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HomeMy WebLinkAboutFile Documents.1112 Waters Ave.0089.2017.ARBK Drainage Report 1112 WATERS AVENUE ASPEN, CO 81611 May 5,2017 Updated February 5,2018 Reviewed by Engineering Prepared by 02/26/2018 7:27:48 AM Richard Goulding, P.E. "It should be known that this review shall not g, relieve the applicant of their responsibility to Roaring Fork Engineering comply with the requirements of the City of 592 Highway 133 Aspen.The review and approval by the City is g y offered only to assist the applicant's Carbondale, CO 81623 understanding of the applicable Engineering requirements."The issuance of a permit based on construction documents and other data shall snot prevent the City of Aspen from requiring the ROARING F O R I<ENGINEERING correction of errors in the construction documents and other data. RE . EIVEI 2/04/18 ASPEN BUILDING DEPARTMENT Drainage Report 1112 WATERS AVENUE ASPEN, CO 81611 I HEREBY AFFIRM THAT THIS REPORT FOR THE IMPROVEMENTS AT 1419 CRYSTAL LAKE ROAD 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. P®d L i , - ; G ; • • RICHARD GOULDING,P.E. 437 �. • -13 RFE Project#2017-03 "F • "<.. .••w1 c,. t� RECEIVED 2/04/18 ASPEN BUILDING DEPARTMENT Table of Contents 1.0 General 4 1.1 Existing Site 4 1.2 Proposed Conditions 4 1.3 Previous Drainage Studies 4 1.4 Offsite Drainage&Constraints 4 2.0 Drainage Basins and Sub-basins 5 2.1 Drainage Basins 6 2.2 Peak Discharge Calculations 6 3.0 Low Impact Site Design 7 3.1 Principles 7 4.0 Hydrological Criteria 9 4.1 Storm Recurrence and Rainfall 9 4.2 Peak Runoff and Storage Volumes Methodology 9 5.0 Hydraulic Criteria 9 5.1 Inlets 9 5.2 Pipes 10 6.0 Proposed Facilities 11 6.1 Proposed structures 11 6.2 Infiltration 12 6.2.1 Drywell 12 7.0 Operation and Maintenance 12 7.1 Drywell 12 7.2 Screened Rock Bed 12 8.0 Appendices 13 Drawings 1 1 x 1 7 13 RECEIVED 2/04/18 ASPEN BUILDING DEPARTMENT 1.0 General 1.1 Existing Site The residence under evaluation is located at 1112 Waters Avenue in Aspen, Colorado. This property is a 0.185 acre(8,050 square feet)parcel and is located within the Aspen Mountain Drainage Basin. The existing structure includes a one-story 1,825 square foot multi residential property with a basement. The site is bounded by Waters Avenue cul-de-sac to the west, 1110 Waters Avenue to the northeast, 1114 Waters avenue to the southwest, and 100 Ute Place to the east. The site also has the Wheeler Ditch running through along the southern property line. The existing vegetation on the site includes aspen trees of various sizes and irrigated grasses. CTL Thompson completed a"Geotechnical Consultation"for this lot on March 29,2017 as part of the permit submittal. Per the consultation,the subsurface conditions for the site consists mainly of silty gravel with large cobbles and boulders at depths of at least 60 feet below grade. This information was gathered using prior investigations from adjacent/nearby sites to 1112 Waters Avenue. A recommendation on the infiltration rate of the soils was completed on April 10,2017. All percolation provided in the infiltration rate letter is incorporated into the drainage design calculations for this project. 1.2 Proposed Conditions This project is classified as a `Major Project' as per Table 1.1 of the URMP. The proposed development is over 1000 square feet(sf) and disturbs an area of approximately 5,450 sf.,roughly 68%of the site. 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 project consists of the demolition of the existing residence and all associated flatwork, patios, driveway, and small planters. The proposed two-story, single family residence has multiple patios with a hot tub and a partially snowmelted driveway and walkways. There are a number of plantings and landscaped areas associated with this project as well. The runoff from impervious surfaces will be collected through a system of inlets,roof drains,and a slot drain that is routed to a drywell located on the northwest corner of the property. Refer to sheet C-102 of the civil set for proposed grading and drainage of the site. 1.3 Previous Drainage Studies The City completed a Drainage Master Plan in November 2001 using the consultant WRC,however this project is outside the area of that study. Figure 7.1 of the URMP defines the mudflow zones for the City of Aspen. This property is not impacted by mudflow. 1.4 Offsite Drainage & Constraints There is one offsite basin factoring into the drainage design of this development.Waters Avenue,that runs in front of the property,cross-slopes towards the proposed development. To capture this runoff from the asphalt paved roadway, a screened rock bed is being proposed parallel with the roadway in front of RE( EIVEt)) 2/04/18 ASPEN BUILDING DEPARTMENT the property. A majority of this screened rock bed lies within the Waters Avenue Right-of-Way and will be utilized as extra parking surfaces,matching the neighboring homes in the Cul-de-Sac. Below are the peak discharge calculations for a 5 year and 100 year storm from the offsite basin. Offsite 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) I=88.8P1/(10+Td)1•o52 (ft3/sec) ROW 2355.97 2355.97 100.00% 0.896 5 3.29 0.16 Offsite 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) 1=88.8Pl/(10+Td)1•o52 (ft3/sec) ROW 2355.97 0.00 0.00% 0.080 5 3.29 0.01 The depth of screened rock was sized to capture and detain the offsite basin using the FAA method for storage calculations. Below is a table showing the required volume to store from the offsite basin along with the sizing calculation for the screened rock bed below as well to confirm that the gravel bed has adequate storage for a 100 year storm.Using 3/4" screened rock allows for a 0.3 void ratio for storage capacity. FAA Storage(ROW) WQCV Detention Required Calculated Volumes Required Total Sub-Basin Total Area Impervious Area Impervious WQCV Tbl.Val. Volume 5-yr 100-yr Volume Volume BMP (ft') (ft') (%) (in) (ft) (ft3) (ft) (ft3) (ft') ROW 2355.97 2355.97 100.00% 0.255 50.1 89.53 101.08 102.0 152.1 GravelShouklrr Gravel Shoulder Storage Storage System Basins Area Depth Void Ratio Total Capacity Required Capacity (Name) (#) (ft2) ,_ (ft) (ft3) (ft3) Gravel Shoulder ROW 543.7 1 0.3 163.11 152.1 2.0 Drainage Basins and Sub-basins The site was able to be designed as one large basin,which was then subdivided into smaller sub-basins. Basin and Sub-basin delineations are shown on sheet C-101 of the civil drawings for permit. These sheets list impervious areas,runoff coefficients,peak flows, and the required volume of runoff to be detained. Sub-basins were created to calculate the maximum flow entering each inlet of the proposed storm systems. The sub-basin peak flows were then used to size pipes and inlet capacities. The table below shows each sub-basin's peak flow rate for a 100 year storm. RECEIVED 2/04/18 ASPEN BUILDING DEPARTMENT 100 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) A,(ft2) A;(ft2) Ai/A,(%) From Table (Td) I=88.8P1/(10+Td)ol.o52 QGub(ft3/sec) 1.1 268.10 0.00 0.00% 0.350 5 6.33 0.01 1.2 96.07 96.07 100.00% 0.950 5 6.33 0.01 1.3 125.47 125.47 100.00% 0.950 5 6.33 0.02 1.4 1137.67 1137.67 100.00% 0.950 5 6.33 0.16 1.5 959.93 959.93 100.00% 0.950 5 6.33 0.13 1.6 405.15 223.96 55.28% 0.540 5 6.33 0.03 1.7 1049.10 552.43 52.66% 0.520 5 6.33 0.08 2.1 Drainage Basins Basin 1 is the only basin on site at 4041.49 square feet(sf)and is 77%impervious. Impervious sections of the basin include the roof structure, snowmelted driveway,patios, and walkways. The remaining pervious areas of the basin include the gravel patio and the landscaping areas surrounding the residence. There are 7 sub-basins in Basin 1. Two roof drain tie-ins collect runoff from the roof structure, one inlet collects any runoff near the southwest corner of the residence,one inlet collects any water under the hot tub area,one inlet collects runoff onto the southeastern patio, one slot drain collects runoff on the snowmelted entry to the residence,and a trench drain collects any runoff from the driveway and any water collected along the southwestern edge of the residence. All runoff from each sub-basin is then directly routed to the proposed drywell on the northwest corner of the site.The proposed drywell is 6 ft. in diameter and has a storage depth of 10' 2.2 Peak Discharge Calculations The peak flows were calculated for each Major Basin for 5 and 100 year storm events. Rainfall intensity was calculated using a Time of Concentration(Td)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 (Equation 2.1) Runoff Coefficients(C),a function of the Soil Group(in this case B)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 Q, =Peak Discharge(cfs) REEIVED 2/04/18 ASPEN BUILDING DEPARTMENT A =Area(Acres) I =Rainfall intensity(inches per hour) C =Runoff Coefficient These peak flow values were used to calculate the size of the proposed detention and conveyance structures, such as drywells, inlets and pipes. The tables below contain the peak flows for developed and undeveloped conditions for 5 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) (ft2) (%) From Table (Td) I=88.8P1/(10+Td)1.o32 (ft3/sec) 1 4041.49 3095.53 76.59% 0.540 5 3.29 0.16 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) 1=88.8P1/(10+Td)1.°52 (ft3/sec) 1 4041.49 0.00 0.00% 0.080 5 3.29 0.02 100 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) 1=88.8P1/(10+Td)1.°52 (ft3/sec) 1 4041.49 3095.53 76.59% 0.650 5 6.33 0.38 100 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) 1=88.8P1/(10+Td)1•°32 (ft3/sec) 1 4041.49 0.00 0.00% 0.350 5 6.33 0.21 3.0 Low Impact Site Design 3.1 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. Multiple site visits ensured proper understanding of existing conflicts and opportunities to improve existing drainage patterns. RECEIVED 2/04/18 ASPEN BUILDING DEPARTMENT 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. Gutters and roof drains will be added to collect runoff from the entire roof and routed to either to a drywell. Principle 3: Avoid unnecessary impervious area. All pervious patios are to be refinished with infiltration beds underneath. Principle 4: Reduce runoff rates and volumes to more closely match natural conditions. All runoff from impervious surfaces on the property is collected and routed to a drywell. Because the drywell is sized to fully detain a 100 year storm event,runoff rates from the property will be greatly reduced. Principle 5: Integrate storm water quality management and flood control. The use of a drywells to collect runoff from all impervious surfaces simultaneously aids in storm water quality and flood control on the site. Principle 6: Develop storm water quality facilities that enhance the site,the community and the environment. The use of the two-chambered drywell for water quality reduces the runoff of sediment and contaminants from the site. This reduces the site's effect on the Roaring Fork River and the community. Principle 7: Use treatment train approach. Because storm water drywells are sized for full detention,the treatment train approach is not applicable in this project. 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 drywell will be easily accessible for maintenance. Principle 9: Design and maintain facilities with public safety in mind. The proposed storm system adds gutters and drains to roofs. This reduces ice buildup and the damages that follow. There are no drop-offs or steep grades proposed. RECEIVED 2/04/18 ASPEN BUILDING DEPARTMENT 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 drains so this property classifies as a"Sub-urban area not served by public storm sewer". The total site shall meet detention requirements for 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)is calculated using the Equation 2.1 from the Aspen URMP. 4.2 Peak Runoff and Storage Volumes Methodology Using the peak flows for each Major Basin established in section 2.2, storage requirements were calculated for a 100 year storm event. Because there is no storm infrastructure available for detention system overflow,the proposed Drywell was sized to fully detain the runoff from a 100 year storm event. The table below shows storage volume requirements for the proposed detention system. 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 4041.49 3095.53 76.59% 1.23 1 317 Drywell 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 was 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 inlet drains,trench drains, and slot drains. 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. A water depth of 0.5 in.was assumed and all the inlets were treated as sumps, as they will be set a minimum of 0.5 in. below flow lines. Sub Basin and Rectangular Inlet Calculations 1Hour(Ps) 1.23 m-00% V,=.04(Depress inlet bo0.p4') Return Period 100 Cg 50% Ce 0.65 Inlet ID Basin ID Total Area Imp.Area Impervious CValue Time of Concentration Intensity QMae Inlet Type Inlet Width Inlet Length Effective Open Area(EQ.4-30) Inlet Capadty(EQ4-19) WSCapedt9 See(D1) (ftt( (ft.) (%) (From Table) (T1) I=BB.8P0/(10FTP. (fts/sec) Rectangular W.(inches) L.(Inches) A.(1-Cr(mWJ0 Q=C.d2gY, (Yes/No) SLOT DRAIN-82 1.6 405.15 223.96 55.28% 0.540 5 6.33 0.032 0.25"026.7' 0.25 354 0.123 0.123 Yes TRENCH DRAIN-C1 1.7 1049.10 552.43 52.66% 0.520 5 6.33 0.079 6"x 21.0. 6 252 2.100 2.107 Yes RE(EIVEt 2/04/18 ASPEN BUILDING DEPARTMENT Sub Basin and Circular Inlet Calculations 1 Hour(P,) 1.23 m-00% Y,=.04(Depress inlet by 0.04') Return Period 100 Cg 50% Co=0.65 Inlet ID Basin ID Total Area Imp.Area Impervious C Value Concentration Intensity Q Max Inlet Type Diameter Area(E44-20) Inlet Capacity(EQ4-19) Has Capacity See(D1) (ft2) (ft) (%) From Table (Ta) 1=88.8P,/(10*Ta)'osz ftt/sec Wo(inches) A,=(1-Cn)mA q=CoA,J20, (Yes/No) INLET-Al 1.1 268.10 0.00 0.00% 0.350 5 6.33 0.014 8"Round 8 0.070 0.081 Yes INLET-A2 1.2 96.07 96.07 100.00% 0.950 5 6.33 0.013 8"Round 8 0.070 0.081 Yes INLET-A3 1.3 125.47 125.47 100.00% 0.950 5 6.33 0.017 8"Round 8 0.070 0.081 Yes 5.2 Pipes Pipes used will be PVC SDR-35 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. A table delineating which sub-basins contribute to which pipes is shown below. Storm System Pipes Pipe System Pipe Contibuting Sub-Basins Design Flow Rate Qdes A 1 1.1 0.01 A2 1.1, 1.2 0.03 A A3 1.1-1.3 0.04 A4 1.1-1.3 0.04 A5 1.1-1.3 0.04 A6 1.1-1.4 0.20 B 61 1.5 0.13 B2 1.5, 1.6 0.16 C Cl 1.7 0.08 Pipe sizes were tested for hydraulic capacity at 80%of their full flowrate. Design charts giving Qdes;g„/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. REEIVEt 2/04/18 ASPEN BUILDING DEPARTMENT Pipe Sizing K=0.462 Design Flow Proposed Manning Required Pipe Diameter Required Pipe Proposed Pipe Pipe Rate Slope Coefficient Equation 4-31 Diameter Diameter C1aes(ft3/sec) S(%) n d(ft)={nQc(es/KVS}3/8 Dreq(in) Dpro(in) Al 0.01 1.00% 0.01 0.11 1.35 4.0 A2 0.03 1.00% 0.01 0.15 1.74 4.0 A3 0.04 2.50% 0.01 0.15 1.77 4.0 A4 0.04 2.50% 0.01 0.15 1.77 4.0 A5 0.04 2.50% 0.01 0.15 1.77 _ 4.0 A6 0.20 2.50% 0.01 0.26 3.12 4.0 B1 0.13 2.00% 0.01 0.23 2.78 4.0 B2 0.16 2.00% 0.01 0.25 3.01 4.0 Cl 0.08 4.50% 0.01 0.16 1.97 4.0 Hydraulic Grade Line and Pipe Capacity Design Flow Proposed Pipe 80%of Proposed Manning Full Pipe Cross Q Design/ Hydraulic Grade Line Depth of Flow Less Than Pipe Rate Diameter Slope Pipe Diameter Coefficient Sectional Area Full Pipe Flow Rate Q Full d/D (Depth of Flow) 80%of Pipe Diameter Q.,(fts/sec) D%re(in) S(%) 13,r...8(in) n A(ft)=n(D%,/2)' Q,,%i(Os)=A(1.49/n)((D%ro/48)u3)S'12 Qd../Chun (from Chart)1 d(in)=(d/D)*Dao (Yes/No) Al 0.01 4.0 1.00% 3.2 0.01 0.087 0.248 0.05 0.18 0.70 Yes A2 0.03 4.0 1.00% 3.2 0.01 0.087 0.248 0.11 0.25 1.00 Yes A3 0.04 4.0 2.50% 3.2 0.01 0.087 0.392 0.11 0.26 1.05 Yes A4 0.04 4.0 2.50% 3.2 0.01 0.087 0.392 0.11 0.26 1.05 Yes A5 0.04 4.0 2.50% 3.2 0.01 0.087 0.392 0.11 0.26 1.05 Yes A6 0.20 4.0 _2.50% 3.2 0.01 0.087 0.392 0.51 0.57 2.28 Yes B1 0.13 4.0 2.00% 3.2 0.01 0.087 0.351 0.38 0.49 1.94 Yes B2 0.16 4.0 2.00% 3.2 0.01 0.087 0.351 0.47 0.53 2.12 Yes Cl 0.08 4.0 4.50% 3.2 0.01 0.087 0.526 0.15 0.30 1.20 Yes 6.0 Proposed Facilities 6.1 Proposed structures A Drywell is being utilized to meet URMP requirements for storm water management. Detention volumes were calculated using equations 5-1 through 5-4 from the City of Aspen URMP. The proposed Drywell is located at the northwest corner of the property and collects all runoff from Basin 1. This drywell has a diameter of 6 ft., a storage depth of 10 ft. each with 18 in. of screened rock surrounding the drywells for 4' from the sump, giving the drywell a storage capacity of 325 ft3. The total capacity for the drywell exceeds the required detention volume of 317 ft3 for Basin 1. Drywell Storage Drywell Basins Diameter Storage Depth Internal Volume External(18"of Screened Rock)Volume Total Capacity Required Capacity (Name) (#) D(ft) H(ft) n*H*(D/2)2)(ft3) 0.3*n*4*((D/2)+1.5)2-(D/2)2)(ft3) (ft3) (ft3) Drywell 1 6 10 283 42 325 317 RECEIVED 2/04/18 ASPEN BUILDING DEPARTMENT 6.2 Infiltration 6.2.1 Drywell Part of the Analysis is to ensure that the drainage structures can completely drain within 24 hours. The minimum depth of perforation a drywell must have is 4 ft. Below is a calculation showing that there is enough perforation area for the drywell to drain within 24 hours using the percolation rate determined from the"Infiltration Rate Letter"on April 10,2017 as part of CTL Thompson's Geotechnical Consultation for the project. The determined percolation rate of 3 inches per hour for the entire site. Section 8.5.4.2 was referenced for these calculations. 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(ftz)=3.14*D*H V(ft3) I(in/hr) T(hr)=V/(A*I/12) Vtotai(ft)=V*T Drywell 6 4 75.40 325.15 3 17.25 5608.92 7.0 Operation and Maintenance 7.1 Drywell 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. • 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. 7.2 Screened Rock Bed Screened rock beds must be inspected and maintained on an as needed basis from sediment and debris that may have been collected from the asphalt surface runoff. Minimum requirements for the inspection and maintenance of a screened rock bed are outlined in the table below. RE( EIVED 2/04/18 ASPEN BUILDING DEPARTMENT Required Action Maintenance Objective and Frequency of Action Action Debris and litter Accumulated material should Routine—as needed removal be removed as a source control measure. Inspection Inspect gravel for sediment and Routine and during storm events to ensure debris that could be causing that runoff is infiltrating. poor infiltration. Remove sediment and debris as a source control measure. Rehabilitation of Inspect and maintain a level Routine—as needed. Gravel Surface surface of screened rock for proper infiltration. Maintain the gravel storage design depth, width,and length. Replacement of Filter Inspect condition of filter fabric Routine—as needed. Layer for infiltration. Remove, dispose and replace the filter fabric at the bottom and perimeter of the screened rock bed. 8.0 Appendices Drawings 11x17 RECEIVED 2/04/18 ASPEN BUILDING DEPARTMENT