maintenance options, we A properly functioning system will remove solids from water by believe the following procedure to be efficient, using common trapping particulates in the porous structure of the filter media equipment and existing maintenance protocols.The following inside the cartridges.The flow through the system will naturally two-step procedure is recommended:: decrease as more and more particulates are trapped. Eventually 1. Inspection the flow through the cartridges will be low enough to require • Inspection of the vault interior to determine the need for replacement. It may be possible to extend the usable span of the maintenance. cartridges by removing sediment from upstream trapping devices on a routine as-needed basis, in order to prevent material from 2. Maintenance being re-suspended and discharged to the StormFilter treatment • Cartridge replacement system. • Sediment removal The average maintenance lifecycle is approximately 1-5 years. Inspection and Maintenance Timing Site conditions greatly influence maintenance requirements. At least one scheduled inspection should take place per year with StormFilter units located in areas with erosion or active maintenance following as warranted. construction may need to be inspected and maintained more often than those with fully stabilized surface conditions. First, an inspection should be done before the winter season. During the inspection the need for maintenance should be Regulatory requirements or a chemical spill can shift maintenance determined and, if disposal during maintenance will be required, timing as well.The maintenance frequency may be adjusted as samples of the accumulated sediments and media should be additional monitoring information becomes available during the obtained. inspection program.Areas that develop known problems should be inspected more frequently than areas that demonstrate no Second, if warranted, a maintenance(replacement of the filter problems, particularly after major storms. Ultimately, inspection cartridges and removal of accumulated sediments)should be and maintenance activities should be scheduled based on the performed during periods of dry weather. historic records and characteristics of an individual StormFilter system or site. It is recommended that the site owner develop a database to properly manage StormFilter inspection and maintenance programs.. .40 efr • i • RECEIVED 07/27/18 ASPEN 2 BUILDING DEPARTMENT Maintenance Decision Tree •' r`' l ,• -.4 The need for maintenance is typically based on results of the inspection. The following Maintenance Decision Tree should be used as '" 1 a general guide.(Other factors,such as Regulatory Requirements, may need to be considered) "r T,f ,, , a '`� 1. Sediment loading on the vault floor. r `. a. If >4" of accumulated sediment, maintenance is x: ,0 4 �,• : ; 1.._ ' --'` 4 - required. 2. Sediment loading on top of the cartridge. t. a. If >1/4"of accumulation, maintenance is required. 3. Submerged cartridges. # ' ,:, a. If >4" of static water above cartridge bottom for more r than 24 hours after end of rain event, maintenance tp,,'14,; C *fF is required. (Catch basins have standing water in the cartridge bay.) Inspection Procedures 4. Plugged media. The primary goal of an inspection is to assess the condition of a. If pore space between media granules is absent, the cartridges relative to the level of visual sediment loading as maintenance is required. it relates to decreased treatment capacity. It may be desirable to conduct this inspection during a storm to observe the relative 5. Bypass condition. flow through the filter cartridges. If the submerged cartridges a. If inspection is conducted during an average rain fall are severely plugged,then typically large amounts of sediments event and StormFilter remains in bypass condition will be present and very little flow will be discharged from the (water over the internal outlet baffle wall or submerged drainage pipes. If this is the case,then maintenance is warranted cartridges), maintenance is required. and the cartridges need to be replaced. 6. Hazardous material release. Warning: In the case of a spill,the worker should abort a. If hazardous material release(automotive fluids or other) inspection activities until the proper guidance is obtained. is reported, maintenance is required. Notify the local hazard control agency and Contech Engineered Solutions immediately. 7. Pronounced scum line. a. If pronounced scum line(say >_ 1/4"thick) is present To conduct an inspection: above top cap, maintenance is required. Important: Inspection should be performed by a person who is familiar with the operation and configuration of the StormFilter treatment unit. 1. If applicable, set up safety equipment to protect and notify surrounding vehicle and pedestrian traffic. ,- ,r,,1e 2. Visually inspect the external condition of the unit and take ' i llitnotes concerning defects/problems. ' ' ,. _ , 3. Open the access portals to the vault and allow the system _ ; ' vent. 4. Without entering the vault,visually inspect the inside of the unit, and note accumulations of liquids and solids. , 5. Be sure to record the level of sediment build-up on the floor . of the vault, in the forebay, and on top of the cartridges. If ' - . 1 flow is occurring, note the flow of water per drainage pipe. 1 1 Record all observations. Digital pictures are valuable for historical documentation. 6. Close and fasten the access portals. 7. Remove safety equipment.8. If appropriate, make notes about the local drainage area ': relative to ongoing construction, erosion problems, or high • I D loading of other materials to the system. '� 9. Discuss conditions that suggest maintenance and make 07/27/18 decision as to whether or not maintenance is needed. ASPEN BUILDING DEPARTMENT Maintenance ► Depending on the configuration of the particular system, ,v�/ i maintenance personnel will be required to enter the vault to - perform the maintenance. — --....� Important: If vault entry is required, OSHA rules for confined �` li. space entry must be followed. Filter cartridge replacement should occur during dry weather. ‘''' 4 /, J It may be necessary to plug the filter inlet pipe if base flows is ir ! � occurring. Replacement cartridges can be delivered to the site or customers 1 facility. Information concerning how to obtain the replacement _ f...... cartridges is available from Contech Engineered Solutions. - 1 _ t• ry Warning: In the case of a spill,the maintenance personnel !w--- ` - 1 r` '' should abort maintenance activities until the proper guidance Y 4 / „- is obtained. Notify the local hazard control agency and ei40 iH f, 5- j Contech Engineered Solutions immediately. r To conduct cartridge replacement and sediment removal ��►,�,�! - - maintenance: > -� ` 1 Nri 1 �, 'S 1. If applicable, set up safety equipment to protect maintenance „� .•R s - ii 1�j personnel and pedestrians from site hazards. �A I 2. Visually inspect the external condition of the unit and take �! notes concerning defects/problems. lib "%aft - 3. Open the doors(access portals)to the vault and allow the �• ` ,> YG, system to vent. 4. Without entering the vault, give the inside of the unit, Important: Care must be used to avoid damaging the including components, a general condition inspection. cartridges during removal and installation.The cost of 5. Make notes about the external and internal condition of repairing components damaged during maintenance will be the vault. Give particular attention to recording the level of the responsibility of the owner. sediment build-up on the floor of the vault, in the forebay, C. Set the used cartridge aside or load onto the hauling and on top of the internal components. truck. 6. Using appropriate equipment offload the replacement cartridges(up to 150 lbs. each)and set aside. D. Continue steps a through c until all cartridges have been 7. Remove used cartridges from the vault using one of the removed. following methods: Method 2: Method 1 : A. This activity will require that maintenance personnel enter A. This activity will require that maintenance personnel enter the vault to remove the cartridges from the under drain the vault to remove the cartridges from the under drain manifold and place them under the vault opening for manifold and place them under the vault opening for lifting (removal). Disconnect each filter cartridge from the lifting (removal). Disconnect each filter cartridge from the underdrain connector by rotating counterclockwise 1/4 of underdrain connector by rotating counterclockwise 1/4 of a turn. Roll the loose cartridge, on edge,to a convenient a turn. Roll the loose cartridge, on edge,to a convenient spot beneath the vault access. spot beneath the vault access. B. Unscrew the cartridge cap. Using appropriate hoisting equipment, attach a cable C. Remove the cartridge hood and float. from the boom, crane, or tripod to the loose cartridge. Contact Contech Engineered Solutions for suggested D. At location under structure access,tip the cartridge on its attachment devices. side. B. Remove the used cartridges(up to 250 lbs. each)from the E. Empty the cartridge onto the vault floor. Reassemble the vault. empty cartridge. F. Set the empty, used cartridge aside or loa.rsEr hauling truck. e��rj) G. Continue steps a through e until all cartridges hoe a27/18 removed. ASPEN 4 BUILDING DEPARTMENT 8. Remove accumulated sediment from the floor of the Material Disposal vault and from the forebay.This can most effectively be The accumulated sediment found in stormwater treatment accomplished by use of a vacuum truck. and conveyance systems must be handled and disposed of in 9. Once the sediments are removed, assess the condition of the accordance with regulatory protocols. It is possible for sediments vault and the condition of the connectors. to contain measurable concentrations of heavy metals and 10.Using the vacuum truck boom, crane, or tripod, lower and organic chemicals(such as pesticides and petroleum products). install the new cartridges. Once again,take care not to Areas with the greatest potential for high pollutant loading damage connections. include industrial areas and heavily traveled roads. 11.Close and fasten the door. Sediments and water must be disposed of in accordance with 12.Remove safety equipment. all applicable waste disposal regulations.When scheduling 13.Finally, dispose of the accumulated materials in accordance maintenance, consideration must be made for the disposal of with applicable regulations. Make arrangements to return the solid and liquid wastes.This typically requires coordination with used empty cartridges to Contech Engineered Solutions. a local landfill for solid waste disposal. For liquid waste disposal a number of options are available including a municipal vacuum truck decant facility, local waste water treatment plant or on-site treatment and discharge. Related Maintenance Activities - Performed on an as-needed basis StormFilter units are often just one of many structures in a more comprehensive stormwater drainage and treatment system. In order for maintenance of the StormFilter to be successful, it _ -1 is imperative that all other components be properly maintained. - The maintenance/repair of upstream facilities should be carried out prior to StormFilter maintenance activities. In addition to considering upstream facilities, it is also important to correct any problems identified in the drainage area. Drainage area concerns may include: erosion problems, heavy oil loading, and discharges of inappropriate materials. 4101111111111/ b .vr ° , 11 mill It , • 44 43114k, 8 ASPEN BUILDING DEPAR5rMENT Inspection Report Date: Personnel: Location: System Size: System Type: Vault Cast-In-Place Linear Catch Basin Manhole Other Date: Sediment Thickness in Forebay: Sediment Depth on Vault Floor: Structural Damage: Estimated Flow from Drainage Pipes(if available): Cartridges Submerged: Yes No Depth of Standing Water: StormFilter Maintenance Activities(check off if done and give description) Trash and Debris Removal: Minor Structural Repairs: Drainage Area Report Excessive Oil Loading: Yes No Source: Sediment Accumulation on Pavement: Yes No F Source: Erosion of Landscaped Areas: Yes No Source: Items Needing Further Work: Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals. Other Comments: Review the condition reports from the previous inspection visits. RECEIVED 07/27/18 ASPEN BUILDING DEPARTMENT StormFilter Maintenance Report Date: Personnel: Location: System Size: System Type: Vault Cast-In-Place Linear Catch Basin Manhole Other List Safety Procedures and Equipment Used: System Observations Months in Service: Oil in Forebay(if present): Yes No Sediment Depth in Forebay(if present): Sediment Depth on Vault Floor: Structural Damage: Drainage Area Report Excessive Oil Loading: Yes No Source: Sediment Accumulation on Pavement: Yes No Source: Erosion of Landscaped Areas: Yes No Source: StormFilter Cartridge Replacement Maintenance Activities Remove Trash and Debris: Yes No Details: Replace Cartridges: Yes No Details: Sediment Removed: Yes No Details: Quantity of Sediment Removed (estimate?): Minor Structural Repairs: Yes No F Details: Residuals(debris, sediment) Disposal Methods: Notes: RECEIVED 07/27/18 ASPEN BUILDING DEPARTMENT s� awl.. `� PER �C=:I; NTECH` ENGINEERED SOLUTIONS ©2018 CONTECH ENGINEERED SOLUTIONS LLC,A QUIKRETE COMPANY 800-338-1122 www.ContechES.com All Rights Reserved. Printed in the USA. Contech Engineered Solutions LLC provides site solutions for the civil engineering industry. Contech's portfolio includes bridges, drainage, sanitary sewer, stormwater and earth stabilization products. For information on other Contech division offerings,visit www.ContechES.com or call 800.338.1122. Support • Drawings and specifications are available at www.conteches.com. • Site-specific design support is available from our engineers. NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS,AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION.CONTECH MAKES NO WARRANTY WHATSOEVER,EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS,MATERIALS,COATINGS,OR PRODUCTS DISCUSSED HEREIN.ALL IMPLIM WARRAIJS'IE1 MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED.BY CONTEC . SEE CONTECH'S CONDITIONS OF SALE(AVAILABLE AT WWW.CONTECHES.COM/COS)FOR MORE INFORMATIO 800®1/127/1$ StormFilter Inspection and Maintenance Procedures 5/18 www.conteches.com ASPEN BUILDING DEPARTMENT