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HomeMy WebLinkAboutFile Documents.121 E Hyman Ave.0149.2018 (87).ARBK January 28, 2019 PINNACLE DESIGN CONSULTING GROUP,INC. Mr. Justin Forman 0805 Buck Point Road City of Aspen Engineering Dept. Carbondale, CO 81623 130 S. Galena St. (970) 963-2170 Office Aspen, Colorado 81611 (970) 704-0215 Fax RE: 121 E. HYMAN—UTE TOWNHOMES LOT A UPDATED GRADING, DRAINAGE,AND EROSION CONTROL PLAN AND REPORT Dear Justin; Enclosed is a copy of our revised Grading, Drainage & Erosion Control Plans and Drainage Report for the subject residence which should address the comments you provided on 6/19/18. Please feel free to give me a call if you have any questions. Sincerely, _ P9O, Lice 1% Reviewed by Engineering j': `I �, 0'1) 03/18/2019 1:48:24 PM �_ � "It should be known that this review shall not �• = 35088 �: relieve the applicant of their responsibility to comply with the requirements of the City of Aspen.The review and approval by the City is (41 "0.`,(4'V4�1 . � offered only to assist the applicant's �� ¢k� ��� understanding of the applicable Engineering t. �''; requirements."The issuance of a permit based Pinny Group, Inc. on construction documents and other data shall 0805 Buckpoint Road not prevent the City of Aspen from requiring the correction of errors in the construction Carbondale, Colorado 81623 documents and other data. HEB/heb Enclosures: 121 E. Hyman Grading, Drainage, and Erosion Control Plans and Report RECEIVED 02/28/2019 ASPEN BUILDING DEPARTMENT DRAINAGE REPORT For CAYTON RESIDENCE REMODEL 121 E. HYMAN AVE. Parcel Number 2735-12471-002 Menendez Architects 715 W. Main Street, Suite 104 Aspen, Colorado 81611 Prepared By: Hans E. Brucker, PE Pinnacle Design Consulting Group, Inc. 0805 Buckpoint Road Carbondale, Colorado 81623 Revised January 28, 2019 RECEIVED 02/28/2019 ASPEN BUILDING DEPARTMENT CAYTON RESIDENCE REMODEL Drainage Report 121 E. HYMAN AVE. January 28, 2019 TABLE OF CONTENTS Cover Sheet 1 Table of Contents ........2 Introduction/General Description .3 Project Description . 3 Existing Drainage Conditions 3-4 Proposed Drainage System Design ..4 URMP Design Principles .4 Water Quality .5 Peak Flow Rates On-Site-Rational Method 5-7 Pipe Capacities 7-8 Inlet Capacities .8 Detention ....8-9 Outlet Works .9 Erosion Control 9 Maintenance 10 Nearest Flood Zone 10 Mudflow Area 10 Conclusions 10-11 Recommendations .....11 References 1 1 Engineering Certificate . 1 1 Appendix: Reduced Civil Drawings(Sheets Cl,through C10) Computer Printouts RECEIVED 2 02/28/2019 ASPEN BUILDING DEPARTMENT CAYTON RESIDENCE REMODEL Drainage Report 121 E. HYMAN AVE. January 28, 2019 Introduction/General Description This drainage report has been prepared for the redevelopment of a detached duplex unit located at 121 E. Hyman Avenue in Aspen,Colorado. The residence lies just south of Hyman Avenue, and is bordered by an alley to the south and two existing residences on both the east and west sides. As part of the remodel, all of the existing structure will be disturbed, including the basement slab. In addition, most of the hardscape will be replaced to accommodate a new snow melt system. A site visit was performed as part of this evaluation to verify, to the extent possible, the existing flow regimes and to provide the necessary input data required to model storm water runoff quantities,which in this instance,will be routed to a detention/water quality tank under the existing basement. Project Description The drainage areas analyzed in this report consist of the entire Lot area, including the proposed driveway and tributary alley area, located on the south side of the duplex. The aforementioned impervious areas, analyzed for water quality and detention, consist of approximately 3,099 square feet. To complete the drainage analysis, we have analyzed the developed conditions on the site as primarily (13) thirteen separate drainage Sub-Basins. Based on an analysis of the Lot and a site visit, we have determined that little, if any of the storm water from the Lot flows offsite. This is largely due to the site lying in a bowled area with the localized topography low lying in nature. See Sheet C4 and C5 for the analyzed Basin and Sub-Basin areas. As part of the drainage design, and per our discussions with City of Aspen Engineering staff, we have concluded that redevelopment of the site, due to its low-lying nature and minimal green space area, requires 100% detention. Furthermore, in this particular case, there is not sufficient area on the site, except for under the basement slab, to satisfy the detention volume requirement. As part of our final design calculations, we will a provide a detention tank which will accommodate both the 100-year storm, 1-hour precipitation rate volume as well as provide for the required water quality control volume for the site tributary area. Existing Drainage Conditions The Lot is considered flat with grades generally between zero(0) and three(3)percent. Steeper manmade slopes occur along the west portion of the Lot where landscape rock walls exist. The Lot slopes from southeast to northwest and storm water is ultimately tributary to the Roaring Fork River Basin via infiltration. The gross Lot area is 3,060 square feet or .0702 acres. The total disturbance area proposed, in order to complete the proposed project improvements, is approximately 2,800 square feet. This includes all re- graded areas,newly remodeled areas, and the hardscape improvements. RECEIVED 3 02/28/2019 ASPEN BUILDING DEPARTMENT CAYTON RESIDENCE REMODEL Drainage Report 121 E. HYMAN AVE. January 28, 2019 Vegetation on the site consists of aspen trees, spruce trees and native grasses. There are no known major defined drainage basins on the Lot or immediately up-gradient of the Lot which pose a flooding concern in the study area. A soils report was not provided at the time of this report,however, based an observation of an excavation in 1999, the underlying soils consist of mostly sands and coarse gravels. Our experience suggests that larger cobbles and boulders may also be present. Based on a percolation test that we conducted near the Lot(see Sheet Cl for perc test location) we found that the soils will percolate an acceptable rate in order to use a detention/water quality tank. In fact, in the percolation test that we conducted, we observed a stabilized percolation rate of between (2) two and (4) four minutes per inch(See Appendix for the results of the percolation test we conducted). According to the City of Aspen Urban Runoff Management Plan (URMP) the project is classified as a Major since more than 1,000 square feet of impervious area will be added or disturbed and more than 50% of the existing structure will be disturbed. To the best of our knowledge, a comprehensive drainage study has not been previously performed for Lot. Proposed Drainage System Design: Per the City of Aspen URMP, latest addition, mitigation of on-site storm water requires providing water quality treatment and detention for all of the impervious areas. As part of the drainage analysis, we have provided calculations for the Major peak flow rates,water quality control volumes, and detention volume requirements. In addition, we have utilized the 100-year storm precipitation in order to size the required 100-year detention tank. The proposed design contemplates capturing the runoff from the residential impervious areas and routing it to a single centralized detention tank and providing centralized detention. To the best of our knowledge, items such as streets, utilities, and existing structures will not be adversely impacted by the proposed drainage design, except for items that have been specifically noted on the proposed Civil Plans for the Project. URMP Design Principles: The project, to the extent possible considering all of the input parameters, has been designed in concert with the principles of the URMP. We considered water quality and detention early in the design process and have used the only feasible location on the site for incorporating detention and water quality mitigation measures for the project. The impervious areas have been minimized, to the extent possible, given the ultimate design goals by the design team and the owner. We have maintained, to the extent possible,the flat area on the site for water quality benefits. The drainage system has been designed to allow for maintenance via the use of manhole access lids, pipe cleanouts,and the incorporation of an accessible sand/grit interceptor. RECEIVED 4 02/28/2019 ASPEN BUILDING DEPARTMENT CAYTON RESIDENCE REMODEL Drainage Report 121 E. HYMAN AVE. January 28, 2019 Water Quality: As part of the site drainage calculations using the WQCV methodology, we have analyzed the site primarily as a single, fully developed drainage basin. This drainage basin is shown on sheet C5. There are also a few miscellaneous impervious areas that we are proposing to treat with the adjacent lawn area on a 1:1 basis, as provided under the URMP water quality provisions. One location is a lower level which includes access steps near an adjacent lawn on the east side of the residence. The second area that will be treated on a 1:1 basis is a small section of roof located on the west side of the residence. The Water Quality Control Volume (WQCV) calculations for the main drainage basin are based on effective values determined by applying Level 0 MDCIA. The analysis includes the application of Figures 8.14 and 8.16. Below is a summary table of the required water quality control volume for the overall drainage basin, as well as,application of the following formula: The WQCV(ft')=(watershed in)(Basin Area ft2)(1 ft/ 12 in) 121 E.Hyman Ave-Lot "A" Water Quality Control Volume Requirement Level 0 Basin Total % MDCIA or Area Impervious Effective (Watershed-in) WQCV Sub-Basin sf % in cf Imperviousness "C-1" 3,099 100% 100 0.255 65.9 Peak Flow Rates On-Site— Rational Method: Based on the URMP,we will calculate the peak flow rates for each Sub-Basin and return period by using the Rational Method as follows: Rational Method: Given: Q=CIA Where: Q=Peak Discharge, cfs for the return period C=Runoff Coefficient RECEIVED 5 02/28/2019 ASPEN BUILDING DEPARTMENT CAYTON RESIDENCE REMODEL Drainage Report 121 E. HYMAN AVE. January 28, 2019 I =Rainfall Intensity, inches/hour A=Drainage Area,acres Based on the time-intensity-frequency curve for the Aspen area and for a 60-minute duration storm, the intensity for a 5-minute time-of-concentration (the minimum rate in the URMP and recommended for small City of Aspen Lots) is approximately as follows: 100-year intensity: Iioo =6.32 inches per hour The historic 100-year runoff coefficient is as follows for NRCS Hydrologic Soils Type"B": Cioohjst =0.35 The developed 100-year runoff coefficients, assuming 100% impervious area, are as follows for NRCS Hydrologic Soils Type"B": Cloo dev =0.96 Since we are not flood routing in this case with the 100-year and 5-year storms, we only calculated the historic and developed 100-year peak flow rates for each Basin or Sub-Basin respectively. The historic 100-year Sub-Basin Peak Runoff Rates are as follows: 121 E.Hyman-Lot "A" Historic 100-Year Peak Flow Rate Major Tc=5- Basin Runoff % Total Area 100-year min. 100-year Classification Impervious Area acres Runoff 100-year Peak Flow sf Coefficient Intensity cfs in/hr "A" Pervious 0 3,060 0.070 0.35 6.32 0.16 The developed 100-year Sub-Basin Peak Runoff Rates are as follows: 121 E.Hyman Ave-Lot "A" Developed 100-year Peak Flow Rates Basin % Area Area 100-year Tc= 5-min. Major or Impervious sf Acres Runoff 100-year 100-year Sub- Basin Coefficient Intensity Peak Flow in/hr cfs RECEIVED 6 02/28/2019 ASPEN BUILDING DEPARTMENT CAYTON RESIDENCE REMODEL Drainage Report 121 E. HYMAN AVE. January 28, 2019 "B1" 91% 1360 0.0312 0.82 6.32 0.162 "B2" 100% 293 0.0067 0.96 6.32 0.041 "B3" 100% 312 0.0072 0.96 6.32 0.043 "B4" 100% 9 0.0002 0.96 6.32 0.001 "B5" 100% 31 0.0007 0.96 6.32 0.004 "B6" 31% 119 0.0027 0.47 6.32 0.008 "B7" 100% 99 0.0023 0.96 6.32 0.014 "B8" 100% 284 0.0065 0.96 6.32 0.040 "B9" 100% 196 0.0045 0.96 6.32 0.027 "B 10" 69% 144 0.0033 0.61 6.32 0.013 "B 11" 65% 348 0.0080 0.59 6.32 0.030 "B12" 76% 196 0.0045 0.67 6.32 0.019 "B13" 100% 8 0.0002 0.96 6.32 0.001 Pipe Capacities: The following table shows the maximum pipe flow capacities and the anticipated maximum flow rates that will be generated to each exterior pipe based on the current drainage plan design: Calculated Pipe Flows and Corresponding Maximum Pipe Capacities Is Pipe Capacity Pipe Peak Flow sufficient Description in Pipe per cfs Channel Reports 4" PVC Drain 0.215 Yes RECEIVED 02/28/2019 7 ASPEN BUILDING DEPARTMENT CAYTON RESIDENCE REMODEL Drainage Report 121 E. HYMAN AVE. January 28, 2019 at-1.71%grade d/Df„u = 0.19/0.33 = 0.57 57%full 4" PVC 0.062 Yes at-1.76%grade d/Dfi,11=0.10/0.33 =0.30 30%full 4" PVC 0.277 Yes at-2.0%grade d/Dfi,11=0.22/0.33 =0.67 67%full 6" PVC 0.277 Yes at-1.0%grade d/Dfi,u=0.21/0.50=0.42 42%full Inlet Capacities: The 12"NDS Catch Basins with a cast iron grate will handle approximately 0.07 cfs with a 50%clogging factor. The maximum required overflow from to a 12"inlet will be no greater than about 0.03 cfs based on Sub-Basin`B 11". Detention: In order to provide detention for the proposed improvements, the only feasible solution is a cast in place, concrete detention tank. Based on a 100-year precipitation rate of 1.23 inches and a total impervious tributary area of 3,099 ft2,the total detention requirement is (3,099 ft3 x 1.23 in/(12 in/ft)=318 ft3). The total tank volume required, assuming we add in the water quality, is (318 ft3 +66 ft3=384 ft3). We have proposed a tank with the following usable inside dimensions: W=5.5 ft L= 13ft H=6.93 ft The total usable volume is therefore (5.5 ft x 13 ft x 6.93 ft=495.5 ft3). The tank,therefore,has been designed with sufficient capacity. We have located the detention tank in the only feasible position on the Lot, in order to maximize the setback distances from the property line, and adjacent foundation. The tank will be cast in place concrete and has been designed in concert with the structural plans for the new remodel. The percolation area within the perimeter of the detention tank must also be verified by the following, based on the drywell side wall area: RECEIVED 8 02/28/2019 ASPEN BUILDING DEPARTMENT CAYTON RESIDENCE REMODEL Drainage Report 121 E. HYMAN AVE. January 28, 2019 If we use a percolation rate of 4 min/in, the hydraulic conductivity of the soil will be 30 ft/day or 3.47 x 10-4 ft/sec. The minimum area can be calculated based on the URMP using the following equation: Ap=(Vr)/(K)(43,200) Where: Ap= Total area of the sides of the percolation area, square feet Vr=Runoff volume for 100-year event and Water Quality Control Volume,cubic feet K=Hydraulic conductivity of soil,feet/second. AP=(384 ft3)/[(3.47 x 10-4)(43,200)] =25.6 ft2 The bottom 48" of the detention tank area is far greater then 25.6 ft2,by inspection, so this requirement is satisfied. The drain time of the detention tank is a function of the total storage height. For calculation purposes we will assume that the total height is 7 feet. Therefore,if we use a conservative percolation rate of 5 min./inch,the total drain time will be as follows: 7 ft x 12 in/ft x 5 min./in)x(1 hr/60 min)=7 hours Therefore, a conservative estimate of the drain time will be 7 hours. Outlet Works: The outlet works for the project will be facilitated via infiltration from the detention/water quality tank. We have also provided a secondary duplex pump, backup system which will pump to an exterior area drain(release location) adjacent to the Hyman Ave. R.O.W. Given the side of the detention/water quality tank, coupled with the screened rock under the basement slab, we do not anticipate that this system will ever initiate pumping. Erosion Control: Given the size of the project, disturbance to the site will be minimal. However, we are recommending that silt fence be installed along the down-gradient portion of the site during construction, if feasible. There is not sufficient area on the site for a vehicle tracking pad, however, the site will likely be hand excavated, so mud tracking will not be an issue. All excavations should be planned to minimize, to the extent possible, damage to surrounding vegetation. RECEIVED 9 02/28/2019 ASPEN BUILDING DEPARTMENT CAYTON RESIDENCE REMODEL Drainage Report 121 E. HYMAN AVE. January 28, 2019 Maintenance: Area drains, and inlets shown on the plan should be checked for debris buildup on an annual basis. Any encountered debris should be removed as required to ensure that facilities are working properly. The drainage collection system should also be checked after construction to ensure that they are free of debris and silt. If debris and silt are encountered, it should be removed via pumping or other mechanical means. Per the City of Aspen URMP,drywells must be inspected and maintained yearly to remove sediment and debris that may be encountered. Maintenance should be in accordance with a submitted maintenance plan to the City describing the maintenance schedule that will be facilitated by the owners of the residence. Minimum inspection and maintenance for the drywell should include the following: - Inspect drywell annually and after every storm that exceeds 0.5 inches of precipitation. - Remove sediment,debris and trash or other waste material from the drywell and dispose of at suitable disposal site per local,state and federal waste regulations. - Evaluate the drain-down time of the drywell to ensure that the maximum 24 hour maximum is not being exceeded. If the drain-down time is being exceeded then the drywell percolation area should be further cleaned via pumping or jetting. Additional percolation perforations in the sidewalls could also be pursued by additional drilling methods. The following checklist should be administered for the pump vault biannually: - Check the pump vault twice annually. Before the Spring snowmelt is preferable. - Refer to manufacturer's instructions for specific pump maintenance. - Check pump electrical circuit and Ground Fault Circuit Interrupter(GFCI)to assure proper function. - Remove the pump vault cover and check for silt or debris.—Remove as may be required. - Check that the float level controls including the alarm float are functioning properly. - Check that the weep hole in the discharge pipe is free of obstructions. - Exercise pumps and any valves on the system piping. - Check for any leaks around discharge pipe. - Make sure that the pump body is submersed in water so that the seals do not dry out. - Check that the exterior discharge location is free of obstructions and that it will drain back to the pump vault accordingly. - Verify that alarm(activated when the tank is full)is functioning. Nearest Flood Zone: The subject property is not located within a major FIRM area. Mudflow Area: Based on URMP Figure 7.1c,the Lot is not in a mudflow Zone. Conclusions: The proposed design utilizes a treatment train approach, whereby the runoff will be collected once it has passed through lawn grass and drain pipe with disconnected impervious areas (used as much as possible in this case) via the use of area drains and roof drains. The drainage will then be conveyed to the detention tank/water quality tank from where it will infiltrate into the ground. RECEIVE!) l0 02/28/2019 ASPEN BUILDING DEPARTMENT • CAYTON RESIDENCE REMODEL Drainage Report 121 E. HYMAN AVE. January 28,2019 To the extent possible, we have avoided unnecessary impervious areas and have designed the proposed plan in concert with the URMP and the desires of the client. The proposed design will improve the existing drainage conditions by increasing water quality treatment in areas not previously mitigated as such. Recommendations: 1. Positive drainage should be constructed away from the building foundation in accordance with the grading and drainage plan(if proposed grades are shown). 2. A separate concrete, detention/water quality tank should be installed to provide detention and water quality for the development. 3. Erosion control measures recommended above should be strictly followed. 4. Maintenance for drainage facilities should be in accordance with the aforementioned maintenance section. References: City of Aspen URMP(latest edition) USDCM Vols. 1-3 and Spreadsheets Engineering Certificate: I hereby affirm that this report and accompanying plans, for the proposed residence remodel located at 121 E. Hyman Ave, were 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. Hans E. Brucker License No. C,g2> Licensed Professional Engineer, State of Colorado Pp0 Llc�ccc�1%1• II ;i 35088 7D RECEIVE u afr.• h\,�\/ONM-E� 02/28/2019 11 ASPEN BUILDING DEPARTMENT APPENDIX REcEWED 02/28/2019 ASPEN BUILDING DEPARTMENT Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc. Friday, May 18 2018 Pipe A - 4 inch PVC flowing 0.215 cfs at -1.71% Grade Circular Highlighted Diameter (ft) = 0.33 Depth (ft) = 0.19 Q (cfs) = 0.220 Area (sqft) = 0.05 Invert Elev (ft) = 100.00 Velocity (ft/s) = 4.31 Slope (%) = 1.71 Wetted Perim (ft) = 0.57 N-Value = 0.009 Crit Depth, Yc (ft) = 0.27 Top Width (ft) = 0.33 Calculations EGL (ft) = 0.48 Compute by: Known Q Known Q (cfs) = 0.22 Elev (ft) Section 101.00 100.75 100.50 100.25 100.00 99.75L�,, 0 1 02/28/2019 R3�I �It� EP RTMENT Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc. Friday, May 18 2018 Pipe B - 4 inch PVC flowing 0.062 cfs at -1.76% Grade Circular Highlighted Diameter (ft) = 0.33 Depth (ft) = 0.10 Q (cfs) = 0.060 Area (sqft) = 0.02 Invert Elev (ft) = 100.00 Velocity (ft/s) = 2.72 Slope (%) = 1.76 Wetted Perim (ft) = 0.39 N-Value = 0.009 Crit Depth, Yc (ft) = 0.14 Top Width (ft) = 0.30 Calculations EGL (ft) = 0.21 Compute by: Known Q Known Q (cfs) = 0.06 Elev (ft) Section 101.00 100.75 100.50 100.25 v 100.00 99.75L�,, 0 1 02/28/2019 R3�I �It� EP RTMENT Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc. Friday, May 18 2018 Pipe C - 4 inch PVC flowing 2.77 cfs at -2.00% Grade Circular Highlighted Diameter (ft) = 0.33 Depth (ft) = 0.22 Q (cfs) = 0.280 Area (sqft) = 0.06 Invert Elev (ft) = 100.00 Velocity (ft/s) = 4.61 Slope (%) = 2.00 Wetted Perim (ft) = 0.63 N-Value = 0.009 Crit Depth, Yc (ft) = 0.30 Top Width (ft) = 0.31 Calculations EGL (ft) = 0.55 Compute by: Known Q Known Q (cfs) = 0.28 Elev (ft) Section 101.00 100.75 100.50 100.25 100.00 99.75L�,, 0 1 02/28/2019 R3�I �It� EP RTMENT Channel Report Hydraflow Express Extension for AutoCAD®Civil 3D®2013 by Autodesk, Inc. Friday, May 18 2018 6 inch PVC flowing 0.277 cfs at -1.00% Grade Circular Highlighted Diameter (ft) = 0.50 Depth (ft) = 0.21 Q (cfs) = 0.280 Area (sqft) = 0.08 Invert Elev (ft) = 100.00 Velocity (ft/s) = 3.55 Slope (%) = 1.00 Wetted Perim (ft) = 0.71 N-Value = 0.009 Crit Depth, Yc (ft) = 0.27 Top Width (ft) = 0.49 Calculations EGL (ft) = 0.41 Compute by: Known Q Known Q (cfs) = 0.28 Elev (ft) Section 101.00 100.75 100.50 100.25 100.00 �` ; ��` ,-_; 1 ,ii 99.75 0 1 02/28/2019 R �IDIN EP RTMENT "" " NDS TECHNICAL One source. SPECIFICATIONS NDS Catch Basin 9" 12" 18" 24" Grates f A B - — Dimension Key C J Width B C d B length `` — . D Height D Size of openings A B E Open surface area I F Gallons per minute G Weight CI C _ A B C D E F G bi . 981 9 9 4 3/4 3/8 20 86 Sq In 2713 GPM 0-87 991 9 9 6 3/4 3/8 20 86 Sq In 2733 GIM 0.87 1280 11 3/4 11 3/4 4 1/2 3/8 50 65 Sq In 66 35 GPM 2 1290 11 3/4 11 3/4 6 1/2 3/8 SO 65 Sq In 66 35 GPM 2 1881 16 13/16 16 13/16 6 1/2 87 95 Sq In 115.21 GPM 35 1891 1613/16 1613/16 6 1/2 87.95Sq In 115.21 GPM 3.5 980 9 9 1 1/8 7/16 39 5 Sq In 51 75 GPM 1 5 990 9 9 11/8 7/16 39.5 Sq In 51.75GPM 1.5 999 9 9 1 1/8 7/16 39 5 Sq In SI 75 GPM I.5 9995 9 9 11/8 7/16 39.5 Sq.In 51.75GPM 1.3 1210 11 3/4 11 3/4 I 1/8 3/8 50 76 Sq In 66 35 GPM 2 1211 11 3/6 11 3/4 1 1/8 3/8 50 76 Sq In. 66 35 GIM 2 1212 113/4 113/4 1 1/8 3/8 50 76 Sq In 66 35 GPM 2 12125 11 3/4 II 3/4 1 1/8 3/8 SO 76 Sq In 66 35 GPM 2 1810 16 7/8 16 7/8 1 7/16 104 00 Sq In 136 24 GPM 5 5 1811 167/8 16 7/8 I 7/16 104 00 Sq In 136 24 GPM 55 1812 167/8 167/8 1 7/16 10400Sq In 13624GPM 55 18125 16 7/8 16 7/8 I 7/16 104.00 Sq In 136.24 GAM 5.5 2411 73 7/8 23 7/8 2 7/8 231 69 Sq In 303 51 GPM 9 2412 23 7/8 23 7/8 2 7/8 231.69 Sq In 303 SI GAM 9 913 9 9 1 1/8 9/16 35 7 Sq In 46 77 GPM 8 1213 12 12 1 1/8 3/8 59.5 Sq.In 77.95 GPM 15 1813 16 7/8 16 7/8 1 1 105 75 Sq In 138 53 GPM 35 2413 23 7/8 23 7/8 2 1 203.72 Sq In 266 87 GPM 150 915 8 3/4 8 3/4 1 1/8 3/4 6500 Sq In. 85 15 GAM 225 1215 11 5/8 11 5/8 1 1/8 3/4 122 30 Sq In 16021 GPM 7 1815 16 3/4 16 3/4 1 1 291.00 Sq In 381 21 G1116 17 2415 23 3/4 23 3/4 2 1 1/4 33206 Sq In. 435 GPM 67 Note: The 12" (1212) grate will flow 66.35 gpm or 0.14 cfs (0.07 with a 50% clog factor). REC EIVEt 02/28/2019 ASPEN BUILDING DEPARTMENT PINNACLE DESIGN CONSULTING GROUP, INC. TABLE 1 PERCOLATION TEST RESULTS 121 E. HYMAN AVE. ASPEN, COLORADO PROJECT: 121 HYMAN AVE 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) 1 48 2 42 32.5 9.5 0.2 32.5 27.5 5 0.4 27.5 24.5 3 0.7 24.5 22.25 2.25 0.9 22.25 20.25 2 1.0 20.25 19 1.25 1.6 19 18 1 2.0 18 17 1 2.0 17 16 1 2.0 16 15.5 0.5 4.0 15.5 15 0.5 4.0 15 14 1 2.0 14 13 1 2.0 Soil: 8" of topsoil overlying silty sandy gravel, brown to light brown in color Note: Percolation testing was conducted on April 11, 2018 See Sheet C1 for Perc Test Location RECEIVED 02/28/2019 ASPEN BUILDING DEPARTMENT 5, s e rn 1 x % yy� $g g8 � e 0 a $ q a qi 6 :a ak11 a ®�®® z_ o yy $� o f{ s 6¢y yX 4 E Y3 / a: o 6 4�' //('2.8p��- 'a cr y",er 3 n eQ b i bi g � 241 �£ fS N ` !� M1 o� yyyyyy.��� ,� �• °jO •°'�'•o W Z P � $ � �1 N g e �' W � a l $ Lil� wi v a o e "a 6 'RQ K*. 1, �1.4 ;4bita hg W �a 1 1 as •a . 0 . .g %$�2 �/Y z z 4e O ®®® ® ® ® ® ® ® ® ® ® ® ®® ®®® ® ®® . 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