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DDDJ Enterprises - SWM - compiled STORMWATER MANAGEMENT SYSTEM ENGINEERING REPORT For TSICrw storage ]RIX11cliziff, Town of Queensbury, Warren County Queensbury, New York Prepared For: DDDJ Enterprises 470 West Mountain Road Queensbury, New York 12804 Prepared By: Kevin L. Hastings, P.E. Consulting Engineers Mailing address: 3 Jackson Avenue South Glens Falls,New York 12803 Tel: 518-222-1338 Fax: 518-747-2166 February 14, 2017 General The proposed development of a new storage building will have extremely low impact on the drainage characteristics of the site. There will be substantial clearing of the existing vegetation and woods, as necessary for the construction of the proposed storage building, gravel driveways, material storage areas, and lawns. The stormwater management system for the proposed site improvements will be designed to comply with the Code of the Town of Queensbury, specifically Chapter 147 Stormwater Management and section 179-6-080 Stormwater Runoff, and the New York State Department of Environmental Conservation (NYSDEC) stormwater management design manual, as applicable. The post-development peak runoff rate will be attenuated to be equal to or less than the pre- development conditions for a 50-year design storm. To satisfy requirements of the NYSDEC design manual, this report also includes analysis of the 1-year, 10-year, and 100-year design storms for possible mitigation. The existing drainage patterns shall be maintained in all locations on the project. There will be no massive excavation or engineered embankment fills on the site, or other significant structures for drainage purposes. The runoff management system will use a minimum of man-made structures, and where feasible, incorporate "green"infrastructure. The drainage analysis will be prepared in accordance with current hydrology practice in studying the watershed. The storm water runoff calculations to be conducted using the method prescribed in the USDA Soil Conservation Service Technical Release No. 20. The software program for predictive modeling is the HydroCad Stormwater Modeling System (version 10.00)produced by HydroCAD Software Solutions, LLC of Chocurua, New Hampshire. All of the studied events will be 24-hour duration, all SCS Type 11 events. The NRCS Web Soil Survey of Warren County indicates a single map unit, the Oakville series. Stormwater Management System Page 1 New Storage Building, Queensbury NY Oakville is described as a "loamy fine sand" with 0-8 percent slopes, well drained, and very rapid permeability. The Oakville unit is classified as HSG "A" soils. See Appendix C for the NRCS Web soils map and series classifications. The field report of the deep hole test pits was consistent with the Oakville series description. Two (2) test holes were excavated to a depth of six (6) feet, with no ledge rock or evidence of groundwater mottling. The percolation rate assessment was less than (1) minute per inch. Additional field testing will be performed at the time of construction to verify the depths of the soil profile and seasonal high groundwater in relationship to the proposed infiltration practices. The descriptions of the various land coverage in the HydroCad model were selected based on the soils group (Hydrologic Soil Group) "A", and where applicable the runoff characteristic of "good"—"fair' - "poor". The weighted runoff values selected from the SCS curve number chart were the following: 98 Roofs,paved driveway,patio & walks 43 Woods/grass, fair, HSG A 39 Lawn (re-vegetated), >75% grass cover, good, HSG A The newest resource for New York State climatology data is available from the Northeast Regional Climate Center at the Cornell University web site. This database has incorporated the extreme weather events of recent history, and more importantly the regional changes in climatology to update the 1960's atlas TP-40. The "Extreme Precipitation in New York & New England" interactive web tool (web site: htlp://precip.eas.comell.edu/ ), can generate a rainfall table of values for this specific geographic location (N 43.304, W 73.691). The 24-hour storm intensity values to be used in the modeling & analysis portion of the design report, as follows: Stormwater Management System Page 2 New Storage Building, Queensbury NY Extreme Precipitation Tables: 43.304°N, 73.691°W Page 1 of 1 Extreme Precipitation Tables Northeast Regional Climate Center Data represents point estimates calculated from partial duration series.All precipitation amounts are displayed in inches. Smoothing Yes State New York Location DDDJ Enterprises Longitude 73.691 degrees West Latitude 43.304 degrees North Elevation 0 feet Date/Time Ttiie,14 Feb 2017 16:00:37-0500 Extreme Precipitation Estimates 5min 10min 15min 30min 60min 120min lhr 2hr 3hr 6hr 12hr 24hr 48hr lday 2day 4day 7day 10day lyr 0.27 0.42 0.52 0.68 0.85 1.06 lyr 0.73 0.96 1.21 1.48 1.81 2.21 2.49 lyr 1.96 2.39 2.81 3.36 3.93 lyr 2yr 0.33 0.50 0.62 0.82 1.03 1.28 2yr 0.89 1.14 1.46 1.78 2.14 2.57 2.90 2yr 2.27 2.79 3.23 3.88 4.41 2yr 5yr 0.38 0.60 0.75 1.01 1.29 1.60 5yr 1.11 1.42 1.83 2.22 2.65 3.14 3.55 5yr 2.78 3.42 3.92 4.59 5.19 5yr 10yr 0.43 0.68 0.86 1.17 1.52 1.90 10yr 1.31 1.67 2.17 2.62 3.11 3.66 4.15 10yr 3.24 3.99 4.53 5.20 5.89 10yr 25yr 0.51 0.81 1.03 1.42 1.89 2.38 25yr 1.63 2.08 2.72 3.27 3.85 4.47 5.09 25yr.3.96 4.89 5.49 6.16 6.94 25yr. 50yr 0.57 0.92 1.18 1.65 2.23 2.83 50yr 1.93 2.45 3.24 3.88 4.53 5.21 5.94 50yr 4.61 5.71 6.36 7.00 7.87 50yr 100yr 0.65 1.06 1.37 1.94 2.64 3.35 100yr 2.28 2.89 3.84 4.57 5.31 6.07 6.94 100yr 5.38 6.67 7.37 7.95 8.93 100yr 200yr 0.74 1.21 1.57 2.26 3.12 3.98 200yr 2.69 3.41 4.55 5.40 6.25 7.09 8.11 200yr 6.27 7.80 8.55 9.04 10.13 200yr 500yr 0.90 1.47 1.92 2.79 3.90 4.98 500yr 3.36 4.24 5.69 6.72 7.72 8.69 9.96 500yr 7.69 9.58 110.40110.72 11.96 500yr Lower Confidence Limits "rrirniurn 11J�irrniurn 15rrirniurn 31Jgnrnium 61J�inrniurn V25J�inrniurn 114ur 2�11,wT3II' 1' I214u 241rurr 4811urr ldaair 2daaiw'4daas' "7daair 101dari,' V w'rr° 10.231 1136 0.43 1 0.58 1 0.72 0.51 1 J w'rr° 0.62 0.7910.96 1 1() 1.67 2.11➢ 7.24 V w'rr° 1.78 2.15 7.5:3 3.02 3.55 2w''i 1 0.31 1 0.48 0.591 1 0.80 1 0.98 1.14 1 2wrr° 0.55 1.11 1 1.27 1.64 2.07 2.51 2.53 2w'rr° 2.27 7.72 3 16 3.79 432 2w'rr° 5w'rr° 10361 1155 0.68 1 0.113 1 1 1() ➢ 34 1 1.03 1.31 I 1 50 1.(A 2.4012.9613.33 w'rr° 2.67 3.20 167 4 3 3 4.12 Vdlw'rr°1 0.391 11.611 0.75 1 1.114 1 1.35 1.52 1 Vdlw'rr° ➢.16 1.491 1.70 2.13 2.68 3.33 1 3.74 1(h1, 2.15 3.611 4.11 4.76 5.31 Vdlw'rr° 25vrr°10.45 1 1161 0.56 1 1.23 1 1.61 1.791 1 25yr 1.3 1 1.7512M 7.47 3 0 13.8 8 438 25w rr° 3.43 4.2➢ 4.69 15.3 6.09 2syT 50w'rr°1 0.50 1 0.77 0.115 1 1.37 1 1.55 2.02 1 SOd,'rr° 1.591 1.9812.25 2.741 3.46 1 4.36 4 111 50)w'rr° 3.56 4.72 5 19 5.90 6.6 8 50w'rr° 11DSlwrr° 0.56 0.85 1.06 1.54 2.11 2.29 10101wrr° 1.52 2.24 2.54 3.06 3.86 4.90 5.53 10)0)wrr° 4.34 5.31 5.74 6.4 32 11DSlwrr° 200 rr° 0.63 0.95 1.20 1.74 7.42 2.59 200 rr°2.09 7.53 2.85 3.43 4.31 15.53 6 21 20),0)w rr° 4.8() 5.98 6 33 7 13 8112 26DSlw rr° "'100 rr° 0.74 1.09 1.41 2.05 2.9 3.06 "900 rr°2.51 7 99y 3 34 3 114 4 abs 6.47 7 26 SO)1 Jw rr° 5.73 6.98 7.21 8.081.1)4 "1DSJw rr° Upper Confidence Limits "rrirniurn 11J�irrniurn 15rrirniurn 31Jgnrnium 65Jinrniurn V25Jinrniurn 114ur 2lru �114ur 6lru 121ru 241ru 481ru ldaur 2dariw' 4daiiw' "7dauw' 11J�dariw' Vw'i° 030 0.46 0.57 1 0.76 1 11114 1.07 1 Jw'i° 11.51 1.115 1 20 1.55 1.961 2.37 2.69 12.10 2.58 3.04 13.57 418 1Vw'rr° 2w'rr° 034 0.53 0.65 0.88 1 1.115 1.21 I 2wn° 0.113 1191136 1 74 7 111 2.65 3.00 2w'rr° 2.35 2.88 13 4.00 4.54 1 2w'rr° w'rr° 0.41 0.64 0.79 1.1111 1 138 1.56 1 1.19 1.52 1 74 2.1 5 2.701 3.34 3.711 w'rr° 2.95 3.64 4.1 5 4.57 5.48 5w'r 10 rr° 0.491 1176 0.114 1.31 1 611 1.111) 1 Oyrr° 1.46 1.55 2 11 2.(1 3.201 3.111) 4.55 10yr 3.53 437 4.96 5 691 6.35 10 rr° 25w'rr° 0.62 11915 8 1.68 2.21 2.45 25yr 1.111 7.40 2.87 3 33 4.111) 5.04 5.711 25w'rr° 4.46 5.57 6.26 7.1)1 7.73 25,'r rr° 50w'r 0.74 1.12 1.40 2.1)1 2.70 7 911) 1 wrr° 2.33 2.92 3 3 3 3 99 4.75 6.03 6.97 dJw'rr' 534 6.70 7.48 8.21 5.111) 50w'r 10101wrr° 0.88 1.33 1.66 2.40 3.211 3.63 1dDllwrr°2.54 3.55 4.06 4.711 5.63 T-2 5.3"7 VdDSlwrr° 6.3x1 5.05 8.95 9.62 10.44 11DSlwrr° 2(Ji1J��'r 1.45 1.5 2.114 7.414 4.44 4.42. 2(D1J�' 3.461 4 32.4 614 5.77 6 661 x.65 14.47 25Ji5Jiw'r 7.66 69 641 14.71 11 28 12..14 20101w'r 500 rr° 1.33 1.98 2.55 1 3.70 1 5.26 5.75 50101w rr°4.54 5 62 6.43 7.36 8.43 111.9 12.57 "OOD ,'rr° 11.71 12.3 13.62 1 3 a�4 14. 5 "1DSJw rr° pa ed by ftrttaeast Regional Climate,Center http://precip.eas.comell.edu/data.php?1487106037986 2/14/2017 DESIGN STORM TOTAL PRECIPITATION (24 hours) 1-year rainfall (CPv) 2.21 inches 10-year rainfall (Qp) 3.66 inches 50-year rainfall 5.21 inches 100-year rainfall (Qf) 6.07 inches. The HydroCad model calculations of the pre-development runoff from the watershed study area will be used to guide the post-development conditions, with desirable goals to restrict the peak runoff to a level equal to, or less than the pre-development rates. Where required, the total runoff will be managed to pre-development volumes. Methodoln The storm water modeling computations will be conducted using the USDA Soil Conservation Technical Release No. 20 (TR-20) methods in the HydroCad computer software. This software is widely used in hydrological studies, stormwater modeling & analysis, and comprehensive hydraulic designs. The manual input of the land characteristics and other features of the site has been meticulous, ensuring a thorough knowledge of the site conditions. This careful attention to site information will become the reliable basis of the computerized analysis. The methodology is comparable in accuracy to tabular methods (i.e. TR-55, rational method, etc.) formerly used in watershed analysis. The HydroCad analysis will utilize several "design point"nodes in the report. Runoff hydrology is a dynamic, time based discharge curve with peak flows that may or not coincide. The use of a design point serves as a durable reference within the HydroCad model to totalize the various runoff values into a single time-weighted hydrograph. Hydrograph output values can be later compared on equal basis to help determine system compliance. Stormwater Management System Page 3 New Storage Building, Queensbury NY The design criteria for this report, as follows: • Evaluate the "pre" and "post" development conditions using the SCS 24-hour Type II rainfall distribution charts; • Provide detention storage capacity "at the source", as required to manage the additional runoff volume generated by the improvements; • Provide for stabilized soil disturbances and construction phase erosion control measures in accordance with the NYSDEC "Blue Book"; • Provide runoff infiltration using standard NYSDEC practices; • Compliance with the NYSDEC design manual and the Town of Queensbury local law. Hydrolo2y -Existing Conditions The HydroCad characterization of the watershed study area is known as a "subcatchment". Subcatchments 1, 2, 3, 4, and 5 represent the entire 5.179+/- acre property prior to this proposed development. This "pre-development" study will consider the land features (slopes, distances, area), ground coverage type(woods, lawn, driveway), and soil infiltration capacity. The pre-development runoff "curve number" CN, weighted by area and coverage factors, was 55. This is a benchmark value that can be compared later on as a predictive measure of the hydrological change in the watershed due to the proposed development. The pre-development impervious area consists mainly of existing gravel trails leading to the stockpile, as 50,430+/- square feet. The flow of runoff through a property is dynamic, a time based measurement. The "time of concentration" Tc is the estimated time for 100% runoff contribution from the entire site. On this site the Tc paths were identified for each subcatchment. The Tc values ranged from 9.4 minutes up to 53.1 minutes. Stormwater Management System Page 4 New Storage Building, Queensbury NY The pre-development peak runoff rates and total volumes are summarized from the HydroCad report for each design point as follows: DP-1 PEAK TOTAL RUNOFF RATE VOLUME 1-year 0.00 cfs ** 0.000 acre-feet 10-year 0.05 cfs ** 0.023 acre-feet 50-year 0.48 cfs 0.085 acre-feet 100-year 0.89 cfs ** 0.132 acre-feet DP-2 PEAK TOTAL RUNOFF RATE VOLUME 1-year 0.00 cfs ** 0.000 acre-feet 10-year 0.00 cfs ** 0.001 acre-feet 50-year 0.03 cfs 0.004 acre-feet 100-year 0.08 cfs ** 0.007 acre-feet DP-3 PEAK TOTAL RUNOFF RATE VOLUME 1-year 0.03 cfs ** 0.013 acre-feet 10-year 0.34 cfs ** 0.065 acre-feet 50-year 0.92 cfs 0.147 acre-feet 100-year 1.31 cfs ** 0.200 acre-feet DP-4 PEAK TOTAL RUNOFF RATE VOLUME 1-year 0.01 cfs ** 0.005 acre-feet 10-year 0.35 cfs ** 0.062 acre-feet 50-year 1.56 cfs 0.175 acre-feet 100-year 2.47 cfs ** 0.253 acre-feet Stormwater Management System Page S New Storage Building, Queensbury NY DP-5 PEAK TOTAL RUNOFF RATE VOLUME 1-year 0.17 cfs ** 0.012 acre-feet 10-year 0.64 cfs ** 0.037 acre-feet 50-year 1.25 cfs 0.072 acre-feet 100-year 1.62 cfs ** 0.092 acre-feet ** NYSDEC Stormwater Design Manual See Appendix A for the watershed map SC-1 and the HydroCad calculations report. Hydrolo2y- Proposed Conditions The proposed storage building, driveways, material storage areas, and re-vegetated lawn areas will have a minimal impact on the drainage characteristics of the watershed. The use of infiltration practices will provide immediate recharge "at the source". This immediate management of impervious runoff at the source will also serve to attenuate the post-development flows, provide function for water quality treatment (WQv), and provide in-ground detention of the channel protection volume (CPv). The gravel driveways will be super-elevated at the perimeter to collect runoff into the detention basins at low points. The stormwater will then be routed through a deep sump catch basin before passing into the stone infiltration bed (drainage system "A") for groundwater recharge. The connected roof areas will also flow to the respective drainage systems through vegetated swales and culverts. The proposed total area of soil disturbance is estimated to be 8,000+/- square feet (roughly 80' x 100'). The proposed impervious area (roof, driveways) will be 44,460+/- square feet, representing 19.7 percent of the 5.179+/- acre study area. This aggregate total can then be Stormwater Management System Page 6 New Storage Building, Queensbury NY broken down into its components. The roof area will be 8,000 square feet, and gravel driveways & material storage areas at 36,460 square feet. The proposed impervious area is slightly reduced from the total impervious noted in the existing conditions. The post-development composite SCS runoff curve number will be 51. The change in hydrology due to the site improvements is considered beneficial to the environment through a 11.8% reduction of impervious runoff area. For comparison, the post-development peak runoff rates and total volumes are summarized from the HydroCad report for each design point as follows: DP-1 PEAK TOTAL RUNOFF RATE VOLUME 1-year 0.00 cfs ** 0.000 acre-feet 10-year 0.00 cfs ** 0.003 acre-feet 50-year 0.11 cfs 0.019 acre-feet 100-year 0.31 cfs ** 0.033 acre-feet DP-2 PEAK TOTAL RUNOFF RATE VOLUME 1-year 0.00 cfs ** 0.000 acre-feet 10-year 0.00 cfs ** 0.001 acre-feet 50-year 0.03 cfs 0.003 acre-feet 100-year 0.06 cfs ** 0.005 acre-feet DP-3 PEAK TOTAL RUNOFF RATE VOLUME 1-year 0.00 cfs ** 0.001 acre-feet 10-year 0.09 cfs ** 0.021 acre-feet 50-year 0.55 cfs 0.071 acre-feet 100-year 0.98 cfs ** 0.108 acre-feet Stormwater Management System Page 7 New Storage Building, Queensbury NY DP-4 PEAK TOTAL RUNOFF RATE VOLUME 1-year 0.00 cfs ** 0.000 acre-feet 10-year 0.04 cfs ** 0.022 acre-feet 50-year 0.56 cfs 0.093 acre-feet 100-year 1.13 cfs ** 0.149 acre-feet DP-5 PEAK TOTAL RUNOFF RATE VOLUME 1-year 0.08 cfs ** 0.007 acre-feet 10-year 0.47 cfs ** 0.029 acre-feet 50-year 1.03 cfs 0.059 acre-feet 100-year 1.37 cfs ** 0.078 acre-feet ** NYSDEC Stormwater Design Manual See Appendix B for the watershed map SC-2 and the HydroCad calculations report. The water quality volume (WQv) requirement was calculated for each one of the stormwater management practices having impervious coverage. Also, the channel protection volume (CPv) can be collected from the HydroCad report for the 1-year analysis. NYSDEC GP-0-15-001 Permit This site will be covered by a SPDES general permit to discharge stormwater from a construction site. The limits of disturbance is 3.09+/- acres. Therefore the preparation of a Stormwater Pollution Prevention Plan (SWPPP)is required by NYSDEC. Stormwater Management System Page 8 New Storage Building, Queensbury NY Erosion & Sediment Control All work related to the construction of the new storage building, driveway, parking areas, etc. shall conform to the "New York State Guidelines for Urban Erosion and Sedimentation Control" (i.e. Blue Book). The perimeter down slope areas will be protected with a continuous silt fence as temporary sediment control. The seed stabilization of all exposed soils will be completed as the work progresses. Permanent turf seeding will occur within 14 days of finish grading. Other measures which are considered "best management practice" include: stabilized construction entrance, and inlet protection. Green Infrastructure In review of Chapter 5 of the NYSDEC design manual, the following "green" practices will be incorporated into this site development: 1. Preservation of Undisturbed Areas —more than 10% of the site will remain undeveloped and undisturbed, and conserve the existing wooded area. 2. Reduction of Clearing and Grading—all of the site improvements will be clustered in one vicinity, and with minimal clearing of existing vegetation. 3. Disconnection of rooftop runoff areas. 4. Tree planting. Other infrastructure practices such as porous pavement, rain gardens, green roof, and rain barrels were either cost prohibitive OR not practical in the context of a self-storage facility. Stormwater Management System Page 9 New Storage Building, Queensbury NY Conclusion: Based on the hydrological modeling of the watershed, and professional analysis of the HydroCad results, we have determined the proposed stormwater management systems will function to attenuate the peak runoff rate and volumes as required by NYSDEC and Town of Queensbury local law. The proposed stormwater management systems, as designed will not adversely affect the watershed hydrology. Stormwater Management System Page 10 New Storage Building, Queensbury NY Appendix A Pre-Development Conditions Subcatchment Map SC-1 HydroCad Drainage Diagram HydroCad Analysis Report FF5] 5S 3S PP-11 odds F° a 3 4S c� o4- Li LEGEND SI[ALLOW CONCENTRATED RI;NOFF U � \ o kms / § of 0 LO �� \ � � a ■ - � 2 f $ LO . .- Q � < LO ■ Q ƒ w$ _ CL E II ' CO _ LO \ 2 : \LU 2 co (n / / t = r CO / � � 04 � : o 7 p k R ¢ 7 Z) Ems / g m 2 �s C: �2f E A D �/ 2 £ S ® k / � < ® o U) C114 / ƒ z / CN C: t _ / : f p 2 � = 2 � U) = � C: = 0 o D C: % 2 \ J \ g U) DDDJ Enterprises - existing conditions Type 1124-hr 1-yrRainfa11=2.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Subcatchment 1 Runoff = 0.00 cfs @ 24.18 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Description 6,185 96 Gravel surface, HSG A 60,419 43 Woods/grass comb., Fair, HSG A 66,604 48 Weighted Average 66,604 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.8 200 0.0325 0.10 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 2S: Subcatchment 2 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Description 4,870 43 Woods/grass comb., Fair, HSG A 4,870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 65 0.0900 0.11 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 3S: Subcatchment 3 Runoff = 0.03 cfs @ 12.90 hrs, Volume= 0.013 af, Depth= 0.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Description 17,361 96 Gravel surface, HSG A 31,553 43 Woods/grass comb., Fair, HSG A 48,914 62 Weighted Average 48,914 100.00% Pervious Area DDDJ Enterprises - existing conditions Type 1124-hr 1-yrRainfa11=2.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 2 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 49.3 210 0.0150 0.07 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" 3.8 80 0.0200 0.35 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 53.1 290 Total Summary for Subcatchment 4S: Subcatchment 4 Runoff = 0.01 cfs @ 17.92 hrs, Volume= 0.005 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Description 18,121 96 Gravel surface, HSG A 71,244 43 Woods/grass comb., Fair, HSG A 89,365 54 Weighted Average 89,365 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 135 0.1200 0.15 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" 11.0 165 0.0100 0.25 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 26.1 300 Total Summary for Subcatchment 5S: Subcatchment 5 Runoff = 0.17 cfs @ 12.05 hrs, Volume= 0.012 af, Depth= 0.39" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Description 8,763 96 Gravel surface, HSG A 7,081 43 Woods/grass comb., Fair, HSG A 15,844 72 Weighted Average 15,844 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 65 0.0600 0.10 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" DDDJ Enterprises - existing conditions Type 1124-hr 1-yrRainfa11=2.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 3 Summary for Reach DP-1: Design Point 1 Inflow Area = 1.529 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 24.18 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 24.18 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-2: Design Point 2 Inflow Area = 0.112 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-3: Design Point 3 Inflow Area = 1.123 ac, 0.00% Impervious, Inflow Depth = 0.14" for 1-yr event Inflow = 0.03 cfs @ 12.90 hrs, Volume= 0.013 of Outflow = 0.03 cfs @ 12.90 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-4: Design Point 4 Inflow Area = 2.052 ac, 0.00% Impervious, Inflow Depth = 0.03" for 1-yr event Inflow = 0.01 cfs @ 17.92 hrs, Volume= 0.005 of Outflow = 0.01 cfs @ 17.92 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-5: Design Point 5 Inflow Area = 0.364 ac, 0.00% Impervious, Inflow Depth = 0.39" for 1-yr event Inflow = 0.17 cfs @ 12.05 hrs, Volume= 0.012 of Outflow = 0.17 cfs @ 12.05 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs DDDJ Enterprises - existing conditions Type 1124-hr 10-yrRainfa11=3.66" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 1S: Subcatchment 1 Runoff = 0.05 cfs @ 12.72 hrs, Volume= 0.023 af, Depth= 0.18" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 6,185 96 Gravel surface, HSG A 60,419 43 Woods/grass comb., Fair, HSG A 66,604 48 Weighted Average 66,604 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.8 200 0.0325 0.10 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 2S: Subcatchment 2 Runoff = 0.00 cfs @ 15.06 hrs, Volume= 0.001 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 4,870 43 Woods/grass comb., Fair, HSG A 4,870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 65 0.0900 0.11 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 3S: Subcatchment 3 Runoff = 0.34 cfs @ 12.64 hrs, Volume= 0.065 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 17,361 96 Gravel surface, HSG A 31,553 43 Woods/grass comb., Fair, HSG A 48,914 62 Weighted Average 48,914 100.00% Pervious Area DDDJ Enterprises - existing conditions Type 1124-hr 10-yrRainfa11=3.66" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 5 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 49.3 210 0.0150 0.07 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" 3.8 80 0.0200 0.35 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 53.1 290 Total Summary for Subcatchment 4S: Subcatchment 4 Runoff = 0.35 cfs @ 12.30 hrs, Volume= 0.062 af, Depth= 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 18,121 96 Gravel surface, HSG A 71,244 43 Woods/grass comb., Fair, HSG A 89,365 54 Weighted Average 89,365 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 135 0.1200 0.15 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" 11.0 165 0.0100 0.25 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 26.1 300 Total Summary for Subcatchment 5S: Subcatchment 5 Runoff = 0.64 cfs @ 12.04 hrs, Volume= 0.037 af, Depth= 1.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 8,763 96 Gravel surface, HSG A 7,081 43 Woods/grass comb., Fair, HSG A 15,844 72 Weighted Average 15,844 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 65 0.0600 0.10 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" DDDJ Enterprises - existing conditions Type 1124-hr 10-yrRainfa11=3.66" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 6 Summary for Reach DP-1: Design Point 1 Inflow Area = 1.529 ac, 0.00% Impervious, Inflow Depth = 0.18" for 10-yr event Inflow = 0.05 cfs @ 12.72 hrs, Volume= 0.023 of Outflow = 0.05 cfs @ 12.72 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-2: Design Point 2 Inflow Area = 0.112 ac, 0.00% Impervious, Inflow Depth = 0.07" for 10-yr event Inflow = 0.00 cfs @ 15.06 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 15.06 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-3: Design Point 3 Inflow Area = 1.123 ac, 0.00% Impervious, Inflow Depth = 0.69" for 10-yr event Inflow = 0.34 cfs @ 12.64 hrs, Volume= 0.065 of Outflow = 0.34 cfs @ 12.64 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-4: Design Point 4 Inflow Area = 2.052 ac, 0.00% Impervious, Inflow Depth = 0.37" for 10-yr event Inflow = 0.35 cfs @ 12.30 hrs, Volume= 0.062 of Outflow = 0.35 cfs @ 12.30 hrs, Volume= 0.062 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-5: Design Point 5 Inflow Area = 0.364 ac, 0.00% Impervious, Inflow Depth = 1.23" for 10-yr event Inflow = 0.64 cfs @ 12.04 hrs, Volume= 0.037 of Outflow = 0.64 cfs @ 12.04 hrs, Volume= 0.037 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs DDDJ Enterprises - existing conditions Type 1124-hr 50-yrRainfa11=5.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 1S: Subcatchment 1 Runoff = 0.48 cfs @ 12.41 hrs, Volume= 0.085 af, Depth= 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Description 6,185 96 Gravel surface, HSG A 60,419 43 Woods/grass comb., Fair, HSG A 66,604 48 Weighted Average 66,604 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.8 200 0.0325 0.10 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 2S: Subcatchment 2 Runoff = 0.03 cfs @ 12.07 hrs, Volume= 0.004 af, Depth= 0.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Description 4,870 43 Woods/grass comb., Fair, HSG A 4,870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 65 0.0900 0.11 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 3S: Subcatchment 3 Runoff = 0.92 cfs @ 12.58 hrs, Volume= 0.147 af, Depth= 1.57" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Description 17,361 96 Gravel surface, HSG A 31,553 43 Woods/grass comb., Fair, HSG A 48,914 62 Weighted Average 48,914 100.00% Pervious Area DDDJ Enterprises - existing conditions Type 1124-hr 50-yrRainfa11=5.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 8 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 49.3 210 0.0150 0.07 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" 3.8 80 0.0200 0.35 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 53.1 290 Total Summary for Subcatchment 4S: Subcatchment 4 Runoff = 1.56 cfs @ 12.24 hrs, Volume= 0.175 af, Depth= 1.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Description 18,121 96 Gravel surface, HSG A 71,244 43 Woods/grass comb., Fair, HSG A 89,365 54 Weighted Average 89,365 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 135 0.1200 0.15 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" 11.0 165 0.0100 0.25 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 26.1 300 Total Summary for Subcatchment 5S: Subcatchment 5 Runoff = 1.25 cfs @ 12.03 hrs, Volume= 0.072 af, Depth= 2.36" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Description 8,763 96 Gravel surface, HSG A 7,081 43 Woods/grass comb., Fair, HSG A 15,844 72 Weighted Average 15,844 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 65 0.0600 0.10 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" DDDJ Enterprises - existing conditions Type 1124-hr 50-yrRainfa11=5.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Reach DP-1: Design Point 1 Inflow Area = 1.529 ac, 0.00% Impervious, Inflow Depth = 0.67" for 50-yr event Inflow = 0.48 cfs @ 12.41 hrs, Volume= 0.085 of Outflow = 0.48 cfs @ 12.41 hrs, Volume= 0.085 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-2: Design Point 2 Inflow Area = 0.112 ac, 0.00% Impervious, Inflow Depth = 0.41" for 50-yr event Inflow = 0.03 cfs @ 12.07 hrs, Volume= 0.004 of Outflow = 0.03 cfs @ 12.07 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-3: Design Point 3 Inflow Area = 1.123 ac, 0.00% Impervious, Inflow Depth = 1.57" for 50-yr event Inflow = 0.92 cfs @ 12.58 hrs, Volume= 0.147 of Outflow = 0.92 cfs @ 12.58 hrs, Volume= 0.147 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-4: Design Point 4 Inflow Area = 2.052 ac, 0.00% Impervious, Inflow Depth = 1.02" for 50-yr event Inflow = 1.56 cfs @ 12.24 hrs, Volume= 0.175 of Outflow = 1.56 cfs @ 12.24 hrs, Volume= 0.175 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-5: Design Point 5 Inflow Area = 0.364 ac, 0.00% Impervious, Inflow Depth = 2.36" for 50-yr event Inflow = 1.25 cfs @ 12.03 hrs, Volume= 0.072 of Outflow = 1.25 cfs @ 12.03 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs DDDJ Enterprises - existing conditions Type 1124-hr 100-yrRainfa11=6.07" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: Subcatchment 1 Runoff = 0.89 cfs @ 12.38 hrs, Volume= 0.132 af, Depth= 1.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Description 6,185 96 Gravel surface, HSG A 60,419 43 Woods/grass comb., Fair, HSG A 66,604 48 Weighted Average 66,604 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 34.8 200 0.0325 0.10 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 2S: Subcatchment 2 Runoff = 0.08 cfs @ 12.05 hrs, Volume= 0.007 af, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Description 4,870 43 Woods/grass comb., Fair, HSG A 4,870 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 65 0.0900 0.11 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 3S: Subcatchment 3 Runoff = 1.31 cfs @ 12.57 hrs, Volume= 0.200 af, Depth= 2.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Description 17,361 96 Gravel surface, HSG A 31,553 43 Woods/grass comb., Fair, HSG A 48,914 62 Weighted Average 48,914 100.00% Pervious Area DDDJ Enterprises - existing conditions Type 1124-hr 100-yrRainfa11=6.07" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 11 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 49.3 210 0.0150 0.07 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" 3.8 80 0.0200 0.35 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 53.1 290 Total Summary for Subcatchment 4S: Subcatchment 4 Runoff = 2.47 cfs @ 12.23 hrs, Volume= 0.253 af, Depth= 1.48" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Description 18,121 96 Gravel surface, HSG A 71,244 43 Woods/grass comb., Fair, HSG A 89,365 54 Weighted Average 89,365 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 135 0.1200 0.15 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" 11.0 165 0.0100 0.25 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 26.1 300 Total Summary for Subcatchment 5S: Subcatchment 5 Runoff = 1.62 cfs @ 12.03 hrs, Volume= 0.092 af, Depth= 3.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Description 8,763 96 Gravel surface, HSG A 7,081 43 Woods/grass comb., Fair, HSG A 15,844 72 Weighted Average 15,844 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 65 0.0600 0.10 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" DDDJ Enterprises - existing conditions Type 1124-hr 100-yrRainfa11=6.07" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 12 Summary for Reach DP-1: Design Point 1 Inflow Area = 1.529 ac, 0.00% Impervious, Inflow Depth = 1.03" for 100-yr event Inflow = 0.89 cfs @ 12.38 hrs, Volume= 0.132 of Outflow = 0.89 cfs @ 12.38 hrs, Volume= 0.132 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-2: Design Point 2 Inflow Area = 0.112 ac, 0.00% Impervious, Inflow Depth = 0.70" for 100-yr event Inflow = 0.08 cfs @ 12.05 hrs, Volume= 0.007 of Outflow = 0.08 cfs @ 12.05 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-3: Design Point 3 Inflow Area = 1.123 ac, 0.00% Impervious, Inflow Depth = 2.14" for 100-yr event Inflow = 1.31 cfs @ 12.57 hrs, Volume= 0.200 of Outflow = 1.31 cfs @ 12.57 hrs, Volume= 0.200 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-4: Design Point 4 Inflow Area = 2.052 ac, 0.00% Impervious, Inflow Depth = 1.48" for 100-yr event Inflow = 2.47 cfs @ 12.23 hrs, Volume= 0.253 of Outflow = 2.47 cfs @ 12.23 hrs, Volume= 0.253 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-5: Design Point 5 Inflow Area = 0.364 ac, 0.00% Impervious, Inflow Depth = 3.05" for 100-yr event Inflow = 1.62 cfs @ 12.03 hrs, Volume= 0.092 of Outflow = 1.62 cfs @ 12.03 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Appendix B Post-Development Conditions Subcatchment Map SC-2 HydroCad Drainage Diagram HydroCad Analysis Report N -77 8s CRA— LAM DP-1 LIM C� GRAVEL LA. G,.LV A A jP LEGEND Sli�7,1.0,N'CONCFNTRATF�,T)RLTNnFF � J O }+ cn o Ooo V N � r L p N � . o O C..E- a L , a _o 0- V/ LL � c L a CDl Cf) c +� O 00 N CO Cf) E V � �' � _ Lo U N 0 is 0 Q J M M O L O c c CO M O E Ln Y CO (BU i O N U E -0 O D U N � C 0 CU Q U (V o Q � CO C: N 0 p L ._ a- Q O c N O 70 a a�ppooE m = � � (n O Q CO O CO U) U � CO (0 � M � J c O CY) U (0 U � � � O 7 CO � d cl 0) N Al (6 U 7 U) DDDJ Enterprises - proposed conditions Type 1124-hr 1-yr Rainfall=2.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Subcatchment 1 Runoff = 0.10 cfs @ 11.96 hrs, Volume= 0.007 af, Depth= 0.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Adj Description 6,426 96 Gravel surface, HSG A 9,048 39 >75% Grass cover, Good, HSG A 2,000 98 Unconnected roofs, HSG A 17,474 67 65 Weighted Average, UI Adjusted 15,474 88.55% Pervious Area 2,000 11.45% Impervious Area 2,000 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 40 0.3333 3.12 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.50" 1.8 105 0.0200 0.99 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 2.0 145 Total Summary for Subcatchment 2S: Subcatchment 2 Runoff = 0.03 cfs @ 12.00 hrs, Volume= 0.005 af, Depth= 0.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Adj Description 1,723 43 Woods/grass comb., Fair, HSG A 11,258 39 >75% Grass cover, Good, HSG A 6,000 98 Unconnected roofs, HSG A 5,123 96 Gravel surface, HSG A 24,104 66 61 Weighted Average, UI Adjusted 18,104 75.11% Pervious Area 6,000 24.89% Impervious Area 6,000 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 40 0.3333 3.12 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.50" 2.0 116 0.0200 0.99 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 2.2 156 Total DDDJ Enterprises - proposed conditions Type 1124-hr 1-yrRainfall=2.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 3S: Subcatchment 3 Runoff = 0.00 cfs @ 13.10 hrs, Volume= 0.001 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Description 2,623 96 Gravel surface, HSG A 5,666 43 Woods/grass comb., Fair, HSG A 910 39 >75% Grass cover, Good, HSG A 9,199 58 Weighted Average 9,199 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 50 0.0050 0.03 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 4S: Subcatchment 4 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Description 703 96 Gravel surface, HSG A 11,366 43 Woods/grass comb., Fair, HSG A 14,683 39 >75% Grass cover, Good, HSG A 26,752 42 Weighted Average 26,752 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 100 0.0400 0.14 Sheet Flow, Lawn Grass: Dense n= 0.240 P2= 2.50" Summary for Subcatchment 5S: Subcatchment 5 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Description 3,939 43 Woods/grass comb., Fair, HSG A 3,939 100.00% Pervious Area DDDJ Enterprises - proposed conditions Type 1124-hr 1-yrRainfall=2.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 3 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 65 0.0900 0.11 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 6S: Subcatchment 6 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Description 5,302 96 Gravel surface, HSG A 7,191 43 Woods/grass comb., Fair, HSG A 28,759 39 >75% Grass cover, Good, HSG A 41,252 47 Weighted Average 41,252 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 195 0.0150 0.15 Sheet Flow, Lawn Grass: Short n= 0.150 P2= 2.50" 1.2 80 0.0250 1.11 Shallow Concentrated Flow, Lawn Short Grass Pasture Kv= 7.0 fps 22.4 275 Total Summary for Subcatchment 7S: Subcatchment 7 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Description 8,971 96 Gravel surface, HSG A 31,538 43 Woods/grass comb., Fair, HSG A 46,523 39 >75% Grass cover, Good, HSG A 87,032 46 Weighted Average 87,032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 135 0.1200 0.15 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" 11.0 165 0.0100 0.25 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 26.1 300 Total DDDJ Enterprises - proposed conditions Type 1124-hr 1-yr Rainfall=2.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 8S: Subcatchment 8 Runoff = 0.08 cfs @ 12.07 hrs, Volume= 0.007 af, Depth= 0.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1-yr Rainfall=2.21" Area (sf) CN Description 7,312 96 Gravel surface, HSG A 7,208 43 Woods/grass comb., Fair, HSG A 1,324 39 >75% Grass cover, Good, HSG A 15,844 67 Weighted Average 15,844 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 65 0.0600 0.10 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Reach 1 R: Swale Inflow Area = 0.211 ac, 0.00% Impervious, Inflow Depth = 0.07" for 1-yr event Inflow = 0.00 cfs @ 13.10 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 13.63 hrs, Volume= 0.001 af, Atten= 2%, Lag= 31.7 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 0.17 fps, Min. Travel Time= 14.7 min Avg. Velocity = 0.14 fps, Avg. Travel Time= 18.0 min Peak Storage= 2 cf @ 13.38 hrs Average Depth at Peak Storage= 0.03' Bank-Full Depth= 1.00' Flow Area= 2.7 sf, Capacity= 4.58 cfs 4.00' x 1.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 150.0' Slope= 0.0013 '/' Inlet Invert= 383.20', Outlet Invert= 383.00' Summary for Reach DP-1: Design Point 1 Inflow Area = 0.614 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min DDDJ Enterprises - proposed conditions Type 1124-hr 1-yr Rainfall=2.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 5 Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-2: Design Point 2 Inflow Area = 0.644 ac, 21.40% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-3: Design Point 3 Inflow Area = 1.559 ac, 2.94% Impervious, Inflow Depth = 0.01" for 1-yr event Inflow = 0.00 cfs @ 13.63 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 13.63 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-4: Design Point 4 Inflow Area = 1.998 ac, 0.00% Impervious, Inflow Depth = 0.00" for 1-yr event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-5: Design Point 5 Inflow Area = 0.364 ac, 0.00% Impervious, Inflow Depth = 0.24" for 1-yr event Inflow = 0.08 cfs @ 12.07 hrs, Volume= 0.007 of Outflow = 0.08 cfs @ 12.07 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 1 P: Open Basin Inflow Area = 0.401 ac, 11.45% Impervious, Inflow Depth = 0.20" for 1-yr event Inflow = 0.10 cfs @ 11.96 hrs, Volume= 0.007 of Outflow = 0.02 cfs @ 12.47 hrs, Volume= 0.007 af, Atten= 84%, Lag= 30.9 min Discarded = 0.02 cfs @ 12.47 hrs, Volume= 0.007 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 390.05' @ 12.47 hrs Surf.Area= 89 sf Storage= 45 cf Plug-Flow detention time= 47.9 min calculated for 0.007 of(100% of inflow) Center-of-Mass det. time= 48.0 min ( 990.5 - 942.5 ) DDDJ Enterprises - proposed conditions Type 1124-hr 1-yr Rainfall=2.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 6 Volume Invert Avail.Storage Storage Description #1 390.00' 3,967 cf Surface Detention (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 390.00 0 0 0 391.00 1,776 888 888 392.00 4,381 3,079 3,967 Device Routing Invert Outlet Devices #1 Discarded 390.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 391.75' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.02 cfs @ 12.47 hrs HW=390.05' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=390.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2P: Open Basin Inflow Area = 0.553 ac, 24.89% Impervious, Inflow Depth = 0.12" for 1-yr event Inflow = 0.03 cfs @ 12.00 hrs, Volume= 0.005 of Outflow = 0.01 cfs @ 13.08 hrs, Volume= 0.005 af, Atten= 74%, Lag= 64.8 min Discarded = 0.01 cfs @ 13.08 hrs, Volume= 0.005 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 390.02' @ 13.08 hrs Surf.Area= 52 sf Storage= 26 cf Plug-Flow detention time= 47.9 min calculated for 0.005 of(100% of inflow) Center-of-Mass det. time= 48.0 min ( 1,033.5 - 985.5 ) Volume Invert Avail.Storage Storage Description #1 390.00' 4,645 cf Surface Detention (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 390.00 0 0 0 391.00 2,349 1,175 1,175 392.00 4,591 3,470 4,645 Device Routing Invert Outlet Devices #1 Discarded 390.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 391.75' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 DDDJ Enterprises - proposed conditions Type 1124-hr 1-yrRainfall=2.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 7 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded Outflow Max=0.01 cfs @ 13.08 hrs HW=390.02' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.01 cfs) Primary Outflow Max=0.00 cfs @ 0.00 hrs HW=390.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) DDDJ Enterprises - proposed conditions Type // 24-hr 10-yr Rainfall=3.66" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 1S: Subcatchment 1 Runoff = 0.64 cfs @ 11.93 hrs, Volume= 0.028 af, Depth= 0.84" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Adj Description 6,426 96 Gravel surface, HSG A 9,048 39 >75% Grass cover, Good, HSG A 2,000 98 Unconnected roofs, HSG A 17,474 67 65 Weighted Average, UI Adjusted 15,474 88.55% Pervious Area 2,000 11.45% Impervious Area 2,000 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 40 0.3333 3.12 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.50" 1.8 105 0.0200 0.99 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 2.0 145 Total Summary for Subcatchment 2S: Subcatchment 2 Runoff = 0.64 cfs @ 11.94 hrs, Volume= 0.030 af, Depth= 0.65" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Adj Description 1,723 43 Woods/grass comb., Fair, HSG A 11,258 39 >75% Grass cover, Good, HSG A 6,000 98 Unconnected roofs, HSG A 5,123 96 Gravel surface, HSG A 24,104 66 61 Weighted Average, UI Adjusted 18,104 75.11% Pervious Area 6,000 24.89% Impervious Area 6,000 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 40 0.3333 3.12 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.50" 2.0 116 0.0200 0.99 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 2.2 156 Total DDDJ Enterprises - proposed conditions Type // 24-hr 10-yr Rainfall=3.66" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 9 Summary for Subcatchment 3S: Subcatchment 3 Runoff = 0.07 cfs @ 12.24 hrs, Volume= 0.009 af, Depth= 0.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 2,623 96 Gravel surface, HSG A 5,666 43 Woods/grass comb., Fair, HSG A 910 39 >75% Grass cover, Good, HSG A 9,199 58 Weighted Average 9,199 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 50 0.0050 0.03 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 4S: Subcatchment 4 Runoff = 0.00 cfs @ 15.47 hrs, Volume= 0.003 af, Depth= 0.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 703 96 Gravel surface, HSG A 11,366 43 Woods/grass comb., Fair, HSG A 14,683 39 >75% Grass cover, Good, HSG A 26,752 42 Weighted Average 26,752 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 100 0.0400 0.14 Sheet Flow, Lawn Grass: Dense n= 0.240 P2= 2.50" Summary for Subcatchment 5S: Subcatchment 5 Runoff = 0.00 cfs @ 15.06 hrs, Volume= 0.001 af, Depth= 0.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 3,939 43 Woods/grass comb., Fair, HSG A 3,939 100.00% Pervious Area DDDJ Enterprises - proposed conditions Type // 24-hr 10-yr Rainfall=3.66" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 10 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 65 0.0900 0.11 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 6S: Subcatchment 6 Runoff = 0.03 cfs @ 12.60 hrs, Volume= 0.012 af, Depth= 0.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 5,302 96 Gravel surface, HSG A 7,191 43 Woods/grass comb., Fair, HSG A 28,759 39 >75% Grass cover, Good, HSG A 41,252 47 Weighted Average 41,252 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 195 0.0150 0.15 Sheet Flow, Lawn Grass: Short n= 0.150 P2= 2.50" 1.2 80 0.0250 1.11 Shallow Concentrated Flow, Lawn Short Grass Pasture Kv= 7.0 fps 22.4 275 Total Summary for Subcatchment 7S: Subcatchment 7 Runoff = 0.04 cfs @ 12.84 hrs, Volume= 0.022 af, Depth= 0.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 8,971 96 Gravel surface, HSG A 31,538 43 Woods/grass comb., Fair, HSG A 46,523 39 >75% Grass cover, Good, HSG A 87,032 46 Weighted Average 87,032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 135 0.1200 0.15 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" 11.0 165 0.0100 0.25 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 26.1 300 Total DDDJ Enterprises - proposed conditions Type // 24-hr 10-yr Rainfall=3.66" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 8S: Subcatchment 8 Runoff = 0.47 cfs @ 12.04 hrs, Volume= 0.029 af, Depth= 0.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=3.66" Area (sf) CN Description 7,312 96 Gravel surface, HSG A 7,208 43 Woods/grass comb., Fair, HSG A 1,324 39 >75% Grass cover, Good, HSG A 15,844 67 Weighted Average 15,844 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 65 0.0600 0.10 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Reach 1 R: Swale Inflow Area = 0.211 ac, 0.00% Impervious, Inflow Depth = 0.52" for 10-yr event Inflow = 0.07 cfs @ 12.24 hrs, Volume= 0.009 of Outflow = 0.07 cfs @ 12.40 hrs, Volume= 0.009 af, Atten= 7%, Lag= 9.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 0.49 fps, Min. Travel Time= 5.1 min Avg. Velocity = 0.23 fps, Avg. Travel Time= 11.1 min Peak Storage= 20 cf @ 12.31 hrs Average Depth at Peak Storage= 0.14' Bank-Full Depth= 1.00' Flow Area= 2.7 sf, Capacity= 4.58 cfs 4.00' x 1.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 150.0' Slope= 0.0013 '/' Inlet Invert= 383.20', Outlet Invert= 383.00' Summary for Reach DP-1: Design Point 1 Inflow Area = 0.614 ac, 0.00% Impervious, Inflow Depth = 0.05" for 10-yr event Inflow = 0.00 cfs @ 15.47 hrs, Volume= 0.003 of Outflow = 0.00 cfs @ 15.47 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min DDDJ Enterprises - proposed conditions Type // 24-hr 10-yr Rainfall=3.66" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 12 Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-2: Design Point 2 Inflow Area = 0.644 ac, 21.40% Impervious, Inflow Depth = 0.01" for 10-yr event Inflow = 0.00 cfs @ 15.06 hrs, Volume= 0.001 of Outflow = 0.00 cfs @ 15.06 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-3: Design Point 3 Inflow Area = 1.559 ac, 2.94% Impervious, Inflow Depth = 0.16" for 10-yr event Inflow = 0.09 cfs @ 12.41 hrs, Volume= 0.021 of Outflow = 0.09 cfs @ 12.41 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-4: Design Point 4 Inflow Area = 1.998 ac, 0.00% Impervious, Inflow Depth = 0.13" for 10-yr event Inflow = 0.04 cfs @ 12.84 hrs, Volume= 0.022 of Outflow = 0.04 cfs @ 12.84 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-5: Design Point 5 Inflow Area = 0.364 ac, 0.00% Impervious, Inflow Depth = 0.94" for 10-yr event Inflow = 0.47 cfs @ 12.04 hrs, Volume= 0.029 of Outflow = 0.47 cfs @ 12.04 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 1 P: Open Basin Inflow Area = 0.401 ac, 11.45% Impervious, Inflow Depth = 0.84" for 10-yr event Inflow = 0.64 cfs @ 11.93 hrs, Volume= 0.028 of Outflow = 0.12 cfs @ 12.05 hrs, Volume= 0.028 af, Atten= 82%, Lag= 6.9 min Discarded = 0.12 cfs @ 12.05 hrs, Volume= 0.028 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 390.38' @ 12.05 hrs Surf.Area= 671 sf Storage= 335 cf Plug-Flow detention time= 47.9 min calculated for 0.028 of(100% of inflow) Center-of-Mass det. time= 48.0 min ( 924.6 - 876.6 ) DDDJ Enterprises - proposed conditions Type // 24-hr 10-yr Rainfall=3.66" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 13 Volume Invert Avail.Storage Storage Description #1 390.00' 3,967 cf Surface Detention (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 390.00 0 0 0 391.00 1,776 888 888 392.00 4,381 3,079 3,967 Device Routing Invert Outlet Devices #1 Discarded 390.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 391.75' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.12 cfs @ 12.05 hrs HW=390.38' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.12 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=390.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2P: Open Basin Inflow Area = 0.553 ac, 24.89% Impervious, Inflow Depth = 0.65" for 10-yr event Inflow = 0.64 cfs @ 11.94 hrs, Volume= 0.030 of Outflow = 0.11 cfs @ 12.13 hrs, Volume= 0.030 af, Atten= 83%, Lag= 11.5 min Discarded = 0.11 cfs @ 12.13 hrs, Volume= 0.030 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 390.26' @ 12.13 hrs Surf.Area= 618 sf Storage= 309 cf Plug-Flow detention time= 47.9 min calculated for 0.030 of(100% of inflow) Center-of-Mass det. time= 48.0 min ( 941.4 - 893.4 ) Volume Invert Avail.Storage Storage Description #1 390.00' 4,645 cf Surface Detention (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 390.00 0 0 0 391.00 2,349 1,175 1,175 392.00 4,591 3,470 4,645 Device Routing Invert Outlet Devices #1 Discarded 390.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 391.75' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 DDDJ Enterprises - proposed conditions Type // 24-hr 10-yr Rainfall=3.66" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 14 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded Outflow Max=0.11 cfs @ 12.13 hrs HW=390.26' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.11 cfs) Primary Outflow Max=0.00 cfs @ 0.00 hrs HW=390.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) DDDJ Enterprises - proposed conditions Type 1124-hr 50-yr Rainfall=5.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 1S: Subcatchment 1 Runoff = 1.41 cfs @ 11.93 hrs, Volume= 0.060 af, Depth= 1.79" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Adj Description 6,426 96 Gravel surface, HSG A 9,048 39 >75% Grass cover, Good, HSG A 2,000 98 Unconnected roofs, HSG A 17,474 67 65 Weighted Average, UI Adjusted 15,474 88.55% Pervious Area 2,000 11.45% Impervious Area 2,000 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 40 0.3333 3.12 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.50" 1.8 105 0.0200 0.99 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 2.0 145 Total Summary for Subcatchment 2S: Subcatchment 2 Runoff = 1.61 cfs @ 11.93 hrs, Volume= 0.069 af, Depth= 1.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Adj Description 1,723 43 Woods/grass comb., Fair, HSG A 11,258 39 >75% Grass cover, Good, HSG A 6,000 98 Unconnected roofs, HSG A 5,123 96 Gravel surface, HSG A 24,104 66 61 Weighted Average, UI Adjusted 18,104 75.11% Pervious Area 6,000 24.89% Impervious Area 6,000 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 40 0.3333 3.12 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.50" 2.0 116 0.0200 0.99 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 2.2 156 Total DDDJ Enterprises - proposed conditions Type 1124-hr 50-yr Rainfall=5.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 3S: Subcatchment 3 Runoff = 0.23 cfs @ 12.21 hrs, Volume= 0.023 af, Depth= 1.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Description 2,623 96 Gravel surface, HSG A 5,666 43 Woods/grass comb., Fair, HSG A 910 39 >75% Grass cover, Good, HSG A 9,199 58 Weighted Average 9,199 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 50 0.0050 0.03 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 4S: Subcatchment 4 Runoff = 0.11 cfs @ 12.11 hrs, Volume= 0.019 af, Depth= 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Description 703 96 Gravel surface, HSG A 11,366 43 Woods/grass comb., Fair, HSG A 14,683 39 >75% Grass cover, Good, HSG A 26,752 42 Weighted Average 26,752 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 100 0.0400 0.14 Sheet Flow, Lawn Grass: Dense n= 0.240 P2= 2.50" Summary for Subcatchment 5S: Subcatchment 5 Runoff = 0.03 cfs @ 12.07 hrs, Volume= 0.003 af, Depth= 0.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Description 3,939 43 Woods/grass comb., Fair, HSG A 3,939 100.00% Pervious Area DDDJ Enterprises - proposed conditions Type 1124-hr 50-yr Rainfall=5.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 17 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 65 0.0900 0.11 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 6S: Subcatchment 6 Runoff = 0.34 cfs @ 12.23 hrs, Volume= 0.048 af, Depth= 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Description 5,302 96 Gravel surface, HSG A 7,191 43 Woods/grass comb., Fair, HSG A 28,759 39 >75% Grass cover, Good, HSG A 41,252 47 Weighted Average 41,252 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 195 0.0150 0.15 Sheet Flow, Lawn Grass: Short n= 0.150 P2= 2.50" 1.2 80 0.0250 1.11 Shallow Concentrated Flow, Lawn Short Grass Pasture Kv= 7.0 fps 22.4 275 Total Summary for Subcatchment 7S: Subcatchment 7 Runoff = 0.56 cfs @ 12.29 hrs, Volume= 0.093 af, Depth= 0.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Description 8,971 96 Gravel surface, HSG A 31,538 43 Woods/grass comb., Fair, HSG A 46,523 39 >75% Grass cover, Good, HSG A 87,032 46 Weighted Average 87,032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 135 0.1200 0.15 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" 11.0 165 0.0100 0.25 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 26.1 300 Total DDDJ Enterprises - proposed conditions Type 1124-hr 50-yr Rainfall=5.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 18 Summary for Subcatchment 8S: Subcatchment 8 Runoff = 1.03 cfs @ 12.04 hrs, Volume= 0.059 af, Depth= 1.95" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 50-yr Rainfall=5.21" Area (sf) CN Description 7,312 96 Gravel surface, HSG A 7,208 43 Woods/grass comb., Fair, HSG A 1,324 39 >75% Grass cover, Good, HSG A 15,844 67 Weighted Average 15,844 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 65 0.0600 0.10 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Reach 1 R: Swale Inflow Area = 0.211 ac, 0.00% Impervious, Inflow Depth = 1.29" for 50-yr event Inflow = 0.23 cfs @ 12.21 hrs, Volume= 0.023 of Outflow = 0.23 cfs @ 12.31 hrs, Volume= 0.023 af, Atten= 4%, Lag= 6.3 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 0.71 fps, Min. Travel Time= 3.5 min Avg. Velocity = 0.28 fps, Avg. Travel Time= 9.0 min Peak Storage= 48 cf @ 12.25 hrs Average Depth at Peak Storage= 0.24' Bank-Full Depth= 1.00' Flow Area= 2.7 sf, Capacity= 4.58 cfs 4.00' x 1.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 150.0' Slope= 0.0013 '/' Inlet Invert= 383.20', Outlet Invert= 383.00' Summary for Reach DP-1: Design Point 1 Inflow Area = 0.614 ac, 0.00% Impervious, Inflow Depth = 0.37" for 50-yr event Inflow = 0.11 cfs @ 12.11 hrs, Volume= 0.019 of Outflow = 0.11 cfs @ 12.11 hrs, Volume= 0.019 af, Atten= 0%, Lag= 0.0 min DDDJ Enterprises - proposed conditions Type 1124-hr 50-yr Rainfall=5.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 19 Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-2: Design Point 2 Inflow Area = 0.644 ac, 21.40% Impervious, Inflow Depth = 0.06" for 50-yr event Inflow = 0.03 cfs @ 12.07 hrs, Volume= 0.003 of Outflow = 0.03 cfs @ 12.07 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-3: Design Point 3 Inflow Area = 1.559 ac, 2.94% Impervious, Inflow Depth = 0.55" for 50-yr event Inflow = 0.55 cfs @ 12.26 hrs, Volume= 0.071 of Outflow = 0.55 cfs @ 12.26 hrs, Volume= 0.071 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-4: Design Point 4 Inflow Area = 1.998 ac, 0.00% Impervious, Inflow Depth = 0.56" for 50-yr event Inflow = 0.56 cfs @ 12.29 hrs, Volume= 0.093 of Outflow = 0.56 cfs @ 12.29 hrs, Volume= 0.093 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-5: Design Point 5 Inflow Area = 0.364 ac, 0.00% Impervious, Inflow Depth = 1.95" for 50-yr event Inflow = 1.03 cfs @ 12.04 hrs, Volume= 0.059 of Outflow = 1.03 cfs @ 12.04 hrs, Volume= 0.059 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 1 P: Open Basin Inflow Area = 0.401 ac, 11.45% Impervious, Inflow Depth = 1.79" for 50-yr event Inflow = 1.41 cfs @ 11.93 hrs, Volume= 0.060 of Outflow = 0.30 cfs @ 12.06 hrs, Volume= 0.060 af, Atten= 79%, Lag= 8.0 min Discarded = 0.30 cfs @ 12.06 hrs, Volume= 0.060 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 390.96' @ 12.06 hrs Surf.Area= 1,714 sf Storage= 857 cf Plug-Flow detention time= 47.9 min calculated for 0.060 of(100% of inflow) Center-of-Mass det. time= 48.0 min ( 899.3 - 851.3 ) DDDJ Enterprises - proposed conditions Type 1124-hr 50-yr Rainfall=5.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 20 Volume Invert Avail.Storage Storage Description #1 390.00' 3,967 cf Surface Detention (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 390.00 0 0 0 391.00 1,776 888 888 392.00 4,381 3,079 3,967 Device Routing Invert Outlet Devices #1 Discarded 390.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 391.75' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.30 cfs @ 12.06 hrs HW=390.96' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.30 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=390.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2P: Open Basin Inflow Area = 0.553 ac, 24.89% Impervious, Inflow Depth = 1.50" for 50-yr event Inflow = 1.61 cfs @ 11.93 hrs, Volume= 0.069 of Outflow = 0.32 cfs @ 12.07 hrs, Volume= 0.069 af, Atten= 80%, Lag= 8.1 min Discarded = 0.32 cfs @ 12.07 hrs, Volume= 0.069 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 390.79' @ 12.07 hrs Surf.Area= 1,847 sf Storage= 924 cf Plug-Flow detention time= 47.9 min calculated for 0.069 of(100% of inflow) Center-of-Mass det. time= 48.0 min ( 910.6 - 862.6 ) Volume Invert Avail.Storage Storage Description #1 390.00' 4,645 cf Surface Detention (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 390.00 0 0 0 391.00 2,349 1,175 1,175 392.00 4,591 3,470 4,645 Device Routing Invert Outlet Devices #1 Discarded 390.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 391.75' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 DDDJ Enterprises - proposed conditions Type 1124-hr 50-yr Rainfall=5.21" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 21 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded Outflow Max=0.32 cfs @ 12.07 hrs HW=390.78' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.32 cfs) Primary Outflow Max=0.00 cfs @ 0.00 hrs HW=390.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) DDDJ Enterprises - proposed conditions Type // 24-hr 100-yr Rainfall=6.07" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 22 Summary for Subcatchment 1S: Subcatchment 1 Runoff = 1.89 cfs @ 11.93 hrs, Volume= 0.080 af, Depth= 2.40" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Adj Description 6,426 96 Gravel surface, HSG A 9,048 39 >75% Grass cover, Good, HSG A 2,000 98 Unconnected roofs, HSG A 17,474 67 65 Weighted Average, UI Adjusted 15,474 88.55% Pervious Area 2,000 11.45% Impervious Area 2,000 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 40 0.3333 3.12 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.50" 1.8 105 0.0200 0.99 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 2.0 145 Total Summary for Subcatchment 2S: Subcatchment 2 Runoff = 2.22 cfs @ 11.93 hrs, Volume= 0.095 af, Depth= 2.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Adj Description 1,723 43 Woods/grass comb., Fair, HSG A 11,258 39 >75% Grass cover, Good, HSG A 6,000 98 Unconnected roofs, HSG A 5,123 96 Gravel surface, HSG A 24,104 66 61 Weighted Average, UI Adjusted 18,104 75.11% Pervious Area 6,000 24.89% Impervious Area 6,000 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.2 40 0.3333 3.12 Sheet Flow, Roof Smooth surfaces n= 0.011 P2= 2.50" 2.0 116 0.0200 0.99 Shallow Concentrated Flow, Swale Short Grass Pasture Kv= 7.0 fps 2.2 156 Total DDDJ Enterprises - proposed conditions Type // 24-hr 100-yr Rainfall=6.07" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 23 Summary for Subcatchment 3S: Subcatchment 3 Runoff = 0.35 cfs @ 12.20 hrs, Volume= 0.032 af, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Description 2,623 96 Gravel surface, HSG A 5,666 43 Woods/grass comb., Fair, HSG A 910 39 >75% Grass cover, Good, HSG A 9,199 58 Weighted Average 9,199 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 24.3 50 0.0050 0.03 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 4S: Subcatchment 4 Runoff = 0.31 cfs @ 12.09 hrs, Volume= 0.033 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Description 703 96 Gravel surface, HSG A 11,366 43 Woods/grass comb., Fair, HSG A 14,683 39 >75% Grass cover, Good, HSG A 26,752 42 Weighted Average 26,752 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.2 100 0.0400 0.14 Sheet Flow, Lawn Grass: Dense n= 0.240 P2= 2.50" Summary for Subcatchment 5S: Subcatchment 5 Runoff = 0.06 cfs @ 12.05 hrs, Volume= 0.005 af, Depth= 0.70" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Description 3,939 43 Woods/grass comb., Fair, HSG A 3,939 100.00% Pervious Area DDDJ Enterprises - proposed conditions Type // 24-hr 100-yr Rainfall=6.07" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 24 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.4 65 0.0900 0.11 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Subcatchment 6S: Subcatchment 6 Runoff = 0.67 cfs @ 12.21 hrs, Volume= 0.076 af, Depth= 0.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Description 5,302 96 Gravel surface, HSG A 7,191 43 Woods/grass comb., Fair, HSG A 28,759 39 >75% Grass cover, Good, HSG A 41,252 47 Weighted Average 41,252 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 21.2 195 0.0150 0.15 Sheet Flow, Lawn Grass: Short n= 0.150 P2= 2.50" 1.2 80 0.0250 1.11 Shallow Concentrated Flow, Lawn Short Grass Pasture Kv= 7.0 fps 22.4 275 Total Summary for Subcatchment 7S: Subcatchment 7 Runoff = 1.13 cfs @ 12.26 hrs, Volume= 0.149 af, Depth= 0.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Description 8,971 96 Gravel surface, HSG A 31,538 43 Woods/grass comb., Fair, HSG A 46,523 39 >75% Grass cover, Good, HSG A 87,032 46 Weighted Average 87,032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.1 135 0.1200 0.15 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" 11.0 165 0.0100 0.25 Shallow Concentrated Flow, Woods Forest w/Heavy Litter Kv= 2.5 fps 26.1 300 Total DDDJ Enterprises - proposed conditions Type // 24-hr 100-yr Rainfall=6.07" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 25 Summary for Subcatchment 8S: Subcatchment 8 Runoff = 1.37 cfs @ 12.03 hrs, Volume= 0.078 af, Depth= 2.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=6.07" Area (sf) CN Description 7,312 96 Gravel surface, HSG A 7,208 43 Woods/grass comb., Fair, HSG A 1,324 39 >75% Grass cover, Good, HSG A 15,844 67 Weighted Average 15,844 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.1 65 0.0600 0.10 Sheet Flow, Woods Woods: Light underbrush n= 0.400 P2= 2.50" Summary for Reach 1 R: Swale Inflow Area = 0.211 ac, 0.00% Impervious, Inflow Depth = 1.80" for 100-yr event Inflow = 0.35 cfs @ 12.20 hrs, Volume= 0.032 of Outflow = 0.34 cfs @ 12.29 hrs, Volume= 0.032 af, Atten= 3%, Lag= 5.5 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Max. Velocity= 0.80 fps, Min. Travel Time= 3.1 min Avg. Velocity = 0.30 fps, Avg. Travel Time= 8.3 min Peak Storage= 63 cf @ 12.24 hrs Average Depth at Peak Storage= 0.29' Bank-Full Depth= 1.00' Flow Area= 2.7 sf, Capacity= 4.58 cfs 4.00' x 1.00' deep Parabolic Channel, n= 0.022 Earth, clean & straight Length= 150.0' Slope= 0.0013 '/' Inlet Invert= 383.20', Outlet Invert= 383.00' Summary for Reach DP-1: Design Point 1 Inflow Area = 0.614 ac, 0.00% Impervious, Inflow Depth = 0.64" for 100-yr event Inflow = 0.31 cfs @ 12.09 hrs, Volume= 0.033 of Outflow = 0.31 cfs @ 12.09 hrs, Volume= 0.033 af, Atten= 0%, Lag= 0.0 min DDDJ Enterprises - proposed conditions Type // 24-hr 100-yr Rainfall=6.07" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 26 Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-2: Design Point 2 Inflow Area = 0.644 ac, 21.40% Impervious, Inflow Depth = 0.10" for 100-yr event Inflow = 0.06 cfs @ 12.05 hrs, Volume= 0.005 of Outflow = 0.06 cfs @ 12.05 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-3: Design Point 3 Inflow Area = 1.559 ac, 2.94% Impervious, Inflow Depth = 0.83" for 100-yr event Inflow = 0.98 cfs @ 12.23 hrs, Volume= 0.108 of Outflow = 0.98 cfs @ 12.23 hrs, Volume= 0.108 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-4: Design Point 4 Inflow Area = 1.998 ac, 0.00% Impervious, Inflow Depth = 0.90" for 100-yr event Inflow = 1.13 cfs @ 12.26 hrs, Volume= 0.149 of Outflow = 1.13 cfs @ 12.26 hrs, Volume= 0.149 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Reach DP-5: Design Point 5 Inflow Area = 0.364 ac, 0.00% Impervious, Inflow Depth = 2.58" for 100-yr event Inflow = 1.37 cfs @ 12.03 hrs, Volume= 0.078 of Outflow = 1.37 cfs @ 12.03 hrs, Volume= 0.078 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Summary for Pond 1 P: Open Basin Inflow Area = 0.401 ac, 11.45% Impervious, Inflow Depth = 2.40" for 100-yr event Inflow = 1.89 cfs @ 11.93 hrs, Volume= 0.080 of Outflow = 0.36 cfs @ 12.07 hrs, Volume= 0.080 af, Atten= 81%, Lag= 8.4 min Discarded = 0.36 cfs @ 12.07 hrs, Volume= 0.080 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 391.11' @ 12.07 hrs Surf.Area= 2,052 sf Storage= 1,214 cf Plug-Flow detention time= 49.3 min calculated for 0.080 of(100% of inflow) Center-of-Mass det. time= 49.4 min ( 891.9 - 842.5 ) DDDJ Enterprises - proposed conditions Type // 24-hr 100-yr Rainfall=6.07" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 27 Volume Invert Avail.Storage Storage Description #1 390.00' 3,967 cf Surface Detention (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 390.00 0 0 0 391.00 1,776 888 888 392.00 4,381 3,079 3,967 Device Routing Invert Outlet Devices #1 Discarded 390.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 391.75' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded OutFlow Max=0.36 cfs @ 12.07 hrs HW=391.10' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.36 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=390.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Summary for Pond 2P: Open Basin Inflow Area = 0.553 ac, 24.89% Impervious, Inflow Depth = 2.05" for 100-yr event Inflow = 2.22 cfs @ 11.93 hrs, Volume= 0.095 of Outflow = 0.43 cfs @ 12.07 hrs, Volume= 0.095 af, Atten= 81%, Lag= 8.2 min Discarded = 0.43 cfs @ 12.07 hrs, Volume= 0.095 of Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 391.05' @ 12.07 hrs Surf.Area= 2,465 sf Storage= 1,354 cf Plug-Flow detention time= 48.3 min calculated for 0.095 of(100% of inflow) Center-of-Mass det. time= 48.5 min ( 901.1 - 852.6 ) Volume Invert Avail.Storage Storage Description #1 390.00' 4,645 cf Surface Detention (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 390.00 0 0 0 391.00 2,349 1,175 1,175 392.00 4,591 3,470 4,645 Device Routing Invert Outlet Devices #1 Discarded 390.00' 7.500 in/hr Exfiltration over Surface area #2 Primary 391.75' 10.0' long x 2.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 DDDJ Enterprises - proposed conditions Type // 24-hr 100-yr Rainfall=6.07" Prepared by Kevin L. Hastings, PE Printed 2/15/2017 HydroCADO 10.00-19 s/n 02365 ©2016 HydroCAD Software Solutions LLC Page 28 Coef. (English) 2.54 2.61 2.61 2.60 2.66 2.70 2.77 2.89 2.88 2.85 3.07 3.20 3.32 Discarded Outflow Max=0.43 cfs @ 12.07 hrs HW=391.05' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.43 cfs) Primary Outflow Max=0.00 cfs @ 0.00 hrs HW=390.00' (Free Discharge) L2=Broad-Crested Rectangular Weir( Controls 0.00 cfs) Appendix C Soils Mapping "A" MRCS Soil Resource Reports Z Z 00896Lb OOL96Lb 00996Lb 00996Lb ODKI)6Lb 00£96Lb OOZ96Lb 00696Lb 00096Lb w O O n • / /�y N d i v f Y ire g z Un > U) Ln o .N o Q > w c) Q -0 O t�aJ L CL m zc m oo o z � g �Lf) In g xi N - o N tRb o U N e ,°� o d O 10. 7 N C cn z Q Z U 00896Lb OOL96Lb 00996Lb OD996Lb ODKI)6Lb 00£96Lb OOZ96Lb 00696Lb 00096Lb z z � 2 0 0 N N y N U _ 7 y m U U) y m u! m 0 m a) N m N N 10 0 O O_ U D U p (6 U) 3 C � 0 y � m � y � E ° m o a) 2 E a) p m 0 O a) 6 U) w 6 N — a- U N O C CL o) E > 25; U m O m E Z o m — `6 0 u) a, m a U � � m O o m m m m ao Q U o a) m Ea) Y a) y E m w 3 U) a) (7 O N Z o o n E u) o a y a) o Q y U a) o m N o > O m c a a) U) m Q o Q U) E U w m m w o w 0 O N m m a) Q m m� ami s U) c p U) Z Q a) 0 0Q -0 o m aa) m 2 m m � � 0 C.: i� m o 70can-O >. > = O O a) O O U >, co: .2 U O 7 (O C O >, m N z a) a) — m o u) a) a) 0 � E a) 0 u) s -0 a) Z w -0 .m 0 a) o °� m 0 - U m Q E a) -0 a) y o m o m a) `m CL o 0 a� 0 N m >a' =_ L o Qom_ N Q U ) - m U 3 J > ) N Q'C O N — N q) O -0 0 0 m E Q 0 0 m m w Q m a) n m (1) o N 0 -0 0 m a) z E OU m m .O a) a) m m -0 y m E y > °? s m --(,u ns m m a`)rn E `o 2) a) � L 'o m m ate) y 0 C 3 U m .o Q m m s m E U a) m E rn E U °? E m o `o a) Q m W E a) .S o — m a m 0 � � o 0 0 °) m N a) a) o o c0i a) °? o > 3 > m o a) 0) y rn C m y y 2 U y N m 0- a) U a) E o y 0 o ' a) a) N E m vii ami m m m m o Q.a? a) c3i w — — p N m E m� s - ' o U °) a) o a) o m o y U !E o o LP m s 0 s H � S w E — U w a E u) C) 2 Q o Q m H o U U U U . U) Y } a) a) ) Z .-. � > a) ) O > U a) U J '— � m a) w U) a) 0- > U m o aa)) U r m Q m C- a a a o � T a) � 2 y a -yo O m 'p a) Q 0 0 J N a) .0. O O L Z U Q ° m E m 0 a o ° R m O N L y a U U) in > O cn in g J .a Q � R C Q R 0 p N O O Z " Wma) G u W ?� J y CL 0CL y o aU) o o o N QCL a O Q Q O ° o `wo Y Qo ao m Q Q O o , a)O Q O y 3 a LL 3o > > So aRwoco o00 o m na) O m R a) O O Q a m U) U) U) in U) U) w a R R y l �, � L l) O O o a Q y y ,O > L L 7 N w 0 r0 O Z U I�R� Soil Map—Warren County, New York DDDJ Enterprises Map Unit Legend Warren County,New York(NY113) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI OaA Oakville loamy fine sand,0 to 41.9 33.3% 3 percent slopes OaB Oakville loamy fine sand,3 to 70.9 56.3% 8 percent slopes OaC Oakville loamy fine sand,8 to 13.1 10.4% 15 percent slopes Totals for Area of Interest 125.9 100.0% USIA Natural Resources Web Soil Survey 2/15/2017 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description: Oakville loamy fine sand,3 to 8 percent slopes---Warren County, New DDDJ Enterprises York Warren County, New York OaB—Oakville loamy fine sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 9xxd Elevation: 600 to 1,200 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 45 to 48 degrees F Frost-free period: 110 to 160 days Farmland classification: All areas are prime farmland Map Unit Composition Oakville and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Oakville Setting Landform: Deltas, outwash plains, terraces Landform position (two-dimensional): Summit Landform position (three-dimensional): Tread Down-slope shape: Convex Across-slope shape: Convex Parent material: Sandy eolian, beach ridge, or glaciofluvial deposits Typical profile H1 -0 to 8 inches: loamy fine sand H2-8 to 27 inches: sand H3-27 to 60 inches: sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Capacity of the most limiting layer to transmit water(Ksat): High to very high (5.95 to 19.98 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Low (about 4.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No USDA Natural Resources Web Soil Survey 2/15/2017 ++� Conservation Service National Cooperative Soil Survey Pagel of 2 Map Unit Description: Oakville loamy fine sand,3 to 8 percent slopes---Warren County, New DDDJ Enterprises York Minor Components Tioga Percent of map unit: 4 percent Hydric soil rating: No Elnora Percent of map unit: 3 percent Hydric soil rating: No Hinckley Percent of map unit: 3 percent Hydric soil rating: No Data Source Information Soil Survey Area: Warren County, New York Survey Area Data: Version 16, Sep 24, 2016 USDA Natural Resources Web Soil Survey 2/15/2017 ++� Conservation Service National Cooperative Soil Survey Page 2 of 2 Appendix D Water Quality Volume Calculations Appendix E Stormwater Maintenance Agreement