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HomeMy WebLinkAboutDrainage Report 05-19-00 9, 31 1 1 /*bp" Ok /49',120,,, 9'A ttOr � ,64: 1 DRAINAGE DESIGN REPORT of v 6 S FOR CARMEL, INDIANA V° \(\3 Prepared for: (4(3-'1 (»e� Pulte Homes of Indiana 11711 N. Pennsylvania St. suite 190 Carmel, Indiana 46032 IIIPrepared by: Paul I. Cripe, Inc. 7172 Graham Road Indianapolis, Indiana 46250 (317)..842-6777 \`��u�.,a�0""u ii.itufn.,„ R� J. , GAP KF! %.4'Q\ •',\STE,q,• <A.,. I `4-c" No. ,... Ce lie. By: fa PE19500055) / / . STATE OF / l - 0 / /1r: lli'ku/ONAI. Richar• J. K: P.E. "1/1111,11111!,,tttr"".. INDIA ARE'. 0. 9500055 DRAINAGE DESIGN REPORT FOR Parkside Preserve TABLE OF CONTENTS 1 .0 Introduction 3 1.1 Project Description 3 1.2 Scope of Report 3 1.3 Existing Conditions 3 2.0 Hydrologic Method 4 2.1 Rainfall 4 2.2 Software 4 3.0 Pre-Developed Drainage Analysis 4 4.0 Post-Developed Drainage Analysis 5 4.1 Pond Design 5 5.0 Comparison of Pre and Post-Developed Peak Discharges 6 6.0 Conclusions 6 Appendix A — Pre-Developed Drainage Analysis Appendix B — Post-Developed Drainage Analysis Appendix D — Long Branch Floodway Study Appendix E — Maps Exhibit One — Pre-Developed Drainage Basin Map Exhibit Two — Post-Developed Drainage Basin Map Exhibit Three — Offsite Map Exhibit Four — Soils Map 1.0 Introduction This report outlines the design of the storm water management system to serve Parkside Preserve at 116th Street and Shelborne Road. The scope of the report is to identify the design parameters for the storm water detention pond(s) that will serve the residential development and to size the proposed storm sewer pipes. The project is located within Hamilton county and is therefore subject to the design requirements of the Hamilton county Drainage Ordinance. 1.1 Project Description The proposed Development will be located on a 119.62-acre tract bounded by Shelborne Road to the east, 116th Street to the south, A private residence to the west, and 121st Street to the north. The project being undertaken by the Pulte Homes of Indiana will consist of the development of 150 single-family homes on 119.6 acres. 1.2 Scope of Report This report summarizes the design for the overall storm water management system for the entirety of the project which consists of five wet detention ponds. The ponds will be constructed as the project progresses and sections are developed and constructed. Pond 1 will be constructed under Section One of the Parkside Preserve project. However, the design parameters for all six the ponds are detailed in this report in order to determine the overall detention requirements for Parkside Preserve. 1.3 Existing Conditions The 119.62-acre site is undeveloped with the majority of the land used for farming. The FIRM Map Panel No. 180081-0006 C Effective Date of May, 19, 1981 indicates that an unstudied Flood Zone A encompasses the low-lying land along the course of the Long Branch which meanders through the project. On-site soils consist of Brookston, Crosby, and Miami. The site is rolling with a majority of runoff discharged to Long Branch Creek via overland flow. 2.0 Hydrologic Method The method used to generate runoff from the existing and proposed watersheds is the SCS unit hydrograph method of determining the peak flows that regulate the volume of retention pond needed. Factors involved in the use of this method are the area of the watershed or basin, the runoff coefficient (CN) and the time of concentration (Tc). The basin area is measured off the plans and survey. The runoff coefficient is estimated based on the proposed land use conditions and the types of soils. The time of concentration is determined from surface conditions and the slope of terrain. 2.1 Rainfall Distribution The SCS 24-hour Type II Rainfall Distribution is used to calculate pre-developed peak flows and to size the detention ponds. 2.2 Software After the input data and rainfall have been estimated, PondPack v7, a hydraulic modeling program, is used to determine the peak flows and volumes using the SCS TR- 55 unit hydrograph method. PondPack v7 generates an individual hydrograph for each basin and then the hydrographs can be added to generate runoff flows for ponds or to points of interest. PondPack v7 has a built-in time-of-concentration calculator with a minimum Tc of 5 minutes. 3.0 Pre-Developed Drainage Analysis The project site has been divided into 12 Pre-developed basins. Offsite contributions are identified as well. However, offsite runoff is omitted from the analysis since runoff from these offsite areas will be "passed through" the site via drainage ways and discharged directly to the creek. The peak discharge for each drainage basin for the 10-year storm has been calculated. Approximatley 30.3 acres of on-site area will not be disturbed nor developed under the project. These areas are shown on the Pre-Developed Drainage Basins Map and have been omitted from the analysis since they will remain undeveloped. The total on-site contribution from the remaining portion of Parkside Preserve to be developed for the 10-year 24-hour storm event is 137.0 cfs and for the 2-year 24-hour event is 69.6 cfs. Based upon these peak flows, the allowable peak discharge from a post-developed 100-year storm event is 137.01 cfs (on-site pre-developed 10-year peak). Also, based upon these peak flows, the allowable peak discharge from a post- developed 10-year storm event is 69.55 cfs (on-site pre-developed 2-year peak). 4.0 Post-Developed Drainage Analysis The post-developed drainage analysis consists of the design of six detention ponds. 4.1 Pond Design The six detention ponds are designed to provide adequate storage volume to release a post-developed storm at acceptable rates in accordance with the requirements of the Hamilton County Surveyor's Office. More specifically, to release the post-developed 100-year event at the peak pre-developed 10-year rate and the post-developed 10-year event at the pre-developed 2-year rate. The design of the ponds accounts for the full development of Parkside Preserve a residential subdivision. Some areas of the development will directly discharge to Long Branch Creek as shown on the post-developed drainage map. The ponds have been sized to compensate for these direct discharges through over-retention. The overall design provides sufficient storage volume to release the combination of "stored" and "direct discharged" runoff at the pre-developed 10-year rate. The stormwater management system serves only that portion of the site to be developed (approx 89.3 acres). Each pond will outlet through a single culvert structure except for pond 1 which will outlet through a multi-staged discharge structure with a low-flow orifice and high-flow culvert and will be routed directly to the creek. The following summarizes the peak flow rates released from the on-site areas to be directly discharged and the release rates of the ponds during the 100-year 24-hour post- developed and 10-year 24-hour storm events: 100-year Direct Discharge (Developed areas only): 58.43 cfs 100-year Peak Rate from Pond 1: 8.97 cfs 100-year Peak Rate from Pond 2: 7.91 cfs 100-year Peak Rate from Pond 3: 33.01 cfs 100-year Peak Rate from Pond 4: 5.22cfs 100-year Peak Rate from Pond 5: 3.24 cfs 100-year Peak Rate from Pond 6: 2.66 cfs 10-year Direct Discharge (Developed areas only): 34.5 cfs 10-year Peak Rate from Pond 1: 5.28 cfs, 10-year Peak Rate from Pond 2: 3.93 cfs 10-year Peak Rate from Pond 3: 18.98 cfs 10-year Peak Rate from Pond 4: 3.90 cfs 10-year Peak Rate from Pond 5: 2.28 cfs 10-year Peak Rate from Pond 6: 1.47 cfs 5.0 Comparison of Pre and Post-Developed Peak Discharge The following summary compares the total discharge from the ponds and direct discharge areas during the 100-year and 10-year post-developed events to the allowable release rate of the 10-year and 2-year pre-developed events. Pre-developed 10-yr peak rate = 137.01 cfs Post-developed 100-yr from ponds and direct discharge areas = 119.44 cfs Pre-developed 2-yr peak rate = 69.55 cfs Post-developed 10-yr from ponds and direct discharge areas = 70.34 cfs 6.0 Conclusions The six proposed detention ponds are designed to provide sufficient storage volume to release the post-developed runoff at an acceptable rate as dictated by the Hamilton County Surveyor's Office. The runoff associated with a post-developed 100 year storm event is retained to release at a peak rate below the pre-developed 10 year rate. Also, the runoff associated with a post-developed 10 year storm event is retained to release at a peak rate below the pre-developed 2 year rate. APPENDIX A PRE-DEVELOPED DRAINAGE ANALYSIS Basin X01 I Symbol Name Type Cover Type Area/% CN CN x(Area/%) Br Brookston-silty clay loam B/D Pasture 16 90 1440 CrA Crosby silt loam,0-3%slopes C Pasture/Fallow 18 81 1458 MmB2 Miami silt loam,2-6%slopes B Pasture 4 61 244 MmC2 Miami silt loam,6-12%slopes B Pasture 8 83 664 MoC3 Miami clay loam,6-12%slopes,severely eroded B Pasture 20 61 1220 MoD3 Miami clay loam,12-18%slopes,severely eroded B Pasture 4 61 244 Sh Shoals silt loam C Pasture 30 65 1950 Sx Sloan silty clay loam,sandy substratum B/D Pasture 80 0 100 1-----=- Composite 220Composite CN Value= 72 Basin X02 I Symbol Name Type Cover Type Area/% CN CN x(Area/%) Br Brookston-silty clay loam B/D Fallow-Crop residue 24 90 2160 Br Brookston-silty clay loam B/D Woods 34 79 2686 CrA Crosby silt loam,0-3%slopes C Fallow-Crop residue 21 88 1848 CrA Crosby silt loam,0-3%slopes C Woods 12 72 864 MmC2 Miami silt loam,6-12%slopes B Woods 8 58 464 Sx Sloan silty clay loam,sandy substratum B/D Fallow-Crop residue 1 90 90 100 8112 Composite CN Value= 81 Basin X03 I Symbol Name Type Cover Type Area/% CN CN x(Area/%) Br Brookston-silty clay loam B/D 0 CrA Crosby silt loam,0-3%slopes C Fallow-Crop residue 52 88 4576 MmB2 Miami silt loam,2-6%slopes B 0 MmC2 Miami silt loam,6-12%slopes B Fallow-Crop residue 48 83 3984 MoC3 Miami clay loam,6-12%slopes,severely eroded B 0 MoD3 Miami clay loam,12-18%slopes,severely eroded B 0 Sh Shoals silt loam C 0 Sx Sloan silty clay loam,sandy substratum B/D 0 100 8560 Composite CN Value= 86 Basin X04 I Symbol Name Type Cover Type Area/% CN CN x(Area/%) Br Brookston-silty clay loam B/D Fallow-Crop residue 48 90 4320 CrA Crosby silt loam,0-3%slopes C Fallow-Crop residue 52 88 4576 MmB2 Miami silt loam,2-6%slopes B 0 MmC2 Miami silt loam,6-12%slopes B 0 MoC3 Miami clay loam,6-12%slopes,severely eroded B 0 MoD3 Miami clay loam, 12-18%slopes,severely eroded B 0 Sh Shoals silt loam C 0 Sx Sloan silty clay loam,sandy substratum B/D 0 100 8896 Composite CN Value= 89 Basin X05 I Symbol Name Type Cover Type Area/% CN CN x(Area/%) Br Brookston-silty clay loam B/D Fallow-Crop residue 56 90 5040 CrA Crosby silt loam,0-3%slopes C Fallow-Crop residue 44 88 3872 MmB2 Miami silt loam,2-6%slopes B 0 MmC2 Miami silt loam,6-12%slopes B 0 MoC3 Miami clay loam,6-12%slopes,severely eroded B 0 MoD3 Miami clay loam,12-18%slopes,severely eroded B 0 Sh Shoals silt loam C 0 Sx Sloan silty clay loam,sandy substratum B/D 0 100 8912 Composite CN Value= 89 Basin X06 i Symbol Name Type Cover Type Area/% CN CN x(Area/%) Br Brookston-silty clay loam B/D Fallow-Crop residue 24 90 2160 CrA C Fallow-Crop residue 64 88 5632 MmB2 Miami silt loam,2-6%slopes B Fallow-Crop residue 12 83 996 MmC2 Miami silt loam,6-12%slopes B 0 MoC3 Miami clay loam,6-12%slopes,severely eroded B 0 MoD3 Miami clay loam,12-18%slopes,severely eroded B 0 Sh Shoals silt loam C 0 Sx Sloan silty clay loam,sandy substratum B/D 0 100 8788 Composite CN Value= 88 Basin X07 I Symbol Name Type Cover Type Area/% CN CN x(Area/%) Br Brookston-silty clay loam B/D Fallow-Crop residue 24 90 2160 Br Brookston-silty clay loam B/D Pasture 14 80 1120 CrA Crosby silt loam,0-3%slopes C Fallow-Crop residue 4 88 352 MmB2 Miami silt loam,2-6%slopes B Fallow-Crop residue 14 83 1162 MmB2 Miami silt loam,2-6%slopes B Pasture 10 61 610 MoC3 Miami clay loam,6-12%slopes,severely eroded B Fallow-Crop residue 8 83 664 MoC3 Miami clay loam,6-12%slopes,severely eroded B Pasture 20 61 1220 Sh Shoals silt loam C Pasture 6 74 444 100 7732 Composite CN Value= 77 I Basin X08 I Symbol Name Type Cover Type Area/% CN CN x(Area/%) Br Brookston-silty clay loam B/D 0 CrA Crosby silt loam,0-3%slopes C 0 MmB2 Miami silt loam,2-6%slopes B Pasture 28 61 1708 MmC2 Miami silt loam,6-12%slopes B 0 MoC3 Miami clay loam,6-12%slopes,severely eroded B Pasture 48 61 2928 MoD3 Miami clay loam, 12-18%slopes,severely eroded B 0 Sh Shoals silt loam C Pasture 24 74 1776 Sx Sloan silty clay loam,sandy substratum B/D 0 100 6412 Composite CN Value= 64 I Basin X09 I Symbol Name Type Cover Type Area/% CN CN x(Area/%) Br Brookston-silty clay loam B/D 0 CrA Crosby silt loam,0-3%slopes C 0 MmB2 Miami silt loam,2-6%slopes B 0 MmC2 Miami silt loam,6-12%slopes B 0 MoC3 Miami clay loam,6-12%slopes,severely eroded B Pasture 75 61 4575 MoD3 Miami clay loam,12-18%slopes,severely eroded B 0 Sh Shoals silt loam C Pasture 25 65 1625 Sx Sloan silty clay loam,sandy substratum B/D 0 100 6200 Composite CN Value= 62 I Basin X10 I Symbol Name Type Cover Type Area/% CN CN x(Area/%) Br Brookston-silty clay loam B/D Fallow-Crop residue 11 90 990 CrA Crosby silt loam,0-3%slopes C Fallow-Crop residue 19 88 1672 CrA Crosby silt loam,0-3%slopes C Pasture 7 74 518 MmB2 Miami silt loam,2-6%slopes B Fallow-Crop residue 14 83 1162 MmB2 Miami silt loam,2-6%slopes B Pasture 8 61 488 MoC3 Miami clay loam,6-12%slopes,severely eroded B Fallow-Crop residue 13 83 1079 MoC3 Miami clay loam,6-12%slopes,severely eroded B Pasture 21 61 1281 Sx Sloan silty clay loam,sandy substratum B/D Pasture 7 80 560 100 17=--- Composite 750Composite CN Value= 78 I Basin X11 I Symbol Name Type Cover Type Area/% CN CN x(Area/%) Br Brookston-silty clay loam B/D 0 CrA Crosby silt loam,0-3%slopes C 0 MmB2 Miami silt loam,2-6%slopes B Pasture 100 61 6100 MmC2 Miami silt loam,6-12%slopes B 0 MoC3 Miami clay loam,6-12%slopes,severely eroded B 0 MoD3 Miami clay loam,12-18%slopes,severely eroded B 0 Sh Shoals silt loam C 0 Sx Sloan silty clay loam,sandy substratum B/D 0 100 6100 Composite CN Value= 61 Basin X12 I Symbol Name Type Cover Type Area/% CN CN x(Area/%) Br Brookston-silty clay loam B/D Fallow-Crop residue 20 90 1800 CrA Crosby silt loam,0-3%slopes C Fallow-Crop residue 80 88 7040 MmB2 Miami silt loam,2-6%slopes B 0 MmC2 Miami silt loam,6-12%slopes B 0 MoC3 Miami clay loam,6-12%slopes,severely eroded B 0 MoD3 Miami clay loam,12-18%slopes,severely eroded B 0 Sh Shoals silt loam C 0 Sx Sloan silty clay loam,sandy substratum B/D 0 100 8840 Composite CN Value= 88 Determination of Time of Concentration Prepared By:Paul I. Cripe,Inc. Date: 5/18/00 PROJECT No. 980401-20200 PROJECT DESCRIPTION: Pulte Subdivision-116th n Shelborne BASIN Sheet Flow Shallow Concentrated flow Channel Flow X01 segment ID A-B segment ID B-C segment ID C_D Manning's Coeff. 0.00 Flow Length(<300 ft)(ft) 250.00 Flow Length(ft) 596.00 Cross Sec.Area 0.00 Velocity 0.69 Two year 24-hr rainfall (in) 3.00 Slope(ft/ft) 0.029 Wetted Perimeter 0.00 Flow Length 0.00 Land Slope(f/ft) 0.040 Unpaved=l Paved=2 1.00 Hydraulic Radius 0.00 Travel Time(hrs) 0.00 Surface coeff. 0.240 Ave.Velocity 2.72 Channel Slope 0.000 Travel Time(min) 0.00 Travel Time(hrs) 0.39 Travel Time(hrs) 0.06 Total Time [ (hrs) 0.45 Travel Time(min) 23.25 Travel Time(min) 3.65 Total Time f (min) 26.89 BASIN Sheet Flow Shallow Concentrated flow Channel Flow X02 segment ID A-B segment ID B-C segment ID C_D Manning's Coeff. 0.00 Flow Length(<300 ft)(ft) 300.00 Flow Length(ft) 481.00 Cross Sec.Area 0.00 Velocity 0.69 Two year 24-hr rainfall (in) 3.00 Slope(ft/ft) 0.013 Wetted Perimeter 0.00 Flow Length 0.00 Land Slope(ft/ft) 0.013 Unpaved=l Paved= Hydraulic Radius 0.00 Travel Time(hrs) 0.00 Surface coeff. 0.170 Ave.Velocity 1.83 Channel Slope 0.000 Travel Time(min) __ 0.00 Travel Time(hrs) 0.53 Travel Time(hrs) 0.07 Total Time (his) 0.60 Travel Time(min) 31.71 Travel Time(min) 4.39 Total Time I (min) - 36.10 BASIN Sheet Flow Shallow Concentrated flow Channel Flow X03 segment ID A-B segment ID B-C segment ID C_D Manning's Coeff. 0.00 Flow Length(<300 ft)(ft) 275.00 Flow Length(ft) 0.00 Cross Sec.Area 0.00 Velocity 0.69 Two year 24-hr rainfall (in) 3.00 Slope(ft/ft) 0.010 Wetted Perimeter 0.00 Flow Length 0.00 Land Slope(ft/ft) 0.026 Unpaved=l Paved=2 -Hydraulic Radius 0.00 Travel Time(hrs) 0.00 Surface coeff. 0.170 Ave.Velocity 1.61 Channel Slope 0.000 Travel Time(min) 0.00 Travel Time(hrs) 0.38 Travel Time(hrs) 0.00 Total Time (hrs) 0.38 Travel Time(min) 22.80 Travel Time(min) 0.00 Total Time (min) 22.80 BASIN Sheet Flow Shallow Concentrated flow Channel Flow X04 segment ID A-B segment ID B-C segment ID C_D Manning's Coeff. 0.00 Flow Length(<i00 ft)(ft) 300.00 Flow Length(ft) 104.00 Cross Sec.Area 0.00 Velocity 0.69 Two year 24-hr rainfall (in) 3.00 Slope(ft/ft) 0.019 Wetted Perimeter 0.00 Flow Length 0.00 Land Slope(ft/ft) 0.024 Unpaved=l Paved= 71707 Hydraulic Radius 0.00 Travel Time(hrs) 0.00 Surface coeff. 0.170 Ave.Velocity 2.24 Channel Slope 0.000 Travel Time(min) - 0.00 Travel Time(hrs) 0.42 Travel Time(hrs) 0.01 Total Time (hrs) 0.43 Travel Time(min) 25.04 Travel Time(min) 0.78 Total Time (min) 25.82 BASIN Sheet Flow Shallow Concentrated flow Channel Flow X05 segment ID A-B segment ID B-C segment ID C_D Manning's Coeff. 0.00 Flow Length(<300 ft)(ft) 279.00 Flow Length(ft) 0.00 Cross Sec.Area 0.00 Velocity 0.69 Two year 24-hr rainfall (in) 3.00 Slope(ft/ft) 0.000 Wetted Perimeter 0.00 Flow Length 0.00 Land Slope(ft/ft) 0.019 Unpaved=1 Paved=c 1.00 Hydraulic Radius 0.00 Travel Time(hrs) 0.00 Surface coeff. 0.170 Ave.Velocity 0.16 Channel Slope 0.000 Travel Time(min) 0.00 Travel Time(hrs) 0.44 Travel Time(hrs) 0.00 Total Time (hrs) 0 Travel Time(min) 26.11 Travel Time(min) 0.00 Total Time (min)s .4426.11 BASIN Sheet Flow Shallow Concentrated flow Channel Flow X06 segment ID A-B segment ID B-C segment ID C_D Manning's Coeff. 0.00 Flow Length(<i00 ft)(ft) 300.00_Flow Length(ft) 319.00 Cross Sec.Area 0.00 Velocity 0.69 Two year 24-hr rainfall (in) 3.00 Slope(ft/ft) 0.008 Wetted Perimeter 0.00 Flow Length 0.00 Land Slope(ft/ft) 0.018 Unpaved=l Paved=277.(107 Hydraulic Radius 0.00 Travel Time(hrs) 0.00 Surface coeff. 0.170 Ave.Velocity 1.42 Channel Slope 0.000 Travel Time(min) 0.00 Travel Time(hrs) 0.47 Travel Time(hrs) 0.06 Total Time (hrs) 0.53 Travel Time(min) 27.91 Travel Time(min) 3.73 Total Time (min) 31.64 Page 1 Determination of Time of Concentration BASIN%Sheet Flow Shallow Concentrated flow IChannel Flow X07 'segment ID A-B segment ID B-C segment ID C_D Manning's Coeff. 0.00 Flow Length(<300 ft)(ft) 300.00 Flow Length(ft) 946.00 Cross Sec.Area 0.00 Velocity 0.69 Two year 24-hr rainfall (in) 3.00 Slope(ft/ft) 0.028 Wetted Perimeter 0.00 Flow Length _ 0.00 Land Slope(ft/ft) 0.017 Unpaved=l Paved=-'1761-Hydraulic Radius 0.00 Travel Time(hrs) 0.00 Surface coeff. 0.170 Ave.Velocity 2.70 Channel Slope 0.000 Travel Time(min) 0.00 Travel Time(hrs) 0.48 Travel Time(his) 0.10 Total Time (hrs) 0.58 4 Travel Time(min) 28.95 Travel Time(min) 5.83 Total Time I (min) 34.78 BASIN Sheet Flow Shallow Concentrated flow Channel Flow X08 segment ID A-B segment ID B-C segment ID C_D Manning's Coeff. 0.00 Flow Length(<300 ft)(ft) 300.00 Flow Length(ft) 93.00 Cross Sec.Area 0.00 Velocity 0.69 Two year 24-hr rainfall (in) 3.00 Slope(ft/ft) 0.050 Wetted Perimeter 0.00 Flow Length 0.00 Land Slope(ft/ft) 0.043 Unpaved=l Paved= Hydraulic Radius 0.00 Travel Time(hrs) 0.00 Surface coeff. 0.240 Ave.Velocity 3.59 Channel Slope 0.000 Travel Time(min) 0.00 Travel Time(hrs) 0.43 Travel Time(his) 0.01 Total Time (hrs) 0.44 Travel Time(min) ' 26.06 Travel Time(min) 0.43 Total Time (min) 26.49 BASIN Sheet Flow Shallow Concentrated flow Channel Flow X09 segment ID A-B segment ID B-C segment ID C_D Manning's Coeff. 0.00 Flow Length(<300 ft)(ft) 300.00 Flow Length(ft) 52.00 Cross Sec.Area 0.00 Velocity 0.69 Two year 24-hr rainfall (in) 3.00 Slope(ft/ft) 0.019 Wetted Perimeter 0.00 Flow Length 0.00 Land Slope(ft/ft) 0.073 Unpaved=l Paved= Hydraulic Radius 0.00 Travel Time(hrs) 0.00 Surface coeff. 0.240 Ave.Velocity 2.24 Channel Slope 0.000 Travel Time(min) 0.00 Travel Time(hrs) 0.35 Travel Time(hrs) 0.01 Total Time J (firs)..:. 0.36..., Travel Time(min) 21.11 Travel Time(min) 0.39 Total Time I (min) 21.50 BASIN Sheet Flow Shallow Concentrated flow Channel Flow X10 segment ID A-B segment ID B-C segment ID C_D Manning's Coeff. 0.00 Flow Length(<300 ft)(ft) 300.00 Flow Length(ft) 1106.00 Cross Sec.Area 0.00 Velocity 0.69 Two year 24-hr rainfall(in) 3.00 Slope(ft/ft) 0.020 Wetted Perimeter 0.00 Flow Length 0.00 Land Slope(ft/ft) 0.018 Unpaved=l Paved=. Hydraulic Radius 0.00 Travel Time(firs) 0.00 Surface coeff. 0.200 Ave.Velocity 2.28 Channel Slope 0.000 Travel Time(min) 0.00 Travel Time(hrs) 0.53 Travel Time(hrs) 0.13 Total Time (hrs) 0.66 Travel Time(min) 31.79 Travel Time(min) 8.10 Total Time (min) ..39.88 39.88 BASIN Sheet Flow Shallow Concentrated flow Channel Flow X11 segment ID A-B segment ID B-C segment ID C_D Manning's Coeff 0.00 Flow Length(<300 ft)(ft) 300.00 Flow Length(ft) 675.00 Cross Sec.Area 0.00 Velocity 0.69 Two year 24-hr rainfall (in) 3.00 Slope(ft/ft) 0.036 Wetted Perimeter 0.00 Flow Length 0.00 Land Slope(fVft) 0.014 Unpaved=l Paved= Hydraulic Radius 0.00 Travel Time(hrs) 0.00 Surface coeff. 0.170 /Ave.Velocity 3.07 Channel Slope 0.000 Travel Time(min) 0.00 Travel Time(firs) 0.52 Travel Time(firs) 0.06 Total Time r (firs) 0.58 Travel Time(min) 31.34 Travel Time(min) 3.66 Total Time T. (min) 35.00 BASIN Sheet Flow Shallow Concentrated flow Channel Flow X12 segment ID A-B segment ID B-C segment ID C D Manning's Coeff. 0.00 Flow Length(<300 ft)(ft) 300.00 Flow Length(ft) 140.00 Cross Sec.Area .-- 0.69 Two year 24-hr rainfall (in) 3.00 Slope(ft/ft) 0.011 Wetted Perimeter 0.00 Flow Length 0.00 Land Slope(fVft) 0.013 Unpaved=l Paved=Z 1.00 ,Hydraulic Radius 0.00 Travel Time(hrs) 0.00 Surface coeff. 0.170 Ave.Velocity 1.72 Channel Slope 0.000 h. Travel Time(min) 0.00 Travel Time(hrs) 0.53 Travel Time(hrs) 0.02 Total Time (hrs) 0.55_ Travel Time(min) 31.71 Travel Time(min) 1.35 Total Time (min) 33.07 Page 2 Job File: 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Rain Dir: C:\NAESTAD\PPKW\RAINFALL\ JOB TITLE Pre-Developed Conditions Parkside Preserve Pulte Project at 116th St and Shelborne Rd. S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Table of Contents i Table of Contents ******************** NETWORK SUMMARIES ********************* Watershed Pre. .2 Executive Summary (Nodes) 1.01 Executive Summary (Links) 1.02 Watershed Pre.10 Executive Summary (Nodes) 1.04 Executive Summary (Links) 1.05 Watershed Pre100 Executive Summary (Nodes) 1.07 Executive Summary (Links) 1.08 Network Calcs Sequence 1.10 ****************** DESIGN STORMS SUMMARY ******************* Type II 24 hr. . . Design Storms 2.01 ********************** RAINFALL DATA *********************** Typell 24hr. . . . Pre. .2 Synthetic Curve 3.01 Synthetic Cumulative Depth 3.03 Typell 24hr. . . . Pre.10 Synthetic Curve 3.05 Synthetic Cumulative Depth 3.07 TypelI 24hr. . . . Pre100 Synthetic Curve 3.09 Synthetic Cumulative Depth 3.11 ******************** RUNOFF HYDROGRAPHS ******************** PRE X12 Pre. .2 SCS Unit Hyd. Summary 4.01 S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Table of Contents Table of Contents (continued) PRE X12 Pre.10 SCS Unit Hyd. Summary 4.02 PRE X12 Pre100 SCS Unit Hyd. Summary 4.03 PRE-X01 Pre. .2 SCS Unit Hyd. Summary 4.04 PRE-X01 Pre.10 SCS Unit Hyd. Summary 4.05 PRE-X01 Pre100 SCS Unit Hyd. Summary 4.06 PRE-X02 Pre. .2 SC5 Unit Hyd. Summary 4.07 PRE-X02 Pre.10 SCS Unit Hyd. Summary 4.08 PRE-X02 Pre100 SCS Unit Hyd. Summary 4.09 PRE-X03 Pre. .2 SCS Unit Hyd. Summary 4.10 PRE-X03 Pre.10 SCS Unit Hyd. Summary 4.11 PRE-X03 Pre100 SCS Unit Hyd. Summary 4.12 PRE-X04 Pre. .2 SCS Unit Hyd. Summary 4.13 PRE-X04 Pre.10 SCS Unit Hyd. Summary 4.14 PRE-X04 Pre100 SCS Unit Hyd. Summary 4.15 PRE-X05 Pre. .2 SCS Unit Hyd. Summary 4.16 PRE-X05 Pre.10 SCS Unit Hyd. Summary 4.17 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Table of Contents iii Table of Contents (continued) PRE-X05 Pre100 SCS Unit Hyd. Summary 4.18 PRE-X06 Pre. .2 SCS Unit Hyd. Summary 4.19 PRE-X06 Pre.10 SCS Unit Hyd. Summary 4.20 PRE-X06 Pre100 SCS Unit Hyd. Summary 4.21 PRE-X07 Pre. .2 SCS Unit Hyd. Summary 4.22 PRE-X07 Pre.10 SCS Unit Hyd. Summary 4.23 PRE-X07 Pre100 SCS Unit Hyd. Summary 4. 24 PRE-X08 Pre. .2 SCS Unit Hyd. Summary 4.25 PRE-X08 Pre.10 SCS Unit Hyd. Summary 4.26 PRE-X08 Pre100 SCS Unit Hyd. Summary 4.27 PRE-X09 Pre. .2 SCS Unit Hyd. Summary 4.28 PRE-X09 Pre.10 SCS Unit Hyd. Summary 4.29 PRE-X09 Pre100 SCS Unit Hyd. Summary 4.30 PRE-X10 Pre. .2 SCS Unit Hyd. Summary 4.31 PRE-X10 Pre.10 SCS Unit Hyd. Summary 4.32 PRE-X10 Pre100 SCS Unit Hyd. Summary 4.33 S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Table of Contents iv Table of Contents (continued) PRE-X11 Pre. .2 SCS Unit Hyd. Summary 4.34 PRE-X11 Pre.10 SCS Unit Hyd. Summary 4.35 PRE-X11 Pre100 SCS Unit Hyd. Summary 4.36 S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . Executive Summary (Nodes) Page 1 .01 Name. . . . Watershed Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre. . 2 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Pre. . 2 Description: Type II 2 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES .RNF TypeII 24hr Storm Frequency = 2 yr Total Rainfall Depth= 2.9500 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. min cfs ft Outfall OUT X01 JCT 2.244 732.00 21 .53 Outfall OUT X02 JCT 2.264 735.00 19.87 Outfall OUT X03 JCT .144 726.00 1 .72 Outfall OUT X04 JCT .015 714.00 . 28 Outfall OUT X05 JCT .275 729.00 3 .02 Outfall OUT X06 JCT .807 732 .00 7.88 Outfall OUT X07 JCT .987 735 .00 8 . 56 Outfall OUT X08 JCT .038 732.00 . 28 Outfall OUT X09 JCT .010 729.00 .09 Outfall OUT X10 JCT 1.135 738 .00 9.10 Outfall OUT X11 JCT .001 717.00 .01 Outfall OUT X12 JCT .013 714.00 .23 PRE X12 AREA .013 714.00 . 23 PRE-X01 AREA 2.244 732.00 21 .53 PRE-X02 AREA 2.264 735 .00 19.87 PRE-X03 AREA .144 726.00 1 .72 PRE-X04 AREA .015 714.00 .28 PRE-X05 AREA .275 729.00 3 .02 PRE-X06 AREA .807 732.00 7.88 PRE-X07 AREA .987 735.00 8 . 56 PRE-X08 AREA .038 732 .00 . 28 PRE-X09 AREA .010 729.00 .09 PRE-X10 AREA 1 . 135 738.00 9. 10 PRE-X11 AREA .001 717.00 .01 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 1.02 Name. . . . Watershed Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre. . 2 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Pre. .2 Description: Type II 2 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES .RNF Typell 24hr Storm Frequency = 2 yr Total Rainfall Depth= 2.9500 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points ADD X01 ADD UN 2. 244 732.00 21. 53 PRE-X01 DL 2. 244 732.00 21. 53 DN 2. 244 732.00 21. 53 OUT X01 ADD X02 ADD UN 2.264 735.00 19.87 PRE-X02 DL 2.264 735.00 19.87 DN 2.264 735.00 19.87 OUT X02 ADD X03 ADD UN . 144 726.00 1.72 PRE-X03 DL . 144 726.00 1.72 DN . 144 726.00 1.72 OUT X03 ADD X04 ADD UN .015 714.00 . 28 PRE-X04 DL .015 714.00 . 28 DN .015 714.00 . 28 OUT X04 ADD X05 ADD UN . 275 729.00 3 .02 PRE-X05 DL . 275 729.00 3.02 DN . 275 729.00 3 .02 OUT X05 ADD X06 ADD UN .807 732.00 7.88 PRE-X06 DL .807 732.00 7.88 DN .807 732.00 7.88 OUT X06 ADD X07 ADD UN .987 735.00 8. 56 PRE-X07 DL .987 735.00 8.56 DN .987 735.00 8. 56 OUT X07 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 1.03 Name. . . . Watershed Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre. .2 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points ADD X08 ADD UN .038 732.00 . 28 PRE-X08 DL .038 732.00 . 28 DN .038 732.00 . 28 OUT X08 ADD X09 ADD UN .010 729.00 .09 PRE-X09 DL .010 729.00 .09 DN .010 729.00 .09 OUT X09 ADD X10 ADD UN 1.135 738.00 9.10 PRE-X10 DL 1 .135 738.00 9.10 DN 1.135 738.00 9.10 OUT X10 ADD X11 ADD UN .001 717.00 .01 PRE-X11 DL .001 717.00 .01 DN .001 717.00 .01 OUT X11 ADD X12 ADD UN .013 714.00 .23 PRE X12 DL .013 714.00 .23 DN .013 714.00 .23 OUT X12 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . Executive Summary (Nodes) Page 1 .04 Name. . . . Watershed Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre.10 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left ; R=Rt; LR=Left & Rt) DEFAULT Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Pre. 10 Description: Type II 10 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES .RNF Typell 24hr Storm Frequency = 10 yr Total Rainfall Depth= 4.2000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. min cfs ft Outfall OUT X01 JCT 4.618 729.00 48. 10 Outfall OUT X02 JCT 4.068 735.00 36.45 Outfall OUT X03 JCT .243 726.00 2 .89 Outfall OUT X04 JCT .025 714.00 .45 Outfall OUT X05 JCT .447 729.00 4.84 Outfall OUT X06 JCT 1.326 732.00 12 .86 Outfall OUT X07 JCT 1.876 735.00 16.98 Outfall OUT X08 JCT .091 732.00 .88 Outfall OUT X09 JCT .024 726.00 . 27 Outfall OUT X10 JCT 2. 126 738.00 17.71 Outfall OUT X11 JCT .003 717.00 .05 Outfall OUT X12 JCT .021 714.00 .37 PRE X12 AREA .021 714.00 . 37 PRE-X01 AREA 4.618 729.00 48 . 10 PRE-X02 AREA 4.068 735.00 36.45 PRE-X03 AREA . 243 726.00 2.89 PRE-X04 AREA .025 714.00 .45 PRE-X05 AREA .447 729.00 4.84 PRE-X06 AREA 1.326 732.00 12 .86 PRE-X07 AREA 1.876 735.00 16.98 PRE-X08 AREA .091 732.00 .88 PRE-X09 AREA .024 726.00 . 27 PRE-X10 AREA 2. 126 738.00 17.71 PRE-X11 AREA .003 717.00 .05 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 1 .05 Name. . . . Watershed Event: 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 .PPW Storm. . . Typell 24hr Tag: Pre.10 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link ; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left ; R=Rt; LR=Left & Rt) DEFAULT Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Pre. 10 Description: Type II 10 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 10 yr Total Rainfall Depth= 4. 2000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points ADD X01 ADD UN 4.618 729.00 48. 10 PRE-X01 DL 4.618 729.00 48. 10 DN 4.618 729.00 48. 10 OUT X01 ADD X02 ADD UN 4.068 735.00 36.45 PRE-X02 DL 4.068 735.00 36.45 DN 4.068 735.00 36.45 OUT X02 ADD X03 ADD UN . 243 726.00 2.89 PRE-X03 DL . 243 726.00 2.89 DN . 243 726.00 2.89 OUT X03 ADD X04 ADD UN .025 714.00 .45 PRE-X04 DL .025 714.00 .45 DN .025 714.00 .45 OUT X04 ADD X05 ADD UN .447 729.00 4.84 PRE-X05 DL .447 729.00 4.84 DN .447 729.00 4.84 OUT X05 ADD X06 ADD UN 1.326 732.00 12.86 PRE-X06 DL 1 .326 732.00 12.86 DN 1.326 732.00 12 .86 OUT X06 ADD X07 ADD UN 1 .876 735.00 16.98 PRE-X07 DL 1 .876 735 .00 16.98 DN 1.876 735 .00 16.98 OUT X07 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 1 .06 Name. . . . Watershed Event : 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . TypelI 24hr Tag: Pre.10 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points ADD X08 ADD UN .091 732.00 .88 PRE-X08 DL .091 732.00 .88 DN .091 732.00 .88 OUT X08 ADD X09 ADD UN .024 726.00 .27 PRE-X09 DL .024 726.00 .27 DN .024 726.00 .27 OUT X09 ADD X10 ADD UN 2. 126 738.00 17.71 PRE-X10 DL 2. 126 738.00 17.71 DN 2.126 738.00 17.71 OUT X10 ADD X11 ADD UN .003 717.00 .05 PRE-X11 DL .003 717.00 .05 DN .003 717.00 .05 OUT X11 ADD X12 ADD UN .021 714.00 .37 PRE X12 DL .021 714.00 .37 DN .021 714.00 .37 OUT X12 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . Executive Summary (Nodes) Page 1 .07 Name. . . . Watershed Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 .PPW Storm. . . Typell 24hr Tag: Pre100 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt ; LR=Left & Rt) DEFAULT Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Pre100 Description: Type II 100 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES .RNF Typell 24hr Storm Frequency = 100 yr Total Rainfall Depth= 5.9000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. min cfs ft Outfall OUT X01 JCT 8.395 729.00 90.26 Outfall OUT X02 JCT 6.735 735 .00 60.40 Outfall OUT X03 JCT .385 726.00 4. 51 Outfall OUT X04 JCT .039 714.00 .68 Outfall OUT X05 JCT .688 729.00 7. 32 Outfall OUT X06 JCT 2.061 732.00 19.68 Outfall OUT X07 JCT 3 .230 732.00 29.65 Outfall OUT X08 JCT .184 729.00 1.93 Outfall OUT X09 JCT .047 726.00 . 59 Outfall OUT X10 JCT 3 .625 738.00 30.47 Outfall OUT X11 JCT .006 717.00 . 12 Outfall OUT X12 JCT .032 714.00 . 55 PRE X12 AREA .032 714.00 . 55 PRE-X01 AREA 8.395 729.00 90. 26 PRE-X02 AREA 6.735 735.00 60.40 PRE-X03 AREA .385 726.00 4. 51 PRE-X04 AREA .039 714.00 .68 PRE-X05 AREA .688 729.00 7.32 PRE-X06 AREA 2.061 732.00 19.68 PRE-X07 AREA 3 .230 732.00 29.65 PRE-X08 AREA .184 729.00 1.93 PRE-X09 AREA .047 726.00 .59 PRE-X10 AREA 3 .625 738.00 30.47 PRE-X11 AREA .006 717.00 . 12 S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 16:05 :03 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 1.08 Name. . . . Watershed Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Prel00 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Pre100 Description: Type II 100 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 100 yr Total Rainfall Depth= 5.9000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points ADD X01 ADD UN 8.395 729.00 90. 26 PRE-X01 DL 8.395 729.00 90. 26 DN 8.395 729.00 90. 26 OUT X01 ADD X02 ADD UN 6.735 735.00 60.40 PRE-X02 DL 6.735 735.00 60.40 DN 6.735 735.00 60.40 OUT X02 ADD X03 ADD UN .385 726.00 4. 51 PRE-X03 DL .385 726.00 4. 51 DN .385 726.00 4. 51 OUT X03 ADD X04 ADD UN .039 714.00 .68 PRE-X04 DL .039 714.00 .68 DN .039 714.00 .68 OUT X04 ADD X05 ADD UN .688 729.00 7.32 PRE-X05 DL .688 729.00 7. 32 DN .688 729.00 7.32 OUT X05 ADD X06 ADD UN 2.061 732.00 19.68 PRE-X06 DL 2.061 732.00 19.68 DN 2.061 732.00 19.68 OUT X06 ADD X07 ADD UN 3 .230 732.00 29.65 PRE-X07 DL 3 . 230 732.00 29.65 DN 3 .230 732.00 29.65 OUT X07 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 1 .09 Name. . . . Watershed Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre100 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left ; R=Rt; LR=Left & Rt) HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun . min cfs End Points ADD X08 ADD UN .184 729.00 1.93 PRE-X08 DL .184 729.00 1 .93 DN .184 729.00 1.93 OUT X08 ADD X09 ADD UN .047 726.00 . 59 PRE-X09 DL .047 726.00 . 59 DN .047 726.00 . 59 OUT X09 ADD X10 ADD UN 3 .625 738.00 30.47 PRE-X10 DL 3 .625 738.00 30.47 DN 3 .625 738.00 30.47 OUT X10 ADD X11 ADD UN .006 717.00 . 12 PRE-X11 DL .006 717.00 .12 DN .006 717.00 .12 OUT X11 ADD X12 ADD UN .032 714.00 . 55 PRE X12 DL .032 714.00 . 55 DN .032 714.00 . 55 OUT X12 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . Network Calcs Sequence Page 1 . 10 Name. . . . Watershed Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre100 NETWORK RUNOFF NODE SEQUENCE Runoff Data Apply to Node Receiving Link SCS UH Pre-X01 Subarea PRE-X01 Add Hyd PRE-X01 SCS UH Pre-X02 Subarea PRE-X02 Add Hyd PRE-X02 SCS UH Pre-X03 Subarea PRE-X03 Add Hyd PRE-X03 SCS UH Pre-X04 Subarea PRE-X04 Add Hyd PRE-X04 SCS UH Pre-X05 Subarea PRE-X05 Add Hyd PRE-X05 SCS UH Pre-X06 Subarea PRE-X06 Add Hyd PRE-X06 SCS UH Pre-X07 Subarea PRE-X07 Add Hyd PRE-X07 SCS UH Pre-X08 Subarea PRE-X08 Add Hyd PRE-X08 SCS UH Pre-X09 Subarea PRE-X09 Add Hyd PRE-X09 SCS UH Pre-X10 Subarea PRE-X10 Add Hyd PRE-X10 SCS UH Pre-X11 Subarea PRE-X11 Add Hyd PRE-X11 SCS UH Pre X12 Subarea PRE X12 Add Hyd PRE X12 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . Network Calcs Sequence Page 1 .11 Name. . . . Watershed Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 .PPW Storm. . . Typell 24hr Tag: Pre100 NETWORK ROUTING SEQUENCE Link Operation UPstream Node DNstream Node Add Hyd ADD X12 Subarea PRE X12 Jct OUT X12 Add Hyd ADD X11 Subarea PRE-X11 Jct OUT X11 Add Hyd ADD X10 Subarea PRE-X10 Jct OUT X10 Add Hyd ADD X09 Subarea PRE-X09 Jct OUT X09 Add Hyd ADD X08 Subarea PRE-X08 Jct OUT X08 Add Hyd ADD X07 Subarea PRE-X07 Jct OUT X07 Add Hyd ADD X06 Subarea PRE-X06 Jct OUT X06 Add Hyd ADD X05 Subarea PRE-X05 Jct OUT XO5 Add Hyd ADD X04 Subarea PRE-X04 Jct OUT X04 Add Hyd ADD X03 Subarea PRE-X03 Jct OUT X03 Add Hyd ADD X02 Subarea PRE-X02 Jct OUT X02 Add Hyd ADD X01 Subarea PRE-X01 Jct OUT X01 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05 :03 Date: 05-18-2000 Type. . . . Design Storms Page 2 .01 Name. . . . Type II 24 hr File. . . . C: \HAESTAD\PPKW\RAINFALL\HAMILTON.RNQ Title. . . Pre-Developed Conditions Parkside Preserve Pulte Project at 116th St and Shelborne Rd. DESIGN STORMS SUMMARY Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Pre. . 2 Description: Type II 2 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES .RNF Typell 24hr Storm Frequency = 2 yr Total Rainfall Depth= 2.9500 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min Storm Tag Name = Pre.10 Description: Type II 10 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypelI 24hr Storm Frequency = 10 yr Total Rainfall Depth= 4. 2000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min Storm Tag Name = Pre100 Description: Type II 100 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES .RNF TypelI 24hr Storm Frequency = 100 yr Total Rainfall Depth= 5.9000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 -oto -ITz --I 7 z i- i- 1-, i- i-, 1-, r+ r a •o W NJ NJ NJ N 1--• I-, I-) 0 0 0 LO LO LO LO CO CO 03 V V V Cr) Cl Cl Cl Ln to to A A A W w w w NJ NJ N F--` 1-' 1-, - rD rD (D NJ l0 Cl W O V A 1--+ co Ln N LD 01 W O V A F-• Co to NJ LD Cl W O V A h- Co Ln NJ LD Cl W O V A h-` CO to NJ LD Cl W 3 -I (D C) A O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O (l N • • • • 7. . A- 1-- O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O 0 0 0 0 O 0 0 O CD D O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O < OCl -IIn rD Ln .. `< -5 w a -----0 7 N S rD rt m D 1--1 D- ✓ D i-.1rn I-I rD • Co H 1--1 Ln r+ O rna• N > N...1 n• CD 10 A w ,< 7- n NJ 70 LD LD LD LD LD LD LD LD LO LD Lc) OO co co co co co V V V Cl NJ NJ NJ i-, 1-, 1-, r-, 1-, 1-' O O O O O O O O O O O O O O O 0 Cl) -0 -1 C In Cu V V 01 Ln U1 A W w NJ 1-- O LD Co Cl U1 W NJ LD V W 0l Co W O 00 01 A w NJ 0 LD Co co V Cl U1 A A w NJ NJ 1--. F. 0 0 7 0 Cl a -o -I ✓ C V 1--• In CO NJ Ln CO O F-' N NJ I-, O Co A Co O LD NJ Ln W W to A I--` W V NJ O LD LD LD O 1-- W U1 00 1--' Ln CO NJ Cl 1--` Ln O C C DC < - r r+ 3 rD rD O C N / H -I, c r A 70 r+ r+ D D --I 7- t-+ n --1 -I H O z -I -' rD -+• < C rn D) -0 3 rn -5 >qv n-o -1 rD O rD LD LD LD LU LD LU LU LU LU LU LU CO Co CO CO CO 00 03 V V Cl W NJ NJ I", h-. h-. I-. I--. 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O O O O O O O O O O O O O O r CI CO V 01 01 U1 A A W NJ 1--` O LD CO V Cl A W : 00 In 1--j w al NJ LD V Ln A NJ I--. C) LD CO V 01 01 Ln A UJ W NJ NJ F-• O O C 0) 1•-• U1 Co NJ Cl LD N Ln 0l V Co Co V Ln NJ V I-' N LO LO W 1--` I--• N A W V 1--' V Cl U1 Ul Ul 01 03 O NJ Ln CO NJ CI 0 A 03 W rD rh !D -••. 7 0 fD -O U LL C) r) Uri I-. rD Co LD LD LD LD LD LD LD LD LD LD LD LD Co co co co co co V V V UI N NJ I--• I-. 1--, I--, 1--' F" 4- OOOOOOOOOOOOOO -1 w N CO V V Cl Ln to A W N i.-- I--` O CO V Cl U1 W I-S LD Cl NJ Cl V NJ LD V 01 A w I ' O LO CO V V Cl Ln A A W NJ NJ 1--a O O 0 O NJ Q1 O A V I-' A 0l Co LD O O LD Co to O A Cl A Cl Ln CO I- CO LO V O A O W V V V Co O I- A V O W V F-+ Ln LD A F O O 1-- CD O Type. . . . Synthetic Curve Page 3 .02 Name. . . . Typell 24hr Tag: Pre. . 2 File. . . . C: \HAESTAD\PPKW\RAINFALL\SCSTYPES .RNF Title. . . Type II 2 year 24 hour - Hamilton County CUMULATIVE RAINFALL FRACTIONS Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. 1350.00 .983 .984 .985 .986 .988 1380.00 .989 .990 .991 .992 .993 1410.00 .994 .996 .997 .998 .999 1440.00 1.000 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 -0l/1 V1 -♦ n z H O r+ - - v ,.< = z 1- 1--. )--. 1-- i_ _. O r-r r a m) a. W N N 0 0 0 tD tD tD tD 00 W W V V V m m m m Ul Ul In AAA W W W w N N N r+ f✓ 1 r (D (D (D N tD m W O V A W v1 N t0 O) w O V A I-' W V1 N tD m w O V A w O V A F� W to N tD m W 3 -1 3 (D - D) A 00000000000000000000000000000000000000000000 xi- 000000000000000000000000000000000000000000000 (D G > 000000000000000000000000000000000000000000000 n to (D to `< `< •• ,< `< 1 w -0 -O is 7 .. p (D (D Sr!) r+ m H > 1-17- .....1 > H7- VD HHMH (D • CO -I H V1 r+ O m -I N N N N N N N N N N N N N N N N N N N N H 3 N N > . N n (D A C7 A W co co Co 00 Co V V V V mmm to lf1 In A A w N I--+ LO CO m m to A A w w w N N N N r. F-• I-. 1--' 0 0 0 0 0 0 7'`< i = n N W m A N O 00 m A H W m N lD In I- V H In V m Ut W tD O w W w lD Ul N lD m W H W m A N O W m A W 1-- O O -1m -10 -1c tilt) N Am V W OomN V UD0U CI LID V F-, tD V VOD LnALHAOLOANNwm0lnwNrrwA V I✓ Ui0 7 0) 3 .mac Nw0AAwAm0tnNOOtn300rAwtDUw00U V r0wrwONUOmw000rn01- 0 T c ✓ r O n 3 r ID -11,-) / 0) H -+ r+ 3 SU A 73 r+ r+'0 c act > c r •• 7• H < n 1 r+ D o z -I (D 1 N N N N N N N N N N N N N N N N N N N N N (D --1 'V c m N . -0 --4 H -1 -1 >W0 n-o 030) 0) 0303 V V V V m m m m to w N )- 0 tD V m to A A www N F-, H O O O O O O -1 - < (D r - (D O (D Oo m A w r tD V A N lD m w O m N W N V lD tD I O r H A tD A tD m IV lD m A f-` tD m A NJ 0 W m to W H 0 (D 3 m • 1 r -O 3 - In V lD N N N O V IV to m Ui IN V m 0 tD O In w rto In V m O w W 0 W W W H 1/1 0 V to In 1.11 m W F- A W W o (D -IDr+ -0 V LD V rN to tD U1 N F-' N A W IN m W W m 0 r W N tD V r Ui r w m to O tD UJ N m A W w m V to O N N 0 (D 70 N 2 N 1 7- c H 7 -,. > Cu n (D r+ 7 rF 7 H N - (D n to n z -•• --1 • -1m r -< N -1 -+ 13 > (4- 73 -, 3 r O m 3 N N N N N N N N N N N N N N N N N N 3 (D I- 7 to (D MM •• 030) 030303 V V V V V m m m to to A A w w N 0 0 V m In to A A w w w N N N H H H r H 0 0 0 0 0 0 rF 0 n 73 W V to w F- w V In N 0 V A O V w tD A W H H m A A w to O to O m w 0 V A N tD V to N O W V In w N 0 -h m Oz ✓ tD I-+ w A m m to N V O Iv H tD A to 0 0 w H m H In r• A tD O N m V A A A m 0 to N O tD tD O N A V F-• m O II -T3 c m M NJtnAU0mAwA V r V A V rAAC V tnOAAW0 Vtnvm W Om V wA00AtnA0A1nA0 1 - I M = r+ 0 -h • to `< In -+• O -10,-, 0 to • w r+ 3 7 N N N N N N N N N N N N N N N N N N N N N I-+ • < 7 v 0) 030) 030) 0) V V V V mmmtntnA A w w NI-• N V mtolnAAwwwNNN Nrr+ rr0 0 0 0 0 0 0) tD V In w r• O V to w 0 V A r W A U to tD N L 0 V m to V r m r• V A r W In N O V to w r• tD V to A N O r 0 N In V W tD O tD V N m W V m N w tD O m V W w 0 W w N r• N to A r• 0 O NJ to O m A w w A to V O A tD c v V 0 0 m W m W rm N 0 tD O O Ui V W 0 V w to W V H W w 0 A W r O A N to w to w A A N -- tD tD In 0 (D r+ (D • 7 m 0 (D (D -ID U, 0) = DJ N N N N N N N N N N N N N N N N N N N N N F•-. n r+OQ r. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -- ID W W W W W W W V V V VmmmtntntnAAwNrmW mtntnA A wwW NNNNrrri000000 I lD V m A N O W m W r W In N W In O m O A In W V O V W N V N W A H W In W O W In W H lD V m A N H 1 N W N m W 0 N w A A I A N lD F. W H V N W lD to O N m N F-, A N V m m V O to H W V V W tD H A V N 0 0 N m m W m to W m m W H m H m tD O W W m N N tD m W AAA w In H N V V N N m to A O w A N W 0 F '.< 0 O 1 W 0 Type. . . . Synthetic Cumulative Depth Page 3.04 Name. . . . Typell 24hr Tag: Pre. .2 Event: 2 yr File. . . . C: \HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF Title. . . Type II 2 year 24 hour - Hamilton County Storm. . . Typell 24hr Tag: Pre. .2 CUMULATIVE RAINFALL DEPTHS ( in) Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. 1350.00 2 .8997 2.9031 2 .9066 2.9100 2.9134 1380.00 2.9168 2.9202 2.9236 2.9269 2.9303 1410.00 2 .9336 2.9369 2.9402 2.9435 2.9468 1440.00 2.9500 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 S N -I T P d W NJ NJ NJ NJ F-' r 1--' O O O LO VD VD VD CO CO CO V V V Ol Ol Ol Ol Ul Ul U'1 A A A W co co co NJ N CD CD rD NJ LID Cn W O V A 1--' Co Ul NJ LID Ol W O ,I A 1--' CO Ul NJ '.D On UJ O V A F-' Co Ul NJ VD Ol W O V A 1--' Co Ul NJ UJ Ol W 3 —1 rD ' ✓▪ A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • n N n 3 . 7c I--' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 rD • < O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -I r1 Ln rD Ul `< '' l W a /17 7 .. p rD S rD rt m D I- 7 V D 1-I rn 1-I rD Co• -1 H N r+ O 3 I-' D N n rD O CD A W N tD lD lD lD lD lD lD LD LC) lD lD co Oo0000 co co V V V al NJ N7NI-. is I-. I- rI-' 000000000000000 0 `< C Ul C) V V Ol Ul Ul A w W N r 0 L.C. CO Ol U7 W NJ LO V W Ol 00 W 0 CO al A w NJ 0 LID CO CO V Ol Ul A A W N NJ I-' I--' 0 0 7 0 rl rD C V I--` VI 03 NJ Ui 03 0 I-' NJ NJ 1-•' 0 03 A CO O lD NJ Ui W W Ui . F-' W V NJ 0 lD VD LO O N W Ui CO F-. Ul CO N Ol ** Ui O C C IL < CD O C I-I -h C I- NJ ZJ r+ r+ D AD H ("1 -S ---I rD -. < O rn N -O 3 m C D as n-o CD r- .. O rD LO CO CO VD lD VD VD LO CD VD VD CO CO CO CO 00 CO CO V V Ol W NJ NJ O O O O 0 O 0 O O O O O O O rD 27 r- • - - V ,4alalLnAU) UNJN-' 0 'D00VUTANC V A030AC03CiUiwNrCVDCO ,4 Cn Ln A A LNNrrOO VI --'• D I m -O CO NJ ON O w V lD I-` U) A A W NJ 0 Ol I--' A A CO W NJ V W UD Ul Ol O Ul NJ r I-' I-' NJ W Ul V LO NJ Ol U7 w V NJ Ol I-' rD 7 n Z S r, rD rt 7 rt -i m d U1 • rD n vV rD D 3 -I r 3 r -'• •< 0 r+ rD r v rr rn 3 3 r* Tl O In rD rD .7 7 • II D VDIDIDIDLID LOLID IDCOCOLID 000000COOOOoCo V V OIUNN00000000000000 -h l-1 r•1Z F-' V V Ol Ol Ul A A w NJ F-' O lD CO V Ul A N O 00 Ul VD Ui Ul I-' Co V Ul W NJ r 0 VD 00 V Ol Ui Ui A w w NJ F-' F-' O O 0 Ol -A 0 m Ol lD co V r Ui CO r Co Ul Ul Ol Ul In W LID A V CO A 1-' UD A I--' Ul lD O W CO Ul W W W A Ul Ol 00 F-' A V I-' A CO W V NJ 'I • I--I C O O 7 O -I+ Oz rr v, U+ -I 3 0 In r* d l0 1.0 lD LO LID CO VD l0 LO LO VD CO CO CO 0OOOOO CO V V V A NJ NJ I-' 00000000000000 O CO V Ol Ol Ui . A W N F-' O LID CO ---401A. w N-' 0o Ul r w Ql N LD V Ul A NJ N-' 0 LD CO V Ol Ol LI' A W W N NJ F-' 0 0 C DJ F-' Ui CO NJ Ol LID NJ Ul Ol V CO CO V Ui NJ V r NJ VD LO W r I-' N A co V r V Ol Ui Ul Ui Ol CO O NJ Ui CO NJ Ol O A Co W rD r* co .. O co Ul v IL n w ✓ 7- m CO LO LO VD LO LO LO UD LO CD CO CO CD CO CO Oo CO CO CO V V V Ui NJ NJ I-' I•-' I--' I--' I--' I--' F-' O O O O O O O O O O O O O O i W NJ CO V V Ol vi Ui A W N I-' F-' O CO V Ol vi W I--' LO Ol NJ Ol V NJ LID -! Ol A W I--' O UD 00 V V Ol Ui A A W IJ N I-' O O 0 O NJ Ol O A V 1--' A Ol Co LO O O LO Co U, O A Ol A Ol U, CO I--' CO CO V O A O CO V V V CO O I--' A V O W V 1--' Ln lD A f O O Ul O Type. . . . Synthetic Curve Page 3 .06 Name. . . . Typell 24hr Tag: Pre.10 File. . . . C: \HAESTAD\PPKW\RAINFALL\SCSTYPES .RNF Title. . . Type II 10 year 24 hour - Hamilton County CUMULATIVE RAINFALL FRACTIONS Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. 1350.00 .983 .984 .985 .986 .988 1380.00 .989 .990 .991 .992 .993 1410.00 .994 .996 .997 .998 . 999 1440.00 1.000 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 O 1, t O C) >, 3 ,•-1 ul On V O1 u1 .--1 cO cO m N u1 O1 - .-i 00 M N N n un lD N O N. N un C) 00 C) n N op n C) LO LD O 00 O1 rA N. 00 CI' V O • O n Ol N N. N 01 N. u1 un N. N 00 LD N. O cr V .--1 M in N. C) u1 un un un co M N N l0 M 00 .--i O N N M N C) u0 N 00 M N M O L .-i M lD Co .--1 M LD Ol N u1 Ol N LD O un Ol cr O N ct M un V W V ri M N O N. M 00 M N N LD On M LD Cn N cr N. on N ri O O O O .--1 .--1 ri ri N N N M M cr 'c7 cr un LD LD N. c0 Cn r•1 M O N M 'L7 un u1 LD LD N. t\ OO CO CO Ol O1 O1 O O O O .--1 00 a) .c .--i bA .. U .--i N r,•1 rn Pn r'n fn fn M M en rn en M fn M en en d- V 47 'L7 V I r4 +-, r4 Ln 0_ C a1 O CU > C .. Lu r v aJ 00 Ol N cr n ,H u1 O1 LD M ri C) .-i N c• N LO N. cr, ri 0.1 On M CO 00 O N M en N r-1 u1 Ol N. O1 cr M LD M r, ct LD M V 19 7 N c7 co N N rH O1 Ol .--1 un .--1 01 Ol .--1 u1 M .-i N. N. u1 Ol u1 Ol V LD V .-i Cr 00 r-i L0 V Ol N N O un n N. .1,1 1. M 00 0 r .-i M Ln CO O M LD 00 rA ul CO N Ln Ol 00 M Ol ul N .--1 N Ol O Ol 00 .-i rA 00 un N N. N lD H1 un Ol N ul 00 rA V LD On .--i r4 O O O O -i ri ,-1 .-4 N N N M M M cr c7 u1 un LID N. 00 Ol O W Cr) .--1 M V V u1 LO lO N. N 00 c0 c0 On On On O O O O .--1 C > . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . r-I .--1 rV M M r,'1 en M en en en en on en on M en M V V V cr ct C E 4 M Ln O ,--0 I- >, O •r un +-, u'1 • 4- O C = LO 7 F- L u1 u1 V u1 LD N. O1 N un 00 N N. M O OO N. M O M c0 00 op un r•^ M N. M lD un LD M N. rA rA cr rA .-i lO - LD M .-i V N V LD L.L O 0_ II 0 00 O M N. N co u1 V M 00 M .--1 .-i N LD M al - N ul M in c0 - ul .--1 M Ln Cr) ul 4r1 .-H - Ln M Co .-1 .-1 01 4.0 N 00 M r-1 Z U LL 4- O M u1 N. O N un 0O ri cr N. ri in Crl M 1- N N cr -4 on O in 00 M un Cr Cr N. ct O VD ri LD O V 00 ri u1 00 O M lO 00 .--1 oc co +-1 O O O O ri .-i .-i .-i N N N on M M cf V u1 u1 LD N. N Ol co d' Ol .--1 N on un L.0 LD N. N c0 00 00 Ol 01 Ol O O O C) r-1 • C CO.) v N O J aJ E .-i ri N M on on on on M N1 M M en M M M on on cr V' cr V - E W 4- J E .r a r Q v ++ I- O )- •r LL_ L •- (-4 ri I- E Z U to U v • N r4 H C 4-1 C +- v U = < 'r- C i••'i 7 .c L in O C a) N O 00 LD un V cr V un cr cr V LD Ol N N. u1 O 00 V in u1 M N. N V V ri V Ol N C) LD .-i Ol r- 1. 1', O n O1 00 N ri Q_ a--+ d .- ( ri a) V1 V LD 00 N n M O c0 N. c0 .-i VD M N cr n M N O CO N. Ol Ol op cr N n un Ol r-I N. un un N u1 n un ri in un M O N. M co - E Q_ J Lu E a) O N 47 N. Cr) N u1 N. O M n C) d' CO N LO ri LO M Ol N. N -1 OO L.D N LO N. u1 M Ql Ln O Ln Cr' M n r-1 '7 N. O rnul 00 O v 0 aJ .. J t v > •r t O O O O O .--1 .-i r-i N N N M M M V u1 u1 LD LD f� 0p O N CO .-i N M Ls-) Lr) lD 1� t\ N CO CO Ol CI O1 O O O O r-1 Q.U r4 LL 0 C I- a) .--1 .-i N M M n'1 en on on on M en M M M M M M V c1 V V c' L ✓ H Z .c Q +J L U > hi •• J 7 Q '4 bA = Q_+-1 • +J ce N r4 4-I 4- L"( r4 i I- = 7 a) r 3 L UOr •, 7 Y O in v-1 1", V .-i Ol n LD .-i LD n•1 C) 01 00 O1 O in cr LD N 00 O LD L0 O cr c0 O C) N. C) C) O cr .-i N n, LD o0 cr cr O Ol V 7 E d v C O -4 cr N N Op cr N ri N on LD cr u1 co V in N. cr O L0 N 00 cr n N un cr Op Cr Cr LD M N. O1 O0 V co Ql 00 in N N. M 44 un 7 t d > L 0 O N t7 LD Cn ri V N. O M LD O1 M N. ri un O un .--1 c0 L0 un c0 00 00 co cr u1 cr r1 00 - Crl cr 00 N LID O M LD Ol N un n C) d N U .0 - .0 O C) O O O .-4 r-1 .--i N N N N M M cr V u1 u1 LO LO N. 00 01 .-i N. O N en cr un un LD LD N n 00 00 Ol Ol O1 O1 O O O ri M ct CI O cr a) U NJ < ri NJ E .-i N M M rn rn fn fn rn en fn M M M en en M M 'L7 .7 V V I- Lu O 4 in 1-4 I- CO • a) 1-4 LL H 1--4 < 1--- _C --_C H < H LO +, v = v v O •' C 0---- Q_ Q_ M L >, >, •• >, >, Ln v LnI- UF- F O > CD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CD C) 0 CD 0 0 0 0 0 0 0 0 0 0 0 C) 0 C) C) CD CD 0 0 0 0 0 0 0 0 < a) 0 C) C) 0 C) 0 0 0 0 0 C) C) 0 0 0 C) C) 0 0 0 0 C) C) C) C) C) C) C) 0 0 C) 0 C) 0 0 0 C) 0 0 0 0 C) C) 0 C) -1 _Y EC • . . . . . . • . . . . . . . . . . . . . • . . . . N U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C) 0 C) 0 0 0 0 0 CD 0 0 0 CD 0 C) 0 C) C) C) C) 0 0 0 0 0 C) 0 0 0 V CO • . . a) E H E M LO Crl N un 00 .--1 cr n O M L0 01 N in 00 ri V N. C) M LO O1 N un 00 .1 V n O M LD O1 N in 00 r-1 cr n O en L0 O1 N OL Cr Q) v r L. ,-i r-1 .--1 N N N r,'1 M M M cr cr cr un un un LD LO LD L•D n N N c0 00 CO Ol Ol Ol Ol O O O ri ri ri N N N N en Q- E r +, 0 r-1 .-i r-1 ri ri ri ri H1 .-4 HI --1 Z C HZLLF- Ln Lr) 0_ Type. . . . Synthetic Cumulative Depth Page 3.08 Name. . . . Typell 24hr Tag: Pre. 10 Event: 10 yr File. . . . C: \HAESTAD\PPKW\RAINFALL\SCSTYPES .RNF Title. . . Type II 10 year 24 hour - Hamilton County Storm. . . Typell 24hr Tag: Pre.10 CUMULATIVE RAINFALL DEPTHS ( in) Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. 1350.00 4.1283 4. 1333 4. 1382 4. 1430 4. 1479 1380.00 4.1528 4. 1576 4.1624 4.1672 4.1719 1410.00 4.1766 4. 1814 4.1861 4.1907 4. 1954 1440.00 4.2000 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . Synthetic Curve Page 3.09 Name. . . . Typell 24hr Tag: Pre100 File. . . . C: \HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF Title. . . Type II 100 year 24 hour - Hamilton County CUMULATIVE RAINFALL FRACTIONS Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. .00 .000 .001 .002 .003 .004 30.00 .005 .006 .007 .008 .009 60.00 .011 .012 .013 .014 .015 90.00 .016 .017 .018 .020 .021 120.00 .022 .023 .024 .026 .027 150.00 .028 .029 .031 .032 .033 180.00 .035 .036 .037 .038 .040 210.00 .041 .042 .044 .045 .047 240.00 .048 .049 .051 .052 .054 270.00 .055 .057 .058 .060 .061 300.00 .063 .065 .066 .068 .070 330.00 .071 .073 .075 .076 .078 360.00 .080 .082 .084 .085 .087 390.00 .089 .091 .093 .095 .097 420.00 .099 .101 . 103 . 105 . 107 450.00 . 109 . 111 . 113 .116 . 118 480.00 . 120 .122 . 125 .127 .130 510.00 . 132 .135 . 138 . 141 .144 540.00 . 147 .150 .153 .157 .160 570.00 . 163 .166 .170 . 173 .177 600.00 .181 .185 .189 . 194 .199 630.00 .204 .209 .215 . 221 . 228 660.00 . 235 .243 .251 . 261 . 271 690.00 . 283 .307 . 354 .431 . 568 720.00 .663 .682 .699 .713 .725 750.00 .735 .743 .751 .759 .766 780.00 .772 .778 .784 .789 .794 810.00 .799 .804 .808 .812 .816 840.00 .820 .824 .827 .831 .834 870.00 .838 .841 .844 .847 .850 900.00 .854 .856 .859 .862 .865 930.00 .868 .870 .873 .875 .878 960.00 .880 .882 .885 .887 .889 990.00 .891 .893 .895 .898 .900 1020.00 .902 .904 .906 .908 .910 1050.00 .912 .914 .915 .917 .919 1080.00 .921 .923 .925 .926 .928 1110.00 .930 .931 .933 .935 .936 1140.00 .938 .939 .941 .942 .944 1170.00 .945 .947 .948 .949 .951 1200.00 .952 .953 .955 .956 .957 1230.00 .958 .960 .961 .962 .964 1260.00 .965 .966 .967 .968 .970 1290.00 .971 .972 .973 .975 .976 1320.00 .977 .978 .979 .981 .982 S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . Synthetic Curve Page 3 . 10 Name. . . . Typell 24hr Tag: Pre100 File. . . . C: \HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF Title. . . Type II 100 year 24 hour - Hamilton County CUMULATIVE RAINFALL FRACTIONS Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. 1350.00 .983 .984 .985 .986 .988 1380.00 .989 .990 .991 .992 .993 1410.00 .994 .996 .997 .998 .999 1440.00 1.000 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 70v, t/1 -1TZ -I O rt - - a) ,< mm 1--. r r r r r O rt r 3 'O W N N N N r r r 0 0 0 t.r tD lD tD W ooC V V V m m m m ul ui u, A A A W W W W N N N r r r ", r-+ rD rD rD N t.omw0 V Ar C v-i N LOmw0 VAI Cool mw0VArm u, NLbmw0 -J W UiN tD mw a -1 3 rD W A 00000000000000000000000000000000000000000000 nN . . . . . . . . . . . . . . . . . . . . . . . . M. 3. T. r 000000000000000000000000000000000000000000000 rD 000000000000000000000000000000000000000000000 < 0 -I -in -1Ln mu, `< `< •• c< `< n w -010 /-0 7 .. p fD M S rD r+ m ' > ' 7' v D 1--+ --t m F•-t rD • Co -I 1-1v1 r+ Om - v, u, vi v, in v, v, v, v v, v, v, u, u, u, A A A A A w r r r r 3 N r > N n . rD 4004 W V V m m m u, u, A A W W J r r 0 lD OO V u, W lD m W N O LO OO V V m l.rl V1 A A W w N N N r r 0 0 0 0 7- 0 i 7- n Nd-10 m N tD u, r V W CO W u N Ui Lb r W A W r v7 W r m Oo 0 m m m W O A W N V N V N CO A 0 m N LD m w 0 O -v Z 0 u, dl A CO N A m m N In W LD O OO N LD In NJ W . A m r tD m W V r V 0 W A A m N 0 r m W N W m tb ut N 0 0 7 `< 0 3 � c wtri 000OOC V NJ LDOw000 VOOrCOln V V lrmtA V W W OmrOi0 A V ON V m000NOw0 rD T 0 ,-, r0n d r rD 0 C --I n / N F-t - rt 3 N 77 rt (-t-00 va N D 0 r •• A ,--.4 < n n rtD ZHrD -, u, viUu, u, u, ntnUu u, tnu, u, t , lrr nAAAAAArr rD --I_J. • • • • • • • • • • • • • • • • • • • • • • • . . . . . . . . . . . . . . . . . . . . . . 17 -1•a t-, n O >oa o na V V mmmu, u, AA W wNNrOt.DOO Vu, w000ANOt.DOO V V mtntnAAwW NNNrrr000 n -• < (DO r •• rD O M V uJ D Oi N CAtb A Lwv 0w u, mu, A lDC Nrww t.D W C L Nu, to w oow oowW u, rVw 0 mw 0 rD 3 r„ rn r 'O a - rvi t•D N AA r tnA 0 NO v, Awr Lb 0mw0r to Nrm mr V m V N0 - Ar0rwmN W mm on) 0 - vr+ -0 A V AwtotDOOv, NACu, AN0wmAComN r Nu, w000 -. v, NLbu, mw wLDOu, vi0 rD 70 0 I tnn 7- c `--t 7 -• D nm ,-+ = rt 7 t--1 2 v1 r rD n vi n Z EU -I O -1 m 3 -< O H rt-M> 3 r -, r71 3 u, v, u, u, u, u, u, u, u, AAAA A Nrrrr 3 rD r ,tui rD . . . . . . . . . . . . . . . . . . . . . rD 7 0 . V V V m m to v, u, A A w N N r O to Oo V m A r 0 A r.N r 0 LD Oo v m m u, A A W W W N N r r r 0 0 0 r-+ 0 D70 V A 0 m w t•O u, O u, O A CO r A V OO OO m N uJ IV lD CO m r 0 0 r w m 0 A t.D A lD A O Ui r CO A O V A r -h m Z r CONmlDNw0AArAw W ID000 V wwN0NJLb rtnwv, l0 V Lw00w000 b0ACv, Nr O II 'v nm M AlD Voorr VCiCANA W u, N VCONtn00 -4CVLAwrwrmLNu, V CLb0 V 0OorLDO WLA -, ---I 0 M = 0 0 -+ • to 7 v, -.. 0 rt n0,-, `< 0 ut w r+ 3 7 tntnu, tnv, u, u, u, u, v, u, AAAAAANrrrr • . . . . . . . . . . . . . . . . . . . . . . < 7 ..i V V V mmmv, tnAAUJNNrOIDtDvCANv, v, wrOLDO V mminu, AAwwNNrrr000 n) Oov, r V w0Ui - Ci : ULwCCOL0 bu, V OAw0ANNwACNJCOu, Ou, 0CNCv, r W Ar r 0 vi O A V L r lD A u, N m u, NJ A m lO r IV lJ, m m r L m u, N W 0 tD r,J 0 0 A r O w OO m m CO r u, r tD W 0 n) ArON V N u, r rA0 Oo r0 LDA V 0w V LvAw r m lD V mw0 V AOm rv, W tDwwC V r0 CD rt m rD < 7 rD 7 0 rD rt -la u, v u, u, u, u, u, v , u, u, AAAAAwrrrr n a F. 7- r rD CO V V V mmmu, u, AAwwNrrOLOCmu, Nwmwr0LbC V mmtnu, A A w wNNrrr000 0 lD u, N OO A O m N v N m O A V 0 r N r OO r V In O A V A A A m l0 W --I r m r m r V uJ t•p v, N OO u, N n Ow NJ NJ V r A V LO OO W U, W V W u, W W V OO O r u, W A NJCO A 0 A ul OO N CO u, A 0 0 A N W V IV r r v, r w r Oo 0 m v, w A A V N m Oo W V m I- NAA A A w N 0 V lD m C A v, r Z ,< 1- 0 < r0 -11-, 0 Type. . . . Synthetic Cumulative Depth Page 3 .12 Name. . . . Typell 24hr Tag: Pre100 Event: 100 yr File. . . . C: \HAESTAD\PPKW\RAINFALL\SCSTYPES .RNF Title. . . Type II 100 year 24 hour - Hamilton County Storm. . . Typell 24hr Tag: Pre100 CUMULATIVE RAINFALL DEPTHS ( in) Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. 1350.00 5.7993 5.8062 5 .8132 5.8200 5.8268 1380.00 5.8336 5.8404 5 .8471 5 .8539 5.8605 1410.00 5.8672 5 .8738 5 .8804 5 .8870 5.8935 1440.00 5.9000 S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.01 Name. . . . PRE X12 Tag: Pre. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2 .9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE X12 Pre. . 2 Tc = 5.00 min Drainage Area = .080 acres Runoff CN= 90 Computational Time Increment = .667 min Computed Peak Time = 715.33 min Computed Peak Flow = .24 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 714.00 min Peak Flow, Interpolated Output = .23 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1 .50% DRAINAGE AREA ID:PRE X12 CN = 90 Area = .080 acres S = 1 . 1111 in 0. 25 = . 2222 in Cumulative Runoff 1.9383 in .013 ac-ft HYG Volume. . . .013 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5 .000 min (ID: PRE X12) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak , qp = 1.09 cfs Unit peak time Tp = 3.333 min Unit receding limb, Tr = 13.333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.02 Name. . . . PRE X12 Tag: Pre. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE X12 Pre.10 Tc = 5.00 min Drainage Area = .080 acres Runoff CN= 90 Computational Time Increment = .667 min Computed Peak Time = 715.33 min Computed Peak Flow = .38 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 714.00 min Peak Flow, Interpolated Output = .37 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1 .50% DRAINAGE AREA ID:PRE X12 CN = 90 Area = .080 acres S = 1.1111 in 0. 2S = . 2222 in Cumulative Runoff 3 . 1093 in .021 ac-ft HYG Volume. . . .021 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5.000 min (ID: PRE X12) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 1.09 cfs Unit peak time Tp = 3 . 333 min Unit receding limb, Tr = 13 . 333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.03 Name. . . . PRE X12 Tag: Pre100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE X12 Pre100 Tc = 5 .00 min Drainage Area = .080 acres Runoff CN= 90 Computational Time Increment = .667 min Computed Peak Time = 715.33 min Computed Peak Flow = .57 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 714.00 min Peak Flow, Interpolated Output = . 55 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1.50% DRAINAGE AREA ID:PRE X12 CN = 90 Area = .080 acres S = 1 .1111 in 0. 2S = . 2222 in Cumulative Runoff 4.7485 in .032 ac-ft HYG Volume. . . .032 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5.000 min (ID: PRE X12) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645. 333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 1.09 cfs Unit peak time Tp = 3 . 333 min Unit receding limb, Tr = 13 . 333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.04 Name. . . . PRE-X01 Tag: Pre. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 .PPW Storm. . . Typell 24hr Tag: Pre. .2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2 .9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X01 Pre. .2 Tc = 27.00 min Drainage Area = 34.600 acres Runoff CN= 72 Computational Time Increment = 3 .600 min Computed Peak Time = 730.80 min Computed Peak Flow = 21.84 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 732.00 min Peak Flow, Interpolated Output = 21 .53 cfs DRAINAGE AREA ID:None Selected CN = 72 Area = 34.600 acres S = 3 .8889 in 0. 25 = .7778 in Cumulative Runoff .7785 in 2.245 ac-ft HYG Volume. . . 2 .244 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 27.000 min (ID: None Selected) Computational Incr , Tm = 3 .600 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 87.12 cfs Unit peak time Tp = 18.000 min Unit receding limb, Tr = 72.000 min Total unit time, Tb = 90.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.05 Name. . . . PRE-X01 Tag: Pre.10 Event: 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 .PPW Storm. . . Typell 24hr Tag: Pre.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X01 Pre. 10 Tc = 27.00 min Drainage Area = 34.600 acres Runoff CN= 72 Computational Time Increment = 3 .600 min Computed Peak Time = 730.80 min Computed Peak Flow = 48.76 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 729.00 min Peak Flow, Interpolated Output = 48. 10 cfs DRAINAGE AREA ID:None Selected CN = 72 Area = 34.600 acres S = 3 .8889 in 0. 2S = .7778 in Cumulative Runoff 1.6019 in 4.619 ac-ft HYG Volume. . . 4.618 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 27.000 min (ID: None Selected) Computational Incr , Tm = 3.600 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37 .46% under rising limb) K = 483 .43/645. 333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak , qp = 87.12 cfs Unit peak time Tp = 18.000 min Unit receding limb, Tr = 72.000 min Total unit time, Tb = 90.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05 :03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.06 Name. . . . PRE-X01 Tag: Pre100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5 .9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X01 Pre100 Tc = 27.00 min Drainage Area = 34.600 acres Runoff CN= 72 Computational Time Increment = 3 .600 min Computed Peak Time = 730.80 min Computed Peak Flow = 90.75 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 729.00 min Peak Flow, Interpolated Output = 90. 26 cfs DRAINAGE AREA ID:None Selected CN = 72 Area = 34.600 acres S = 3 .8889 in 0. 2S = .7778 in Cumulative Runoff 2.9116 in 8. 395 ac-ft HYG Volume. . . 8. 395 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 27.000 min (ID: None Selected) Computational Incr , Tm = 3 .600 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483.43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 87. 12 cfs Unit peak time Tp = 18.000 min Unit receding limb, Tr = 72.000 min Total unit time, Tb = 90.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.07 Name. . . . PRE-X02 Tag: Pre. . 2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Title. . . Pre-X02 Storm. . . Typell 24hr Tag: Pre. .2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X02 Pre. . 2 Tc = 36.10 min Drainage Area = 21.310 acres Runoff CN= 81 Computational Time Increment = 4.813 min Computed Peak Time = 736.44 min Computed Peak Flow = 20.05 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 735.00 min Peak Flow, Interpolated Output = 19.87 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 21 . 310 acres S = 2.3457 in 0.2S = .4691 in Cumulative Runoff 1 . 2752 in 2.264 ac-ft HYG Volume. . . 2.264 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 36. 100 min (ID: None Selected) Computational Incr , Tm = 4.813 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak , qp = 40. 13 cfs Unit peak time Tp = 24.067 min Unit receding limb, Tr = 96. 267 min Total unit time, Tb = 120.333 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.08 Name. . . . PRE-X02 Tag: Pre. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALC5\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALC5\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X02 Pre.10 Tc = 36. 10 min Drainage Area = 21 .310 acres Runoff CN= 81 Computational Time Increment = 4.813 min Computed Peak Time = 736.44 min Computed Peak Flow = 36.62 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 735.00 min Peak Flow, Interpolated Output = 36.45 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 21 .310 acres S = 2. 3457 in 0. 2S = .4691 in Cumulative Runoff 2.2907 in 4.068 ac-ft HYG Volume. . . 4.068 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 36. 100 min (ID: None Selected) Computational Incr, Tm = 4.813 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak , qp = 40. 13 cfs Unit peak time Tp = 24.067 min Unit receding limb, Tr = 96.267 min Total unit time, Tb = 120. 333 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05 :03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.09 Name. . . . PRE-X02 Tag: Pre100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 .PPW Storm. . . Typell 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X02 Pre100 Tc = 36.10 min Drainage Area = 21 .310 acres Runoff CN= 81 Computational Time Increment = 4.813 min Computed Peak Time = 736.44 min Computed Peak Flow = 60. 50 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 735.00 min Peak Flow, Interpolated Output = 60.40 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 21 . 310 acres S = 2.3457 in 0. 2S = .4691 in Cumulative Runoff 3 .7927 in 6.735 ac-ft HYG Volume. . . 6.735 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 36. 100 min (ID: None Selected) Computational Incr , Tm = 4.813 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak , qp = 40. 13 cfs Unit peak time Tp = 24.067 min Unit receding limb, Tr = 96. 267 min Total unit time, Tb = 120.333 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 10 Name. . . . PRE-X03 Tag: Pre. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Title. . . Pre-X03 Storm. . . Typell 24hr Tag: Pre. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X03 Pre. . 2 Tc = 22.80 min Drainage Area = 1.070 acres Runoff CN= 86 Computational Time Increment = 3.040 min Computed Peak Time = 726. 56 min Computed Peak Flow = 1 . 74 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 726.00 min Peak Flow, Interpolated Output = 1 .72 cfs DRAINAGE AREA ID:None Selected CN = 86 Area = 1 .070 acres S = 1 .6279 in 0.2S = .3256 in Cumulative Runoff 1.6197 in . 144 ac-ft HYG Volume. . . .144 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 22.800 min (ID: None Selected) Computational Incr , Tm = 3.040 min = 0.20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 . 333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = . 7491) Unit peak, qp = 3 . 19 cfs Unit peak time Tp = 15. 200 min Unit receding limb, Tr = 60.800 min Total unit time, Tb = 76.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.11 Name. . . . PRE-X03 Tag: Pre.10 Event : 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X03 Pre. 10 Tc = 22.80 min Drainage Area = 1.070 acres Runoff CN= 86 Computational Time Increment = 3.040 min Computed Peak Time = 726. 56 min Computed Peak Flow = 2.91 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 726.00 min Peak Flow, Interpolated Output = 2.89 cfs DRAINAGE AREA ID:None Selected CN = 86 Area = 1 .070 acres S = 1 .6279 in 0. 2S = .3256 in Cumulative Runoff 2.7281 in . 243 ac-ft HYG Volume. . . . 243 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 22.800 min (ID: None Selected) Computational Incr , Tm = 3 .040 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak , qp = 3 .19 cfs Unit peak time Tp = 15. 200 min Unit receding limb, Tr = 60.800 min Total unit time, Tb = 76.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 12 Name. . . . PRE-X03 Tag: Pre100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X03 Pre100 Tc = 22.80 min Drainage Area = 1 .070 acres Runoff CN= 86 Computational Time Increment = 3 .040 min Computed Peak Time = 726.56 min Computed Peak Flow = 4.54 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 726.00 min Peak Flow, Interpolated Output = 4.51 cfs DRAINAGE AREA ID:None Selected CN = 86 Area = 1 .070 acres S = 1 .6279 in 0. 2S = . 3256 in Cumulative Runoff 4.3145 in .385 ac-ft HYG Volume. . . . 385 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 22.800 min (ID: None Selected) Computational Incr , Tm = 3 .040 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 3. 19 cfs Unit peak time Tp = 15.200 min Unit receding limb, Tr = 60.800 min Total unit time, Tb = 76.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7 .0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 13 Name. . . . PRE-X04 Tag: Pre. .2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Title. . . Pre-X04 Storm. . . Typell 24hr Tag: Pre. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2 .9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02 .HYG - PRE-X04 Pre. .2 Tc = 5.00 min Drainage Area = . 100 acres Runoff CN= 89 Computational Time Increment = .667 min Computed Peak Time = 715.33 min Computed Peak Flow = . 29 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 714.00 min Peak Flow, Interpolated Output = . 28 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1 . 50% DRAINAGE AREA ID:None Selected CN = 89 Area = . 100 acres S = 1 . 2360 in 0. 2S = . 2472 in Cumulative Runoff 1 .8547 in .015 ac-ft HYG Volume. . . .015 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 . 333 , K = . 7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 1 .36 cfs Unit peak time Tp = 3 . 333 min Unit receding limb, Tr = 13 .333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.14 Name. . . . PRE-X04 Tag: Pre.10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X04 Pre. 10 Tc = 5.00 min Drainage Area = .100 acres Runoff CN= 89 Computational Time Increment = .667 min Computed Peak Time = 715. 33 min Computed Peak Flow = .46 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 714.00 min Peak Flow, Interpolated Output = .45 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1. 50% DRAINAGE AREA ID:None Selected CN = 89 Area = . 100 acres S = 1 .2360 in 0.2S = . 2472 in Cumulative Runoff 3 .0113 in .025 ac-ft HYG Volume. . . .025 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333 , K = . 7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 1.36 cfs Unit peak time Tp = 3 .333 min Unit receding limb, Tr = 13 . 333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 15 Name. . . . PRE-X04 Tag: Pre100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 . PPW Storm. . . TypeII 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02 . HYG - PRE-X04 Pre100 Tc = 5 .00 min Drainage Area = . 100 acres Runoff CN= 89 Computational Time Increment = .667 min Computed Peak Time = 715.33 min Computed Peak Flow = .70 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 714.00 min Peak Flow, Interpolated Output = .68 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1. 50% DRAINAGE AREA ID:None Selected CN = 89 Area = . 100 acres S = 1.2360 in 0. 2S = . 2472 in Cumulative Runoff 4.6386 in .039 ac-ft HYG Volume. . . .039 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 1.36 cfs Unit peak time Tp = 3 .333 min Unit receding limb, Tr = 13 .333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 16 Name. . . . PRE-X05 Tag: Pre. .2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Title. . . Pre-X05 Storm. . . Typell 24hr Tag: Pre. .2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X05 Pre. . 2 Tc = 26.11 min Drainage Area = 1 .780 acres Runoff CN= 89 Computational Time Increment = 3.481 min Computed Peak Time = 727.60 min Computed Peak Flow = 3 .05 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 729.00 min Peak Flow, Interpolated Output = 3 .02 cfs DRAINAGE AREA ID:None Selected CN = 89 Area = 1 .780 acres S = 1 . 2360 in 0. 2S = .2472 in Cumulative Runoff 1 .8547 in .275 ac-ft HYG Volume. . . . 275 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 26. 110 min (ID: None Selected) Computational Incr , Tm = 3 .481 min = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 4.63 cfs Unit peak time Tp = 17.407 min Unit receding limb, Tr = 69.627 min Total unit time, Tb = 87.033 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.17 Name. . . . PRE-X05 Tag: Pre. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X05 Pre. 10 Tc = 26.11 min Drainage Area = 1 . 780 acres Runoff CN= 89 Computational Time Increment = 3 .481 min Computed Peak Time = 727.60 min Computed Peak Flow = 4.90 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 729.00 min Peak Flow, Interpolated Output = 4.84 cfs DRAINAGE AREA ID:None Selected CN = 89 Area = 1 .780 acres S = 1 . 2360 in 0. 2S = . 2472 in Cumulative Runoff 3 .0113 in .447 ac-ft HYG Volume. . . .447 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 26. 110 min (ID : None Selected) Computational Incr , Tm = 3 .481 min = 0.20000 Tp Unit Hyd. Shape Factor = 483 .432 (37 .46% under rising limb) K = 483 .43/645 . 333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 4.63 cfs Unit peak time Tp = 17.407 min Unit receding limb, Tr = 69.627 min Total unit time, Tb = 87.033 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05 :03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.18 Name. . . . PRE-X05 Tag: Pre100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - TypelI 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X05 Pre100 Tc = 26.11 min Drainage Area = 1.780 acres Runoff CN= 89 Computational Time Increment = 3.481 min Computed Peak Time = 727.60 min Computed Peak Flow = 7.43 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 729.00 min Peak Flow, Interpolated Output = 7.32 cfs DRAINAGE AREA ID:None Selected CN = 89 Area = 1.780 acres S = 1.2360 in 0.25 = .2472 in Cumulative Runoff 4.6386 in .688 ac-ft HYG Volume. . . .688 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 26.110 min (ID: None Selected) Computational Incr, Tm = 3.481 min = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 4.63 cfs Unit peak time Tp = 17.407 min Unit receding limb, Tr = 69.627 min Total unit time, Tb = 87.033 min S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.19 Name. . . . PRE-X06 Tag: Pre. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 . PPW Title. . . Pre-X06 Storm. . . Typell 24hr Tag: Pre. .2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2 .9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X06 Pre. . 2 Tc = 31 .64 min Drainage Area = 5.460 acres Runoff CN= 88 Computational Time Increment = 4.219 min Computed Peak Time = 729.83 min Computed Peak Flow = 7.90 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 732 .00 min Peak Flow, Interpolated Output = 7.88 cfs DRAINAGE AREA ID:None Selected CN = 88 Area = 5.460 acres S = 1.3636 in 0.2S = .2727 in Cumulative Runoff 1 .7738 in .807 ac-ft HYG Volume. . . .807 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 31.640 min (ID: None Selected) Computational Incr , Tm = 4. 219 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 11 .73 cfs Unit peak time Tp = 21.093 min Unit receding limb, Tr = 84. 373 min Total unit time, Tb = 105.467 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.20 Name. . . . PRE-X06 Tag: Pre.10 Event: 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X06 Pre.10 Tc = 31.64 min Drainage Area = 5.460 acres Runoff CN= 88 Computational Time Increment = 4.219 min Computed Peak Time = 729.83 min Computed Peak Flow = 12.94 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 732.00 min Peak Flow, Interpolated Output = 12.86 cfs DRAINAGE AREA ID:None Selected CN = 88 Area = 5.460 acres S = 1.3636 in 0.25 = .2727 in Cumulative Runoff 2.9151 in 1.326 ac-ft HYG Volume. . . 1.326 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 31.640 min (ID: None Selected) Computational Incr, Tm = 4.219 min = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 11.73 cfs Unit peak time Tp = 21.093 min Unit receding limb, Tr = 84.373 min Total unit time, Tb = 105.467 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 21 Name. . . . PRE-X06 Tag: Pre100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 .PPW Storm. . . Typell 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X06 Pre100 Tc = 31 .64 min Drainage Area = 5.460 acres Runoff CN= 88 Computational Time Increment = 4. 219 min Computed Peak Time = 729.83 min Computed Peak Flow = 19.86 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 732.00 min Peak Flow, Interpolated Output = 19.68 cfs DRAINAGE AREA ID:None Selected CN = 88 Area = 5 .460 acres S = 1.3636 in 0. 2S = . 2727 in Cumulative Runoff 4. 5296 in 2.061 ac-ft HYG Volume. . . 2.061 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 31 .640 min (ID: None Selected) Computational Incr , Tm = 4.219 min = 0.20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 11 . 73 cfs Unit peak time Tp = 21.093 min Unit receding limb, Tr = 84.373 min Total unit time, Tb = 105 .467 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.22 Name. . . . PRE-X07 Tag: Pre. . 2 Event : 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Title. . . Pre-X07 Storm. . . TypeII 24hr Tag: Pre. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X07 Pre. . 2 Tc = 34.78 min Drainage Area = 11 .430 acres Runoff CN= 77 Computational Time Increment = 4.637 min Computed Peak Time = 737.34 min Computed Peak Flow = 8 . 56 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 735.00 min Peak Flow, Interpolated Output = 8.56 cfs DRAINAGE AREA ID:None Selected CN = 77 Area = 11 .430 acres S = 2.9870 in 0. 2S = . 5974 in Cumulative Runoff 1 .0365 in .987 ac-ft HYG Volume. . . .987 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 34.780 min (ID: None Selected) Computational Incr , Tm = 4.637 min = 0.20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 22.34 cfs Unit peak time Tp = 23 .187 min Unit receding limb, Tr = 92.747 min Total unit time, Tb = 115 .933 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.23 Name. . . . PRE-X07 Tag: Pre.10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X07 Pre.10 Tc = 34.78 min Drainage Area = 11.430 acres Runoff CN= 77 Computational Time Increment = 4.637 min Computed Peak Time = 732. 70 min Computed Peak Flow = 17. 13 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 735.00 min Peak Flow, Interpolated Output = 16.98 cfs DRAINAGE AREA ID:None Selected CN = 77 Area = 11 .430 acres S = 2 .9870 in 0. 2S = . 5974 in Cumulative Runoff 1 .9696 in 1.876 ac-ft HYG Volume. . . 1.876 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 34.780 min (ID: None Selected) Computational Incr , Tm = 4.637 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 22.34 cfs Unit peak time Tp = 23. 187 min Unit receding limb, Tr = 92.747 min Total unit time, Tb = 115.933 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 24 Name. . . . PRE-X07 Tag: Pre100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X07 Pre100 Tc = 34.78 min Drainage Area = 11.430 acres Runoff CN= 77 Computational Time Increment = 4.637 min Computed Peak Time = 732.70 min Computed Peak Flow = 29.99 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 732.00 min Peak Flow, Interpolated Output = 29.65 cfs DRAINAGE AREA ID:None Selected CN = 77 Area = 11 .430 acres S = 2 .9870 in 0. 2S = . 5974 in Cumulative Runoff 3 .3919 in 3 . 231 ac-ft HYG Volume. . . 3. 230 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 34.780 min (ID: None Selected) Computational Incr , Tm = 4.637 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak, qp = 22. 34 cfs Unit peak time Tp = 23 .187 min Unit receding limb, Tr = 92.747 min Total unit time, Tb = 115 .933 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05 :03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 25 Name. . . . PRE-X08 Tag: Pre. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 .PPW Title. . . Pre-X08 Storm. . . Typell 24hr Tag: Pre. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X08 Pre. .2 Tc = 26.49 min Drainage Area = 1.010 acres Runoff CN= 64 Computational Time Increment = 3 .532 min Computed Peak Time = 731 . 12 min Computed Peak Flow = .28 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 732.00 min Peak Flow, Interpolated Output = . 28 cfs DRAINAGE AREA ID:None Selected CN = 64 Area = 1 .010 acres S = 5.6250 in 0.2S = 1 .1250 in Cumulative Runoff .4471 in .038 ac-ft HYG Volume. . . .038 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 26.490 min (ID: None Selected) Computational Incr , Tm = 3 . 532 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak , qp = 2. 59 cfs Unit peak time Tp = 17.660 min Unit receding limb, Tr = 70.640 min Total unit time, Tb = 88. 300 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 26 Name. . . . PRE-X08 Tag: Pre.10 Event: 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - TypeIl 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X08 Pre.10 Tc = 26.49 min Drainage Area = 1 .010 acres Runoff CN= 64 Computational Time Increment = 3. 532 min Computed Peak Time = 731.12 min Computed Peak Flow = .89 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 732 .00 min Peak Flow, Interpolated Output = .88 cfs DRAINAGE AREA ID:None Selected CN = 64 Area = 1.010 acres S = 5.6250 in 0.25 = 1. 1250 in Cumulative Runoff 1 .0869 in .091 ac-ft HYG Volume. . . .091 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 26.490 min (ID: None Selected) Computational Incr , Tm = 3 . 532 min = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 .333 , K = . 7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak , qp = 2 . 59 cfs Unit peak time Tp = 17.660 min Unit receding limb, Tr = 70.640 min Total unit time, Tb = 88. 300 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 27 Name. . . . PRE-X08 Tag: Pre100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 .PPW Storm. . . Typell 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X08 Pre100 Tc = 26.49 min Drainage Area = 1.010 acres Runoff CN= 64 Computational Time Increment = 3 .532 min Computed Peak Time = 731.12 min Computed Peak Flow = 1.95 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 729.00 min Peak Flow, Interpolated Output = 1.93 cfs DRAINAGE AREA ID:None Selected CN = 64 Area = 1 .010 acres S = 5.6250 in 0. 2S = 1.1250 in Cumulative Runoff 2. 1924 in . 185 ac-ft HYG Volume. . . . 184 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 26.490 min (ID: None Selected) Computational Incr , Tm = 3 . 532 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645. 333 , K = . 7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak , qp = 2. 59 cfs Unit peak time Tp = 17.660 min Unit receding limb, Tr = 70.640 min Total unit time, Tb = 88.300 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 28 Name. . . . PRE-X09 Tag: Pre. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 .PPW Title. . . Pre-X09 Storm. . . Typell 24hr Tag: Pre. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X09 Pre. .2 Tc = 21.50 min Drainage Area = . 260 acres Runoff CN= 64 Computational Time Increment = 1.000 min Computed Peak Time = 729.00 min Computed Peak Flow = .09 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 729.00 min Peak Flow, Interpolated Output = .09 cfs DRAINAGE AREA ID:None Selected CN = 64 Area = . 260 acres S = 5 .6250 in 0. 2S = 1 .1250 in Cumulative Runoff .4471 in .010 ac-ft HYG Volume. . . .010 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 21 . 500 min (ID: None Selected) Computational Incr , Tm = 1 .000 min = 0.07463 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645. 333 , K = . 7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak , qp = .88 cfs Unit peak time Tp = 13 .400 min Unit receding limb, Tr = 53 .600 min Total unit time, Tb = 67.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 29 Name. . . . PRE-X09 Tag: Pre. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02. PPW Storm. . . Typell 24hr Tag: Pre.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X09 Pre.10 Tc = 21 . 50 min Drainage Area = .260 acres Runoff CN= 64 Computational Time Increment = 1 .000 min Computed Peak Time = 728.00 min Computed Peak Flow = . 27 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 729.00 min Peak Flow, Interpolated Output = . 27 cfs DRAINAGE AREA ID:None Selected CN = 64 Area = . 260 acres S = 5.6250 in 0. 2S = 1. 1250 in Cumulative Runoff 1 .0869 in .024 ac-ft HYG Volume. . . .024 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 21 . 500 min (ID: None Selected) Computational Incr , Tm = 1.000 min = 0.07463 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = .88 cfs Unit peak time Tp = 13 .400 min Unit receding limb, Tr = 53 .600 min Total unit time, Tb = 67.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.30 Name. . . . PRE-X09 Tag: Pre100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02. PPW Storm. . . Typell 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X09 Pre100 Tc = 21. 50 min Drainage Area = . 260 acres Runoff CN= 64 Computational Time Increment = 1 .000 min Computed Peak Time = 727.00 min Computed Peak Flow = .59 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 726.00 min Peak Flow, Interpolated Output = .59 cfs DRAINAGE AREA ID:None Selected CN = 64 Area = . 260 acres S = 5.6250 in 0. 2S = 1 .1250 in Cumulative Runoff 2 .1924 in .048 ac-ft HYG Volume. . . .047 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 21 . 500 min (ID: None Selected) Computational Incr , Tm = 1 .000 min = 0.07463 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 . 333, K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = .88 cfs Unit peak time Tp = 13 .400 min Unit receding limb, Tr = 53 .600 min Total unit time, Tb = 67.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.31 Name. . . . PRE-X10 Tag: Pre. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 .PPW Title. . . Pre-X10 Storm. . . Typell 24hr Tag: Pre. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - TypelI 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X10 Pre. . 2 Tc = 39.88 min Drainage Area = 12.460 acres Runoff CN= 78 Computational Time Increment = 5.317 min Computed Peak Time = 739. 11 min Computed Peak Flow = 9. 17 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 738.00 min Peak Flow, Interpolated Output = 9. 10 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = 12.460 acres S = 2.8205 in 0.2S = . 5641 in Cumulative Runoff 1 .0934 in 1 .135 ac-ft HYG Volume. . . 1 . 135 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 39.880 min (ID: None Selected) Computational Incr , Tm = 5 .317 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 . 333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 21. 24 cfs Unit peak time Tp = 26. 587 min Unit receding limb, Tr = 106.347 min Total unit time, Tb = 132.933 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05 :03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4. 32 Name. . . . PRE-X10 Tag: Pre. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02 .PPW Storm. . . Typell 24hr Tag: Pre. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - TypeIl 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02 .HYG - PRE-X10 Pre. 10 Tc = 39.88 min Drainage Area = 12.460 acres Runoff CN= 78 Computational Time Increment = 5 .317 min Computed Peak Time = 739.11 min Computed Peak Flow = 17.78 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 738.00 min Peak Flow, Interpolated Output = 17.71 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = 12.460 acres S = 2.8205 in 0. 2S = . 5641 in Cumulative Runoff 2.0475 in 2. 126 ac-ft HYG Volume. . . 2.126 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 39.880 min (ID: None Selected) Computational Incr , Tm = 5 .317 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 21 .24 cfs Unit peak time Tp = 26.587 min Unit receding limb, Tr = 106.347 min Total unit time, Tb = 132.933 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.33 Name. . . . PRE-X10 Tag: Pre100 Event : 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02 .HYG - PRE-X10 Pre100 Tc = 39.88 min Drainage Area = 12.460 acres Runoff CN= 78 Computational Time Increment = 5.317 min Computed Peak Time = 739.11 min Computed Peak Flow = 30. 52 cfs Time Increment for HYG File = 3 .00 min Peak Time, Interpolated Output = 738.00 min Peak Flow, Interpolated Output = 30.47 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = 12.460 acres S = 2.8205 in 0.25 = . 5641 in Cumulative Runoff 3 .4907 in 3.625 ac-ft HYG Volume. . . 3.625 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 39.880 min (ID: None Selected) Computational Incr , Tm = 5.317 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 21 .24 cfs Unit peak time Tp = 26. 587 min Unit receding limb, Tr = 106.347 min Total unit time, Tb = 132 .933 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.34 Name. . . . PRE-X11 Tag: Pre. . 2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Title. . . Pre-X11 Storm. . . Typell 24hr Tag: Pre. .2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X11 Pre. .2 Tc = 5 .00 min Drainage Area = .040 acres Runoff CN= 61 Computational Time Increment = .667 min Computed Peak Time = 720.67 min Computed Peak Flow = .02 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 720.00 min Peak Flow, Interpolated Output = .02 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1 . 50% DRAINAGE AREA ID:None Selected CN = 61 Area = .040 acres S = 6.3934 in 0. 2S = 1. 2787 in Cumulative Runoff .3464 in .001 ac-ft HYG Volume. . . .001 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = . 667 min = 0.20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = . 7491) Unit peak, qp = . 54 cfs Unit peak time Tp = 3. 333 min Unit receding limb, Tr = 13. 333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 i Type. . . . SCS Unit Hyd. Summary Page 4.35 Name. . . . PRE-X11 Tag: Pre.10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X11 Pre. 10 Tc = 5.00 min Drainage Area = .040 acres Runoff CN= 61 Computational Time Increment = .667 min Computed Peak Time = 716.67 min Computed Peak Flow = .05 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 717.00 min Peak Flow, Interpolated Output = .05 cfs DRAINAGE AREA ID:None Selected CN = 61 Area = .040 acres S = 6.3934 in 0. 2S = 1. 2787 in Cumulative Runoff .9162 in .003 ac-ft HYG Volume. . . .003 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = . 54 cfs Unit peak time Tp = 3.333 min Unit receding limb, Tr = 13.333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 4.36 Name. . . . PRE-X11 Tag: Pre100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\PRE-D-02.PPW Storm. . . Typell 24hr Tag: Pre100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = PRE-D-02.HYG - PRE-X11 Pre100 Tc = 5 .00 min Drainage Area = .040 acres Runoff CN= 61 Computational Time Increment = .667 min Computed Peak Time = 716.00 min Computed Peak Flow = .12 cfs Time Increment for HYG File = 3.00 min Peak Time, Interpolated Output = 717.00 min Peak Flow, Interpolated Output = .12 cfs WARNING: The difference between calculated peak flow and interpolated peak flow is greater than 1. 50% DRAINAGE AREA ID:None Selected CN = 61 Area = .040 acres S = 6. 3934 in 0. 2S = 1. 2787 in Cumulative Runoff 1 .9389 in .006 ac-ft HYG Volume. . . .006 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0.20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483.43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = .54 cfs Unit peak time Tp = 3 .333 min Unit receding limb, Tr = 13 .333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 Appendix A A-1 Index of Starting Page Numbers for ID Names P PRE X12 Pre. .2. . . 4.01, 4.02, 4.03 PRE-X01 Pre. .2. . . 4.04, 4.05, 4.06 PRE-X02 Pre. .2. . . 4.07, 4.08, 4.09 PRE-X03 Pre. .2. . . 4.10, 4.11, 4.12 PRE-X04 Pre. .2. . . 4.13 , 4.14, 4.15 PRE-X05 Pre. . 2. . . 4. 16, 4.17, 4. 18 PRE-X06 Pre. .2. . . 4.19, 4. 20, 4.21 PRE-X07 Pre. .2. . . 4. 22, 4.23 , 4. 24 PRE-X08 Pre. . 2. . . 4.25, 4.26, 4. 27 PRE-X09 Pre. .2. . . 4.28, 4. 29, 4.30 PRE-X10 Pre. .2. . . 4.31, 4.32, 4.33 PRE-X11 Pre. .2. . . 4.34, 4.35, 4.36 T Type II 24 hr . . . 2.01 Typell 24hr Pre. . 2. . . 3.01, 3 .03 , 3 .05, 3 .07, 3 .09, 3 .11 W Watershed Pre. .2. . . 1 .01, 1.02 , 1 .04, 1 .05, 1 .07, 1 .08, 1.10 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 16:05:03 Date: 05-18-2000 APPENDIX B POST-DEVELOPED DRAINAGE ANALYSIS Job File: 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Rain Dir : C: \HAESTAD\PPKW\RAINFALL\ JOB TITLE Post-Developed Conditions ParkSide Preserve Pulte Project at 116th and Shelborne S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Table of Contents i Table of Contents ************************ WARNING MSG *********************** WARNING WARNING MESSAGES 1.01 ******************** NETWORK SUMMARIES ********************* Watershed Dev. .2 Executive Summary (Nodes) 2.01 Executive Summary (Links) 2.03 Watershed Dev.10 Executive Summary (Nodes) 2.06 Executive Summary (Links) 2.08 Watershed Dev100 Executive Summary (Nodes) 2.11 Executive Summary (Links) 2.13 Network Calcs Sequence 2.16 ****************** DESIGN STORMS SUMMARY ******************* Type II 24 hr. . . Design Storms 3.01 ********************** RAINFALL DATA *********************** TypeIl 24hr. . . . Dev. .2 Synthetic Curve 4.01 Synthetic Cumulative Depth 4.03 Typell 24hr. . . . Dev.10 Synthetic Curve 4.05 Synthetic Cumulative Depth 4.07 TypelI 24hr. . . . Dev100 Synthetic Curve 4.09 5/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Table of Contents Table of Contents (continued) Synthetic Cumulative Depth 4.11 ******************** RUNOFF HYDROGRAPHS ******************** BASIN1 Dev. .2 SCS Unit Hyd. Summary 5.01 BASIN1 Dev.10 SCS Unit Hyd. Summary 5.02 BASIN1 Dev100 SCS Unit Hyd. Summary 5.03 BASIN2 Dev. .2 SCS Unit Hyd. Summary 5.04 BASIN2 Dev.10 SCS Unit Hyd. Summary 5.05 BASIN2 Dev100 SCS Unit Hyd. Summary 5.06 BASIN3 Dev. .2 SCS Unit Hyd. Summary 5.07 BASIN3 Dev.10 SCS Unit Hyd. Summary 5.08 BASIN3 Dev100 SCS Unit Hyd. Summary 5.09 BASIN4 Dev. .2 SCS Unit Hyd. Summary 5.10 BASIN4 Dev.10 SCS Unit Hyd. Summary 5.11 BASIN4 Dev100 SCS Unit Hyd. Summary 5.12 BASINS Dev. .2 SCS Unit Hyd. Summary 5.13 BASINS Dev.10 SCS Unit Hyd. Summary 5.14 S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Table of Contents iii Table of Contents (continued) BASINS Dev100 SCS Unit Hyd. Summary 5.15 BASIN6 Dev. .2 SCS Unit Hyd. Summary 5.16 BASIN6 Dev.10 SCS Unit Hyd. Summary 5.17 BASIN6 Dev100 SCS Unit Hyd. Summary 5.18 DD1 Dev. .2 SCS Unit Hyd. Summary 5.19 DD1 Dev.10 SCS Unit Hyd. Summary 5.20 DD1 Dev100 SCS Unit Hyd. Summary 5.21 DD10 Dev. .2 SCS Unit Hyd. Summary 5.22 DD10 Dev.10 SCS Unit Hyd. Summary 5.23 DD10 Dev100 SCS Unit Hyd. Summary 5.24 DD2 Dev. .2 SCS Unit Hyd. Summary 5.25 DD2 Dev.10 SCS Unit Hyd. Summary 5.26 DD2 Dev100 SCS Unit Hyd. Summary 5.27 DD3 Dev. .2 SCS Unit Hyd. Summary 5.28 DD3 Dev.10 SCS Unit Hyd. Summary 5.29 DD3 Dev100 SCS Unit Hyd. Summary 5.30 S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Table of Contents iv Table of Contents (continued) DD4 Dev. .2 SCS Unit Hyd. Summary 5.31 DD4 Dev.10 SCS Unit Hyd. Summary 5.32 DD4 Dev100 SCS Unit Hyd. Summary 5.33 DD5 Dev. .2 SCS Unit Hyd. Summary 5.34 DD5 Dev.10 SCS Unit Hyd. Summary 5.35 DD5 Dev100 SCS Unit Hyd. Summary 5.36 DD6 Dev. .2 SCS Unit Hyd. Summary 5.37 DD6 Dev.10 SCS Unit Hyd. Summary 5.38 DD6 Dev100 SCS Unit Hyd. Summary 5.39 DD7 Dev. .2 SCS Unit Hyd. Summary 5.40 DD7 Dev.10 SCS Unit Hyd. Summary 5.41 DD7 Dev100 SCS Unit Hyd. Summary 5.42 DD8 Dev. .2 SCS Unit Hyd. Summary 5.43 DD8 Dev.10 SCS Unit Hyd. Summary 5.44 DD8 Dev100 SCS Unit Hyd. Summary 5.45 DD9 Dev. .2 SCS Unit Hyd. Summary 5.46 S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Table of Contents v Table of Contents (continued) DD9 Dev.10 SCS Unit Hyd. Summary 5.47 DD9 Dev100 SCS Unit Hyd. Summary 5.48 ******************** OUTLET STRUCTURES ********************* OUTLET-02-CV. . . . Outlet Input Data 6.01 Composite Rating Curve 6.03 OUTLET-03-CV. . . . Outlet Input Data 6.04 Composite Rating Curve 6.06 OUTLET-04-CV. . . . Outlet Input Data 6.07 Composite Rating Curve 6.09 OUTLET-05-CV. . . . Outlet Input Data 6.10 Composite Rating Curve 6.12 OUTLET-06-CV. . . . Outlet Input Data 6.13 Composite Rating Curve 6.15 OUTLET1 Outlet Input Data 6. 16 Composite Rating Curve 6. 19 *********************** POND ROUTING *********************** POND1 Pond E-V-Q Table 7.01 POND1 OUT Dev. .2 Pond Routing Summary 7.02 Detention Time 7.03 POND1 OUT Dev.10 Pond Routing Summary 7.04 Detention Time 7.05 POND1 OUT Dev100 Pond Routing Summary 7.06 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Table of Contents vi Table of Contents (continued) Detention Time 7.07 POND2 Pond E-V-Q Table 7.08 POND2 OUT Dev. . 2 Pond Routing Summary 7.09 Detention Time 7. 10 POND2 OUT Dev.10 Pond Routing Summary 7.11 Detention Time 7.12 POND2 OUT Dev100 Pond Routing Summary 7.13 Detention Time 7.14 POND3 Pond E-V-Q Table 7.15 POND3 OUT Dev. . 2 Pond Routing Summary 7. 16 Detention Time 7.17 POND3 OUT Dev.10 Pond Routing Summary 7.18 Detention Time 7.19 POND3 OUT Dev100 Pond Routing Summary 7.20 Detention Time 7.21 POND4 Pond E-V-Q Table 7.22 POND4 OUT Dev. .2 Pond Routing Summary 7. 23 Detention Time 7. 24 POND4 OUT Dev.10 Pond Routing Summary 7. 25 Detention Time 7. 26 POND4 OUT Dev100 Pond Routing Summary 7. 27 Detention Time 7. 28 POND5 Pond E-V-Q Table 7. 29 PONDS OUT Dev. . 2 Pond Routing Summary 7.30 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15 :06:42 Date: 05-18-2000 Table of Contents vii Table of Contents (continued) Detention Time 7.31 PONDS OUT Dev.10 Pond Routing Summary 7.32 Detention Time 7.33 PONDS OUT Dev100 Pond Routing Summary 7.34 Detention Time 7.35 POND6 Pond E-V-Q Table 7.36 POND6 OUT Dev. .2 Pond Routing Summary 7.37 Detention Time 7.38 POND6 OUT Dev.10 Pond Routing Summary 7.39 Detention Time 7.40 POND6 OUT Dev100 Pond Routing Summary 7.41 Detention Time 7.42 S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . WARNING MESSAGES Page 1 .01 Name. . . . WARNING Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW WARNING: Mass balance for routing volumes vary by more than .5% ( . 560% of Inflow Volume) Check routing summary for : POND2 OUT Dev. .2 WARNING: Outflow hydrograph truncated on right side. Check output for: Pond Routing Summary POND2 OUT Dev. . 2 WARNING: Outflow hydrograph truncated on right side. Check output for : Pond Routing Summary POND1 OUT Dev. . 2 WARNING: Inflow hydrograph truncated on right side. Check output for : Pond Routing Summary POND3 OUT Dev. . 2 WARNING: Outflow hydrograph truncated on right side. Check output for : Pond Routing Summary POND3 OUT Dev. .2 WARNING: Outflow hydrograph truncated on right side. Check output for: Pond Routing Summary POND4 OUT Dev. . 2 WARNING: Outflow hydrograph truncated on right side. Check output for : Pond Routing Summary POND2 OUT Dev.10 WARNING: Outflow hydrograph truncated on right side. Check output for : Pond Routing Summary POND1 OUT Dev.10 WARNING: Inflow hydrograph truncated on right side. Check output for: Pond Routing Summary POND3 OUT Dev.10 WARNING: Outflow hydrograph truncated on right side. Check output for : Pond Routing Summary POND3 OUT Dev.10 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . WARNING MESSAGES Page 1.02 Name. . . . WARNING Event : 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW WARNING: Outflow hydrograph truncated on right side. Check output for : Pond Routing Summary POND4 OUT Dev. 10 WARNING: Outflow hydrograph truncated on right side. Check output for : Pond Routing Summary POND2 OUT Dev100 WARNING: Outflow hydrograph truncated on right side. Check output for: Pond Routing Summary POND1 OUT Dev100 WARNING: Inflow hydrograph truncated on right side. Check output for: Pond Routing Summary POND3 OUT Dev100 WARNING: Outflow hydrograph truncated on right side. Check output for : Pond Routing Summary POND3 OUT Dev100 WARNING: Outflow hydrograph truncated on right side. Check output for: Pond Routing Summary POND4 OUT Dev100 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Nodes) Page 2.01 Name. . . . Watershed Event : 2 yr File. . . . O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev. . 2 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Dev. .2 Description: Type II 2 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 2 yr Total Rainfall Depth= 2.9500 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. min cfs ft BASIN1 AREA 2.058 724.00 29.77 BASIN2 AREA 2.061 724.00 29.80 BASIN3 AREA 2.279 725.00 30.60 BASIN4 AREA 1.100 721.00 17. 16 BASIN5 AREA .475 720.00 7.80 BASIN6 AREA .343 720.00 5.64 DD1 AREA .083 718.00 1 .40 DD10 AREA .200 719.00 3 .39 DD2 AREA .026 716.00 .49 DD3 AREA .022 716.00 .41 DD4 AREA . 279 716.00 5.02 DD5 AREA .199 720.00 3 . 23 DD6 AREA .072 718.00 1 . 22 DD7 AREA .013 716.00 . 24 DD8 AREA .031 716.00 . 57 DD9 AREA . 133 718.00 2 . 25 Outfall OUTDD1 JCT .083 718.00 1 .40 Outfall OUTDD10 JCT .200 719.00 3 .39 Outfall OUTDD2 JCT .026 716.00 .49 Outfall OUTDD3 JCT .022 716.00 .41 Outfall OUTDD4 JCT .279 716.00 5.02 Outfall OUTDDS JCT .199 720.00 3 . 23 Outfall OUTDD6 JCT .072 718.00 1 . 22 Outfall OUTDD7 JCT .013 716.00 . 24 Outfall OUTDD8 JCT .031 716.00 . 57 Outfall OUTDD9 JCT .133 718.00 2 . 25 Outfall OUTFALL1 JCT 1 .978 R 903 .00 1 . 17 Outfall OUTFALL3 JCT 4.129 R 750.00 8.46 Outfall OUTFALL4 JCT 1.096 R 757.00 1 .87 Outfall OUTFALLS JCT .474 742.00 1 .18 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Nodes) Page 2.02 Name. . . . Watershed Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev. .2 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. min cfs ft Outfall OUTFALL6 JCT .342 754.00 . 59 POND1 IN POND 2.058 724.00 29.77 POND1 OUT POND 1 .978 R 903 .00 1 .17 902. 11 POND2 IN POND 2.061 724.00 29.80 POND2 OUT POND 1 .900 R 833 .00 1 .67 902.72 POND3 IN POND 4.179 R 725.00 31 .22 POND3 OUT POND 4.129 R 750.00 8.46 879. 57 POND4 IN POND 1 .100 721 .00 17. 16 POND4 OUT POND 1.096 R 757.00 1.87 882.44 POND5 IN POND .475 720.00 7.80 PONDS OUT POND .474 742.00 1.18 883 .71 POND6 IN POND .343 720.00 5.64 POND6 OUT POND .342 754.00 . 59 898.49 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 2.03 Name. . . . Watershed Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev. .2 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Dev. .2 Description: Type II 2 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES .RNF Typell 24hr Storm Frequency = 2 yr Total Rainfall Depth= 2.9500 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points ADD1 ADD UN 2.058 724.00 29.77 BASIN1 DL 2.058 724.00 29.77 DN 2.058 724.00 29. 77 POND1 IN ADD2 ADD UN 2.061 724.00 29.80 BASIN2 DL 2.061 724.00 29.80 DN 2.061 724.00 29.80 POND2 IN ADD3 ADD UN 2. 279 725 .00 30.60 BASINS DL 2. 279 725 .00 30.60 DN 4. 179 R 725 .00 31. 22 PONDS IN ADD4 ADD UN 1. 100 721.00 17. 16 BASIN4 DL 1.100 721.00 17. 16 DN 1. 100 721 .00 17. 16 POND4 IN ADDS ADD UN .475 720.00 7.80 BASINS DL .475 720.00 7.80 DN .475 720.00 7.80 POND5 IN ADD6 ADD UN .343 720.00 5.64 BASIN6 DL .343 720.00 5.64 DN .343 720.00 5.64 POND6 IN DD1 ADD ADD UN .083 718.00 1.40 DD1 DL .083 718.00 1 .40 DN .083 718.00 1.40 OUTDD1 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 2.04 Name. . . . Watershed Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev. .2 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points DD10 ADD ADD UN .200 719.00 3 .39 DD10 DL . 200 719.00 3.39 DN .200 719.00 3.39 OUTDD10 DD2 ADD ADD UN .026 716.00 .49 DD2 DL .026 716.00 .49 DN .026 716.00 .49 OUTDD2 DD3 ADD ADD UN .022 716.00 .41 DD3 DL .022 716.00 .41 DN .022 716.00 .41 OUTDD3 DD4 ADD ADD UN .279 716.00 5.02 DD4 DL . 279 716.00 5.02 DN . 279 716.00 5.02 OUTDD4 DD5 ADD ADD UN .199 720.00 3 . 23 DD5 DL .199 720.00 3 . 23 DN .199 720.00 3. 23 OUTDD5 DD6 ADD ADD UN .072 718.00 1. 22 DD6 DL .072 718.00 1. 22 DN .072 718.00 1.22 OUTDD6 DD7 ADD ADD UN .013 716.00 . 24 DD7 DL .013 716.00 . 24 DN .013 716.00 . 24 OUTDD7 DD8 ADD ADD UN .031 716.00 . 57 DD8 DL .031 716.00 .57 DN .031 716.00 .57 OUTDD8 DD9 ADD ADD UN .133 718.00 2. 25 DD9 DL .133 718.00 2.25 DN .133 718.00 2.25 OUTDD9 OUTLET1 PONDrt UN 2.058 724.00 29.77 POND1 IN OUTLET1 1 .978 R 903.00 1.17 POND1 OUT DL 1.978 R 903.00 1.17 DN 1.978 R 903.00 1.17 OUTFALL1 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 2.05 Name. . . . Watershed Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . TypelI 24hr Tag: Dev. . 2 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points OUTLET2 PONDrt UN 2.061 724.00 29.80 POND2 IN OUTLET2 1 .900 R 833 .00 1.67 POND2 OUT DL 1 .900 R 833.00 1 .67 DN 4.179 R 725.00 31 . 22 POND3 IN OUTLET3 PONDrt UN 4.179 R 725.00 31 . 22 POND3 IN OUTLET3 4.129 R 750.00 8.46 POND3 OUT DL 4. 129 R 750.00 8.46 DN 4. 129 R 750.00 8.46 OUTFALL3 OUTLET4 PONDrt UN 1 .100 721.00 17. 16 POND4 IN OUTLET4 1 .096 R 757.00 1.87 POND4 OUT DL 1 .096 R 757.00 1 .87 DN 1 .096 R 757.00 1 .87 OUTFALL4 OUTLETS PONDrt UN .475 720.00 7.80 PONDS IN OUTLETS .474 742.00 1. 18 PONDS OUT DL .474 742.00 1. 18 DN .474 742.00 1. 18 OUTFALLS OUTLET6 PONDrt UN .343 720.00 5.64 POND6 IN OUTLET6 .342 754.00 . 59 POND6 OUT DL .342 754.00 . 59 DN .342 754.00 . 59 OUTFALL6 S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Nodes) Page 2.06 Name. . . . Watershed Event : 10 yr File. . . . O:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev. 1O NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Dev.1O Description: Type II 10 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 10 yr Total Rainfall Depth= 4.2000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. min cfs ft BASIN1 AREA 3.698 722.00 54.04 BASIN2 AREA 3.701 722.00 54.09 BASIN3 AREA 4.095 725.00 55.31 BASIN4 AREA 1.976 721.00 30.92 BASINS AREA .853 720.00 14.01 BASINGAREA .617 720.00 10.13 (J;reLlpiscka""Jt' D D1_ _ AREA .153 -7 8.0-0 2.67 DD1O AREA .375 718.00 6.46 DD2 AREA .049 715.00 .93 DD3 AREA .041 715.00 .77 DD4 AREA .516 716.00 9.43 DD5 AREA .372 720.00 6.13 DD6 AREA .135 718.00 2.32 DD7 AREA .024 715 .00 .45 DD8 AREA .058 715 .00 1.09 DD9_ _____ AREA 718.00 4.28 Outfall 00-661 JCT .155 718.00 2.6T 3'1 Outfall OUTDD1O JCT .375 718.00 6.46 '� �5 Outfall OUTDD2 JCT .049 715.00 .93 Outfall OUTDD3 JCT .041 715.00 .77 Outfall OUTDD4 JCT .516 716.00 9.43 Outfall OUTDD5 JCT .372 720.00 6.13 Outfall OUTDD6 JCT .135 718.00 2.32 Outfall OUTDD7 JCT .024 715.00 .45 Outfall OUTDD8 JCT .058 715.00 1.09 Outfall OUTDD9 JCT .249 718.00 4. 28 Outfall OUTFALL1 JCT 3 .496 R 766.00 5.28 Outfall OUTFALL3 JCT 7.480 R 745.00 18.98 Outfall OUTFALL4 JCT 1.968 R 750.00 3 .90 Outfall OUTFALLS JCT .853 739.00 2.28 S/N: 421AO53O6A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Nodes) Page 2.07 Name. . . . Watershed Event: 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev.10 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. min cfs ft Outfall OUTFALL6 JCT .616 742.00 1.47 POND1 IN POND 3 .698 722.00 54.04 POND1 OUT POND 3 .496 R 766.00 5. 28 903 .10 POND2 IN POND 3 .701 722.00 54.09 POND2 OUT POND 3 .461 R 793 .00 3 .93 903 . 20 POND3 IN POND 7.555 R 725.00 57.22 POND3 OUT POND 7.480 R 745.00 18.98 880. 55 POND4 IN POND 1 .976 721.00 30.92 POND4 OUT POND 1.968 R 750.00 3.90 883 .09 PONDS IN POND .853 720.00 14.01 PONDS OUT POND .853 739.00 2.28 884. 17 POND6 IN POND .617 720.00 10. 13 POND6 OUT POND .616 742.00 1 .47 898.79 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 2.08 Name. . . . Watershed Event: 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev.10 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Dev.10 Description: Type II 10 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES .RNF Typell 24hr Storm Frequency = 10 yr Total Rainfall Depth= 4.2000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points ADD1 ADD UN 3 .698 722.00 54.04 BASIN1 DL 3 .698 722.00 54.04 DN 3 .698 722.00 54.04 POND1 IN ADD2 ADD UN 3.701 722.00 54.09 BASIN2 DL 3 .701 722.00 54.09 DN 3.701 722.00 54.09 POND2 IN ADD3 ADD UN 4.095 725.00 55.31 BASIN3 DL 4.095 725.00 55.31 DN 7. 555 R 725.00 57. 22 POND3 IN ADD4 ADD UN 1.976 721.00 30.92 BASIN4 DL 1.976 721.00 30.92 DN 1.976 721.00 30.92 POND4 IN ADD5 ADD UN .853 720.00 14.01 BASINS DL .853 720.00 14.01 DN .853 720.00 14.01 PONDS IN ADD6 ADD UN .617 720.00 10.13 BASIN6 DL .617 720.00 10.13 DN .617 720.00 10.13 POND6 IN DD1 ADD ADD UN . 155 718.00 2 .67 DD1 DL .155 718.00 2.67 DN . 155 718.00 2 .67 OUTDD1 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 2 .09 Name. . . . Watershed Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev.10 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points DD10 ADD ADD UN .375 718.00 6.46 DD10 DL .375 718.00 6.46 DN .375 718.00 6.46 OUTDD10 DD2 ADD ADD UN .049 715.00 .93 DD2 DL .049 715.00 .93 DN .049 715.00 .93 OUTDD2 DD3 ADD ADD UN .041 715.00 .77 DD3 DL .041 715.00 .77 DN .041 715.00 .77 OUTDD3 DD4 ADD ADD UN . 516 716.00 9.43 DD4 DL .516 716.00 9.43 DN .516 716.00 9.43 OUTDD4 DD5 ADD ADD UN .372 720.00 6. 13 DD5 DL .372 720.00 6.13 DN .372 720.00 6.13 OUTDD5 DD6 ADD ADD UN .135 718.00 2.32 DD6 DL .135 718.00 2. 32 DN .135 718.00 2.32 OUTDD6 DD7 ADD ADD UN .024 715.00 .45 DD7 DL .024 715.00 .45 DN .024 715.00 .45 OUTDD7 DD8 ADD ADD UN .058 715.00 1.09 DD8 DL .058 715.00 1.09 DN .058 715.00 1.09 OUTDD8 DD9 ADD ADD UN . 249 718.00 4.28 DD9 DL .249 718.00 4.28 DN .249 718.00 4.28 OUTDD9 OUTLET1 PONDrt UN 3.698 722.00 54.04 POND1 IN OUTLET1 3 .496 R 766.00 5. 28 POND1 OUT DL 3.496 R 766.00 5. 28 DN 3.496 R 766.00 5. 28 OUTFALL1 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 2.10 Name. . . . Watershed Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev.10 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points OUTLET2 PONDrt UN 3.701 722.00 54.09 POND2 IN OUTLET2 3 .461 R 793.00 3 .93 POND2 OUT DL 3 .461 R 793.00 3 .93 DN 7.555 R 725.00 57.22 POND3 IN OUTLET3 PONDrt UN 7.555 R 725.00 57.22 POND3 IN OUTLET3 7.480 R 745.00 18.98 POND3 OUT DL 7.480 R 745.00 18.98 DN 7.480 R 745.00 18.98 OUTFALL3 OUTLET4 PONDrt UN 1.976 721.00 30.92 POND4 IN OUTLET4 1.968 R 750.00 3.90 POND4 OUT DL 1.968 R 750.00 3.90 DN 1.968 R 750.00 3.90 OUTFALL4 OUTLETS PONDrt UN .853 720.00 14.01 PONDS IN OUTLET5 .853 739.00 2. 28 PONDS OUT DL .853 739.00 2. 28 DN .853 739.00 2. 28 OUTFALL5 OUTLET6 PONDrt UN .617 720.00 10.13 POND6 IN OUTLET6 .616 742.00 1.47 POND6 OUT DL .616 742.00 1.47 DN .616 742.00 1.47 OUTFALL6 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Nodes) Page 2.11 Name. . . . Watershed Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev10O NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Dev100 Description: Type II 100 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 100 yr Total Rainfall Depth= 5.9000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. min cfs ft BASIN1 AREA 6.122 722.00 88.85 BASIN2 AREA 6. 129 722.00 88.95 BASIN3 AREA 6.780 724.00 90.73 BASIN4 AREA 3. 271 720.00 50.76 BASINS AREA 1.413 719.00 22.94 BASING AREA 1.021 719.00 16.57 D rest- 0;5J-tar, " DD1 AREA . 265- /17700- 4-53 DD10 AREA .640 717.00 10.96 DD2 AREA .084 715.00 1 .58 DD3 AREA .070 715.00 1 .31 DD4 AREA .871 716.00 15.86 DD5 AREA .634 719.00 10.36 DD6 AREA . 230 717.00 3 .94 DD7 AREA .041 715 .00 .76 DD8 AREA .099 715.00 1 .86 DD9 AREA .425 717.00 7.27 Outfall OUTDD1 JCT 265 71/ .00-- 4:33- r , Outfall OUTDD10 JCT .640 717.00 10.96 'D C-' `4 3 c rS Outfall OUTDD2 JCT .084 715.00 1 .58 Outfall OUTDD3 JCT .070 715.00 1.31 Outfall OUTDD4 JCT .871 716.00 15.86 Outfall OUTDD5 JCT .634 719.00 10.36 Outfall OUTDD6 JCT . 230 717.00 3.94 Outfall OUTDD7 JCT .041 715.00 .76 Outfall OUTDD8 JCT .099 715.00 1.86 Outfall OUTDD9 JCT .425 717.00 7. 27 Outfall OUTFALL1 JCT 5.808 R 762.00 8.97 Outfall OUTFALLS JCT 12.469 R 744.00 33 .01 Outfall OUTFALL4 JCT 3. 257 R 754.00 5.22 Outfall OUTFALLS JCT 1.412 741.00 3 .24 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Nodes) Page 2.12 Name. . . . Watershed Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev100 NETWORK SUMMARY -- NODES (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Qpeak Qpeak Max WSEL Node ID Type ac-ft Trun. min cfs ft Outfall OUTFALL6 JCT 1.020 740.00 2.66 POND1 IN POND 6.122 722 .00 88.85 POND1 OUT POND 5.808 R 762 .00 8.97 904.73 POND2 IN POND 6.129 722 .00 88.95 POND2 OUT POND 5.794 R 771.00 7.91 903.86 POND3 IN POND 12.574 R 725.00 95.30 POND3 OUT POND 12.469 R 744.00 33.01 881.84 POND4 IN POND 3.271 720.00 50.76 POND4 OUT POND 3.257 R 754.00 5.22 884.08 PONDS IN POND 1.413 719.00 22.94 PONDS OUT POND 1.412 741 .00 3 .24 884.81 POND6 IN POND 1.021 719.00 16. 57 POND6 OUT POND 1.020 740.00 2.66 899.21 S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 2. 13 Name. . . . Watershed Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev100 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) DEFAULT Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Dev100 Description: Type II 100 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES.RNF Typell 24hr Storm Frequency = 100 yr Total Rainfall Depth= 5.9000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points ADD1 ADD UN 6. 122 722.00 88.85 BASIN1 DL 6.122 722.00 88.85 DN 6.122 722.00 88.85 POND1 IN ADD2 ADD UN 6.129 722.00 88.95 BASIN2 DL 6.129 722.00 88.95 DN 6.129 722.00 88.95 POND2 IN ADD3 ADD UN 6.780 724.00 90.73 BASIN3 DL 6.780 724.00 90.73 DN 12.574 R 725 .00 95 . 30 POND3 IN ADD4 ADD UN 3.271 720.00 50.76 BASIN4 DL 3.271 720.00 50.76 DN 3.271 720.00 50.76 POND4 IN ADDS ADD UN 1.413 719.00 22.94 BASINS DL 1.413 719.00 22.94 DN 1.413 719.00 22.94 PONDS IN ADD6 ADD UN 1.021 719.00 16. 57 BASIN6 DL 1.021 719.00 16.57 DN 1.021 719.00 16.57 POND6 IN DD1 ADD ADD UN .265 717.00 4. 53 DD1 DL .265 717.00 4. 53 DN .265 717.00 4.53 OUTDD1 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 2.14 Name. . . . Watershed Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev100 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt ; LR=Left & Rt) HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points DD10 ADD ADD UN .640 717.00 10.96 DD10 DL .640 717.00 10.96 DN .640 717.00 10.96 OUTDD10 DD2 ADD ADD UN .084 715.00 1 .58 DD2 DL .084 715.00 1 .58 DN .084 715.00 1 .58 OUTDD2 DD3 ADD ADD UN .070 715.00 1 .31 DD3 DL .070 715.00 1.31 DN .070 715.00 1.31 OUTDD3 DD4 ADD ADD UN .871 716.00 15.86 DD4 DL .871 716.00 15.86 DN .871 716.00 15 .86 OUTDD4 DD5 ADD ADD UN .634 719.00 10.36 DD5 DL .634 719.00 10.36 DN .634 719.00 10.36 OUTDD5 DD6 ADD ADD UN . 230 717.00 3 .94 DD6 DL . 230 717.00 3 .94 DN .230 717.00 3 .94 OUTDD6 DD7 ADD ADD UN .041 715.00 .76 DD7 DL .041 715.00 .76 DN .041 715.00 .76 OUTDD7 DD8 ADD ADD UN .099 715.00 1 .86 DD8 DL .099 715.00 1.86 DN .099 715.00 1.86 OUTDD8 DD9 ADD ADD UN .425 717.00 7.27 DD9 DL .425 717.00 7. 27 DN .425 717.00 7.27 OUTDD9 OUTLET1 PONDrt UN 6.122 722.00 88 .85 POND1 IN OUTLET1 5 .808 R 762.00 8.97 POND1 OUT DL 5.808 R 762.00 8.97 DN 5.808 R 762.00 8.97 OUTFALL1 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Executive Summary (Links) Page 2. 15 Name. . . . Watershed Event: 100 yr File. . . . O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Storm. . . Typell 24hr Tag: Dev100 NETWORK SUMMARY -- LINKS (UN=Upstream Node; DL=DNstream End of Link; DN=DNstream Node) (Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt) HYG Vol Peak Time Peak Q Link ID Type ac-ft Trun. min cfs End Points OUTLET2 PONDrt UN 6. 129 722.00 88.95 POND2 IN OUTLET2 5.794 R 771 .00 7.91 POND2 OUT DL 5.794 R 771.00 7.91 DN 12. 574 R 725.00 95.30 POND3 IN OUTLET3 PONDrt UN 12.574 R 725.00 95.30 POND3 IN OUTLET3 12.469 R 744.00 33.01 POND3 OUT DL 12.469 R 744.00 33.01 DN 12.469 R 744.00 33.01 OUTFALL3 OUTLET4 PONDrt UN 3 .271 720.00 50.76 POND4 IN OUTLET4 3 .257 R 754.00 5.22 POND4 OUT DL 3 . 257 R 754.00 5.22 DN 3. 257 R 754.00 5.22 OUTFALL4 OUTLETS PONDrt UN 1.413 719.00 22.94 PONDS IN OUTLETS 1.412 741.00 3.24 PONDS OUT DL 1.412 741.00 3.24 DN 1.412 741.00 3 .24 OUTFALL5 OUTLET6 PONDrt UN 1.021 719.00 16. 57 POND6 IN OUTLET6 1 .020 740.00 2.66 POND6 OUT DL 1 .020 740.00 2.66 DN 1 .020 740.00 2.66 OUTFALL6 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Network Calcs Sequence Page 2 .16 Name. . . . Watershed Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 NETWORK RUNOFF NODE SEQUENCE Runoff Data Apply to Node Receiving Link SCS UH Basin4 Subarea BASIN4 Add Hyd BASIN4 SCS UH Basin5 Subarea BASINS Add Hyd BASINS SCS UH Basin3 Subarea BASINS Add Hyd BASIN3 SCS UH Basing Subarea BASIN2 Add Hyd BASIN2 SCS UH Basinl Subarea BASIN1 Add Hyd BASIN1 SCS UH Basin6 Subarea BASIN6 Add Hyd BASIN6 SCS UH DD1 Subarea DD1 Add Hyd DD1 SCS UH DD2 Subarea DD2 Add Hyd DD2 SCS UH DD3 Subarea DD3 Add Hyd DD3 SCS UH DD4 Subarea DD4 Add Hyd DD4 SCS UH DD5 Subarea DD5 Add Hyd DD5 SCS UH DD6 Subarea DD6 Add Hyd DD6 SCS UH DD7 Subarea DD7 Add Hyd DD7 SCS UH DD8 Subarea DD8 Add Hyd DD8 SCS UH DD9 Subarea DD9 Add Hyd DD9 SCS UH DD10 Subarea DD10 Add Hyd DD10 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Network Calcs Sequence Page 2.17 Name. . . . Watershed Event: 100 yr File. . . . O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 NETWORK ROUTING SEQUENCE Link Operation UPstream Node DNstream Node Add Hyd ADD2 Subarea BASIN2 Pond POND2 IN POND ROUTE TOTAL OUTFLOW. . . Total Pond Outflow Pond POND2 IN Outflow POND2 OUT SET POND ROUTING LINK TO TOTAL POND OUTFLOW. . . Outlet OUTLET2 Outflow POND2 OUT Pond POND3 IN Add Hyd ADD6 Subarea BASIN6 Pond POND6 IN POND ROUTE TOTAL OUTFLOW. . . Total Pond Outflow Pond POND6 IN Outflow POND6 OUT SET POND ROUTING LINK TO TOTAL POND OUTFLOW. . . Outlet OUTLET6 Outflow POND6 OUT Jct OUTFALL6 Add Hyd ADD1 Subarea BASIN1 Pond POND1 IN POND ROUTE TOTAL OUTFLOW. . . Total Pond Outflow Pond POND1 IN Outflow POND1 OUT SET POND ROUTING LINK TO TOTAL POND OUTFLOW. . . Outlet OUTLETI Outflow POND1 OUT Jct OUTFALL1 Add Hyd ADDS Subarea BASIN3 Pond POND3 IN POND ROUTE TOTAL OUTFLOW. . . Total Pond Outflow Pond POND3 IN Outflow POND3 OUT SET POND ROUTING LINK TO TOTAL POND OUTFLOW. . . Outlet OUTLET3 Outflow POND3 OUT Jct OUTFALL3 Add Hyd ADDS Subarea BASINS Pond PONDS IN POND ROUTE TOTAL OUTFLOW. . . Total Pond Outflow Pond PONDS IN Outflow PONDS OUT SET POND ROUTING LINK TO TOTAL POND OUTFLOW. . . Outlet OUTLETS Outflow PONDS OUT Jct OUTFALLS Add Hyd ADD4 Subarea BASIN4 Pond POND4 IN POND ROUTE TOTAL OUTFLOW. . . Total Pond Outflow Pond POND4 IN Outflow POND4 OUT SET POND ROUTING LINK TO TOTAL POND OUTFLOW. . . Outlet OUTLET4 Outflow POND4 OUT Jct OUTFALL4 Add Hyd DD10 ADD Subarea DD10 Jct OUTDD10 Add Hyd DD9 ADD Subarea DD9 Jct OUTDD9 Add Hyd DD8 ADD Subarea DD8 Jct OUTDD8 Add Hyd DD7 ADD Subarea DD7 Jct OUTDD7 Add Hyd DD6 ADD Subarea DD6 Jct OUTDD6 Add Hyd DD5 ADD Subarea DD5 Jct OUTDD5 Add Hyd DD4 ADD Subarea DD4 Jct OUTDD4 Add Hyd DD3 ADD Subarea DD3 Jct OUTDD3 Add Hyd DD2 ADD Subarea DD2 Jct OUTDD2 Add Hyd DD1 ADD Subarea DD1 Jct OUTDD1 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Design Storms Page 3 .01 Name. . . . Type II 24 hr File. . . . C: \HAESTAD\PPKW\RAINFALL\HAMILTON.RNQ Title. . . Post-Developed Conditions ParkSide Preserve Pulte Project at 116th and Shelborne DESIGN STORMS SUMMARY Design Storm File, ID = HAMILTON.RNQ Type II 24 hr Storm Tag Name = Dev. .2 Description: Type II 2 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypelI 24hr Storm Frequency = 2 yr Total Rainfall Depth= 2.9500 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min Storm Tag Name = Dev. 10 Description: Type II 10 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypelI 24hr Storm Frequency = 10 yr Total Rainfall Depth= 4.2000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min Storm Tag Name = Dev100 Description: Type II 100 year 24 hour - Hamilton County Data Type, File, ID = Synthetic Storm SCSTYPES .RNF TypeII 24hr Storm Frequency = 100 yr Total Rainfall Depth= 5.9000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1440.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Synthetic Curve Page 4.01 Name. . . . Typell 24hr Tag: Dev. . 2 File. . . . C: \HAESTAD\PPKW\RAINFALL\SCSTYPES .RNF Title. . . Type II 2 year 24 hour - Hamilton County CUMULATIVE RAINFALL FRACTIONS Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. .00 .000 .001 .002 .003 .004 30.00 .005 .006 .007 .008 .009 60.00 .011 .012 .013 .014 .015 90.00 .016 .017 .018 .020 .021 120.00 .022 .023 .024 .026 .027 150.00 .028 .029 .031 .032 .033 180.00 .035 .036 .037 .038 .040 210.00 .041 .042 .044 .045 .047 240.00 .048 .049 .051 .052 .054 270.00 .055 .057 .058 .060 .061 300.00 .063 .065 .066 .068 .070 330.00 .071 .073 .075 .076 .078 360.00 .080 .082 .084 .085 .087 390.00 .089 .091 .093 .095 .097 420.00 .099 . 101 .103 . 105 . 107 450.00 .109 .111 .113 . 116 . 118 480.00 .120 . 122 .125 . 127 . 130 510.00 .132 . 135 .138 . 141 . 144 540.00 .147 . 150 .153 . 157 . 160 570.00 .163 .166 .170 . 173 . 177 600.00 .181 .185 .189 . 194 . 199 630.00 .204 . 209 .215 . 221 . 228 660.00 .235 . 243 .251 .261 . 271 690.00 .283 .307 .354 .431 . 568 720.00 .663 .682 .699 . 713 .725 750.00 .735 .743 .751 .759 .766 780.00 .772 .778 . 784 . 789 .794 810.00 .799 .804 .808 .812 .816 840.00 .820 .824 .827 .831 .834 870.00 .838 .841 .844 .847 .850 900.00 .854 .856 .859 .862 .865 930.00 .868 .870 .873 .875 .878 960.00 .880 .882 .885 .887 .889 990.00 .891 .893 .895 .898 .900 1020.00 .902 .904 .906 .908 .910 1050.00 .912 .914 .915 .917 .919 1080.00 .921 .923 .925 .926 .928 1110.00 .930 .931 .933 .935 .936 1140.00 .938 .939 .941 . 942 .944 1170.00 .945 .947 .948 .949 .951 1200.00 .952 .953 .955 . 956 .957 1230.00 .958 .960 .961 .962 .964 1260.00 .965 .966 .967 .968 .970 1290.00 .971 .972 .973 .975 .976 1320.00 .977 .978 .979 .981 .982 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Synthetic Curve Page 4.02 Name. . . . Typell 24hr Tag: Dev. .2 File. . . . C: \HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF Title. . . Type II 2 year 24 hour - Hamilton County CUMULATIVE RAINFALL FRACTIONS Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. 1350.00 .983 .984 .985 .986 .988 1380.00 .989 .990 .991 .992 .993 1410.00 .994 .996 .997 .998 .999 1440.00 1 .000 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15 :06:42 Date: 05-18-2000 000Z-8T-SO :alea ZV:90:S1 :awi1 alndwoD (SZE) 0'L :JaA 1JedPuod .Dui 'adtij •I tned 38V9OESOVTZV :N/S Z968'Z LZ68'Z Z688'Z L588'Z ZZ88'Z 00'OZET 98L8'Z OSL8'Z STL8'Z 6L98'Z EV98'Z 00'06ZT 9098'Z OL58'Z V£58'Z L6V8'Z 09V8'Z 00'09ZT EZV8'Z 98E8'Z 6VE8'Z TT£8'Z VLZB'Z 00'0£ZT 9EZ8'Z 8618'Z 0918'Z ZZT8'Z V808'Z 00'OOZT SVO8'Z 9008'Z 996L'Z SZ6L'Z E88L'Z 00'OLTT TV8L'Z 86LL'Z VSLL'Z 60LL'Z V99L'Z 00'01711 8T9L'Z TLSL'Z EZSL'Z SLVL'Z 9ZVL'Z 00'0TTT 9LEL'Z 9ZEL'Z VLZL'Z ZZZL'Z OLTL'Z 00'0801 9TTL'Z Z9OL'Z LOOL'Z T569'Z 5689'Z 00'0501 8E89'Z 08L9'Z TZL9'Z Z999'Z Z099'Z 00'OZOT TV59'Z 6LV9'Z LTV9'Z VSE9'Z 06Z9'Z 00'066 9ZZ9'Z 09T9'Z V609'Z 8Z09'Z 0965'Z 00'096 T685'Z OZ85'Z LVLS'Z ZL95'Z 5655'Z 00'0E6 9T55'Z SEVS'Z TSES'Z 99ZYZ 8LTS'Z 00'006 6805'Z L66V'Z VO6V'Z 808V'Z OTLV'Z 00'0L8 OT9V'Z 805V'Z VOVV'Z 86ZV'Z 06TV'Z 00'0178 9LOV'Z 096E'Z 9E8E'Z 90LE'Z TLSE'Z 00'018 8Z17E'Z LLZE'Z LITE'Z 056Z'Z 17LLZ'Z 00'08L 985Z'Z E8EZ'Z 59TZ'Z TE6I'Z E89T'Z 00'OSL Z6ET'Z SEOT'Z 0190'Z 8110'Z 6556'T 00'0ZL ZSL9'T 80LZ'T VSVO'T 2506' 617E8' 00'069 6008' L69L' VTVL' 65TL' EE69' 00'099 9ZL9' TE59' 817£9' LLT9' 8109' 00'0E9 8985' SZL5' 0655' T9V5' 017£5' 00'009 VZZS' £TTS' LOOS' SO6V' 608V' 00'OLS VTLV' OZ9V' SZSV' TM' LEEV' 00'0175 VVZV' VSTV' L9017' E86E' 106£' 00'0'5 EZ8E' 817LE' 9L9E' 909E' 017SE' 00'08V SLUE' TT17E' 8VEE' 58ZE' EZZE' 00'OSV T9TE' OOTE' OVO£' 086Z' TZ6Z' 00'0ZV Z98Z' V08Z' 9VLZ' 689Z' EE9Z' 00'06£ LLSZ' ZZSZ' L9VZ' ET17Z' 09EZ' 00'09E LOEZ' SSZZ' EOZZ' ZSTZ' ZOTZ' 00'0EE ZSOZ' £OOZ' V56T' 9061' 6581' 00'00E ZT8'' 59LT' OZL1' 17L9T' OE9T' 00'OLZ 9851' EVST' 0051' 85171' 9TVT' 00'017Z SLE'' VEE'' V6ZT' ESN' EUZT' 00'01Z VLTT' VETT' 560T' 950T' 8T0T' 00'08T 0860' ZV60' V060' L980' 0E80' 00'051 £610' LSLO' OZLO' 5890' 61790' 00'OZT VT90' 6L50' 171750' 0150' 9LV0' 00'06 Z1VO' 60170' SLED' ZVEO' OT£0' 00'09 8LZ0' 517Z0' VTZO' Z8T0' 1510' 00'0E OZTO' 0600' 0900' 0£00' 0000' 00' 'MOJ u)ea ut amen 1sJLj. Joh all0.1 sluasaJdaJ llat uo awl.l uiw utw 00'9 = luawaJDut awi.l lndln0 awtl (u!) SH1d3O 11VdNIVb 3AIlVlfW00 Z' •Aaa :tel J4VZ IIad&l • • •wJolS Alunoj uolULweH - Jno4 17Z _mai( Z II ad1l . —a1141 dN21'S3dA1SOS\11VdNIVb\MNdd\OVIS3VH\:O " "alld JA Z :luaA3 Z• •Aaa :2e1 J4VZ IIad&1 — —aweN E0'V aged 41daa aAtlelnwnD JI-lagluiS — —ad41 Type. . . . Synthetic Cumulative Depth Page 4.04 Name. . . . Typell 24hr Tag: Dev. . 2 Event: 2 yr File. . . . C: \HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF Title. . . Type II 2 year 24 hour - Hamilton County Storm. . . Typell 24hr Tag: Dev. . 2 CUMULATIVE RAINFALL DEPTHS (in) Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. 1350.00 2.8997 2 .9031 2 .9066 2.9100 2.9134 1380.00 2.9168 2 .9202 2.9236 2.9269 2.9303 1410.00 2.9336 2.9369 2.9402 2.9435 2.9468 1440.00 2.9500 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 T N O \ J T Z I < MZ r r r r r r r r r r r rt r-, 3 D GL •• W NNNNrrr000lDlC) DW000000 V V v mm m mU' U' U, AAAw W W W NNNrrr .-, m m m -17 NID0 W O V A r0001NW00 W 0 V A r00UiNt00 W 0 V A r0001NlDmw0 ,4Ar00UiN (.0mW 3 _1 m 0) A 00000000000000000000000000000000000000000000 n N . . . . . . . . . • . . . . . . . • . . . . . • . • . . . . . . • . . • • . • . . . . . • = 3 . Xi-. 000000000000000000000000000000000000000000000 m • < 0 D 000000000000000000000000000000000000000000000 m -1nHN `< •• ,< << _ W "D / ID 7 - 0 m 2 m r+ m D 11 7" vD I-I m (4m • 00Ln ri• O m f-1 -1 3 o,--. ). 1..) n ^ m O 0 A W / m- n p.477 upwLoIOIOIOIOIOIDl wmco00000000 V vvmNNNrrrrrr000000000000000 0 `< -0 -s c U10) V V 0U1U1AwwNr0up0o0Ui W NJ V W 0000 W 0000A W N01.00300v 01U1AAL0NNrrCO 7 On m -I C V r Ln CO N U•1 CO O r N N r O Co A Co O VD N Ln W W Ln A r W V N O LO VD l0 O r W U•1 CO r U1 Co N m r un O C C 0) 7\ < r' r r+ 3 -1Z m m •D C / I-I --h C r•- NJ PD r+ r+ D AD n n - H S Z —I n (1) --.. < OT0) -D 3 m c Doo O M lDlDlOIOIOIOIOIDIDtDl00000000000000ov VmwNN1-•. 1--. rrrrr00000000000000 m 7J r 3 - v v m m Ln A w w N r O LO Co V v 1 A N 0 V A Co 0 A 0 00 m Ln w N r O LO Co v m Ln A A w N N r r 0 0 V 1 -i. D 1 / 0 Co N m O W V l0 r W A A W N O m r A A Co W N v W l0 In m 0 U7 N r r r N W Ul V LO N m VD W V N m r m 7 1-1 trim CI-4 m (1 Z x n < r+ r+ -5 T 6) V7 • (D (1 to m D 3 -11.- -1 rt m r 0 �• 7 r+ m 3 3 r* T O N M HD 7O t.oww OIOIOI0IOIO (0 (000o00000000ov V m W NJNrrrrrrr00000000000000 -h n nz N. V vmmUiAA W Nr0 (D00 V UnANO03Ui (.0 Ulv1r0ovvlwNr0V000 01 UnvlAUW Nrr00 0 m -•1 0 T U1 VD W vrUlCor W Ln Ln 01UiUiwuDAvooArtOArvlVDOwoovlwwwAUi0100 AvrACowvN -1 • 1-1 C O O 3 O -h0Z r+ 01 U, •< A N 3 N r+ 7 0) lOtDlOIOLID LCV, VD VP (.01D00CO CO CO CO CO CO V V vAtNlNrrrrr rr00000000000000 r O Co V mmInAAW Nr0 (.000vmA W r000tr WmNID VU'1ANr01D00 VmmU1A W W NNr00 C 01 r Ln CO NJ m lD NJ U1 m y 0000 V U7 NJ V r N 44) l0 UJ r r r A W V r V 01 U1 U7 U7 m 00 O NJ U100 NJ m O A Co W m r+ (D 0 Cp U1 0) to 1 n CM )-' S m CO 1lDIDIOIOIOIOIDIDIOI0 (D (0000000000000 Vv VU1NNrrrrrrr00000000000000 -1 A NJ CO V V mU•1U•1A W Nrr000 V 01U1 W rlDmNJm V NIOvmAwr0lD00 V vmU1AA W NJ NJr00 0 0 Nm0A V rAm0 '.000 (.000Ui0AmAmUi0or0o '.Ov0A000 V vv000rA V OwvrUi '.0A f O 0 U1 0 Type. . . . Synthetic Curve Page 4.06 Name. . . . Typell 24hr Tag: Dev. 10 File. . . . C:\HAESTAD\PPKW\RAINFALL\SCSTYPES .RNF Title. . . Type II 10 year 24 hour - Hamilton County CUMULATIVE RAINFALL FRACTIONS Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. 1350.00 .983 .984 .985 .986 .988 1380.00 .989 .990 .991 .992 .993 1410.00 .994 .996 .997 .998 .999 1440.00 1 .000 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 O Is. L • O C) > 3 H Ln on d' an Ln .-1 op o0 O1 N ul Cn .t .-1 00 M N N n an Lp N O n n Ln O o0 O n N CO 1\ O LD LD O CO Ol r1 r co d' d• O 0 N Ol N n N On N Ln Ln N N rb Lp N- O d' d' cr .-1 M ul I- O Ln u•1 Ln ul 00 M N N up M 00 r1 O n N M N O LD N CO en N d' O L .-i M UD 00 H M LO On N Ln On N LD O Ln Ol d' C) n d M ul ,r co ,r --1 M N O N M CO M n N LD on M LD Ol N ,t N . Ol N 1 .--I O O O O .--1 H H e--1 N N N M M Ln LD LD N Co Ol '-1 M O N M d' Ln Ln LD LD n N CO CO Co Ol Ol Ol O O O O H CO CD .0 • • .--i OD •• V r•i N M M on on en M en on M M on M M M M M d' d• d d• I r0 i-.+ CO ul O_ C a) O cu > C .. Lu •r a) 4, a/ 00 Ol N cr n ri Ln 0I up M .--1 O ri N f\ LD cr I- Ol .-1 Ol Ol M CO CO O N M Cn N ri ul Cn N- Ol cr M LD M n, d' LD M co 7 N d' CO N N, - r-I an on r-1 Ln r•-1 0l 0l ,-1 ul M Is, N- Ln Ol ul Cn d' LD cr .-1 Cn Co .--1 LO d Ol N N O ul n n cr .-1 N, M 00 0 r .-i M Ln CO O M LD co .--1 Ln Co N Ln on - CO M On Ln N .-I N Ol C) Ol Co r1 r-I Co Ln N n N LD ri ul Ol N Ln Co .--1 V LD On ri r9 C) O O O .-i .--1 ,-i ri N N N M M M d' V ul Ln LO n op Ol O 00 Cn .-i M d' d' Ln LD Lp I- N. Co CO CO Ol On Ol O O O O ,-i c > . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . e-1 ri N M M M M M M M M M M M M M fn r'n cr d' d' d' d' C E +i N V1 cr O s- >, T O •r LO +-+ Ln • 4- O c = LD I- L Ln Ln V Ln LO I- On N Ln op N N M C) CO N M O M CO Co co Ln M M N M LD Ln LD M N- .-i ri cr r-1 .--1 LD LD M .--i ct N d' Ln L.L. 0 O_ II 0 Co O M n N CO Ln d' M cl. Co M ri .-i N LD M on - N Ln M Ln CO cr ul .-1 M cr Ln Ol Ln Ln .1 d' Ln M 00 r1 .-1 Ol LD N CO M H Z U W 4- O M Ln N- O N Ln CO r-1 d' 1, ri Ln On M n N N, d' ri al O ul CO M Ln Ol Ol N d' O LD ri LD O ct CO r1 Ln 00 C) M LD 00 r V IY 0 4--i O O O O .-i .--I .-i ri N N N M M M V V Ln Ln LD n N on co d' on ri N M Ln LD LD n N- CO Co 00 Ol Cn On O O O O r1 •• • C C a) Q1 un 0 _J a) E .--i .--i (N M fn fn K1 en en on en M en M M fel en en d' cr t- d' ,t E W +i J E .r O_ r, Q a) .I-. H O >- •r LL L . .-I I- E Z U V1 U al • V1 r0 H C -I-I C a--, > U = Q •r C H = C a) V1 O Ce a) N O 00 up Ln V ct Ln d' ct d• LD Ol N n Ln O co cr Ln Ln M f\ N ri ct 01 N O LD r-i Or) .i N r\ O n Ol co N .-1 d- Q +, C1 / I •- a) Vf d' LD co N n M O 00 r\ CO .--1 LO M N d' 1� M n O 00 h. Ol an co V N n Ln on r-i N Ln Ln N Ln n Ln .1 ul Ln M O ^ M CO - E ❑. J • LU E (1) O N d' f\ on N Ln f\ O M N O d• co N LD .--1 LO M Ol N- N r--1 co LD N LD r\ ul M Ol Ln O in Ol M N .-1 d' N. C) M ul CO O a) C) a) •• J L > > L 0O000 .--1 .-i ri NNpsi MMM Ln uI LDLDN- 000N00 .1NM cr Ln Ln Lp NN- N. rb co Ol OI OI O O O 0 -1 ca.Q.) 0 bb Q 7 a) H F- t1 r6 LL O C1 F- a) H ri N M M M M M M M M M M M M M M M d' d' d' d' d' L CU F- Z L Q 4-4 L l.J > H •• J 7 Q cr bA = Q i-, • +J ce N (v = .i- 4-- H ro i I- = > a) r-I3 L u O 7 Y rt) CD unr--il, d' ri011. tp .-itOMOOIOOOIOLnd' LID Ne000DUDOd• a0001, OOO .cr ri NI r, UDOOd• d' OOId' = -' E O_ CU C O ri .r N- N o0 V N ri N d' Ol u0 V Ln CO Ln n d' O LD N. 00 .f N N Ln d' W ct V LD M N, Ol 00 V CO on 00 Ln N r\ M [6 Ln 7 L O_ >> L 0 O N d- LO Ol r-1 V r, O M LD On M N. ri ul O ul r-1 rb LD Ln 00 00 00 co d ul ri co an ct 00 N Lp O M L0 Ol N Ln n O O_ N U .0 - .0 C) O O O O ,-I r-1 ri N N N N M M ct Ct Ln Ln LD LD n CO on r-1 n O N M d' Ln ul LD LO N\ N CO CO Ol Ol Ol On C) O O ri M U N < .-1 N E .--1 rV M en r•n r'n r•n M M M M n•1 M M M M fn M ct d' F- Li) O 4- Vl H H a0 . a) H LL H H H Q H Q -C lD C0_.-- 0_ 0 M L >, >> •• T >, Ln a) vlF- L.) F- F- O > O O O O O O C) O O C) O O O O O O O O O O C) O O O O O O O O O O O O O C) O O O O O O O O O C) Q a) 0 0 0 C) 0 C) 0 0 0 0 0 0 0 0 0 0 0 C) 0 0 0 0 C) 0 0 0 0 0 C) 0 0 0 0 0 0 C) 0 0 0 0 0 0 0 0 0 r-1 �C E C N V 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C) 0 0 0 0 C) 0 0 0 0 ct ra • • • a) E F- E M LD Ol N ul co H d' 1- O M LD Ol N Ln op .--1 d' N. O M LD Ol N Ln 00 r1 cr N O M LD Ol N Ln CO .--i cr N- O M LD Ol N O_ a) a) a) r-' L .--I .--I ri N N N M M M M cr d' ct Ln ul Ln LD LD Lp LO n n N 00 CO rb Cn Cn Cn On O O O ri .--1 .-i N N N N M •• 0. E r' +-r 0 .--i ,-i .-I .--i ri r1 .1 ri ri ,i .-i Z C F- Z LL F- Ln un O_ Type. . . . Synthetic Cumulative Depth Page 4.08 Name. . . . Typell 24hr Tag: Dev. 10 Event : 10 yr File. . . . C:\HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF Title. . . Type II 10 year 24 hour - Hamilton County Storm. . . Typell 24hr Tag: Dev. 10 CUMULATIVE RAINFALL DEPTHS ( in) Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. 1350.00 4. 1283 4.1333 4.1382 4.1430 4. 1479 1380.00 4. 1528 4.1576 4. 1624 4. 1672 4.1719 1410.00 4. 1766 4.1814 4. 1861 4. 1907 4.1954 1440.00 4.2000 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 O On CD CD 3 ct ON Ln .--1 n M CD n V .--1 CD 00 n n n 00 O V CD n ON 00 ri CO un lD V LD V CD un CO ON CD CD ON 00 tO V .--1 n V CD LD N CD • 0 C) CD r1 N N nn d' un LO n n 00 Ol CD .--1 M cr LO n CN N n LD N LO Ol .--1 M un LD n 00 CD H .--1 N M c7 un ul LD n n CO N ✓ L CD CD CD CD CD CD CD CD O O O CD CD CD .--1 r1 .--1 .--1 .--1 .--1 rl N N L)l n n n CO 00 CC) CO 00 00 Ol Ol Ol Ol Ol Ol Ol Ol Ol on Ol 0) . 00 U) .0 r1 on U 03 co Ln 0_. U) O C r U) U) M CO .cr CD LD N 00 un N CD CO LD Ln Ln Ln LD n .--1 n M .-1 .-1 r1 M Cr. On N rl n N Ln n 00 CO n LD Ln N Cr. VD N CO Ln c CD CD .--1 N N M M ct un VD lD n 00 Cn CD r1 N Ln n Ol N LO M .-1 Ln CO H in ct LD n 00 on O .--1 N M cTct un LD lO n 00 Cl r+ OOOOOOOOOOOOOOrir1r1 .--1 r1 r-1riNN nnn 0000 CO CO 0000 00 On On Cn Cn On Cn Cn Ol010101 its . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C +1 N •r Vl cr T E N O C Z O 4- CD C CD O 0 H • L N n M 00 V .--1 n V .--1 00 LO Ln M M M Ln co M O Cn un .•i V On r1 ct 00 n Ol M un un LD Ln Ln M r-1 00 un .--1 n M Ol un u_ U f- LD 0 O O .--1 ri N M M cY un un LD n 00 On O r1 N M ul n CO .--i Ln Lf1 On Lin 00 O N crul n co ON O r1 N M V t ul LO LO n n ri Z U 4- CD CD CD CD CD O O CD CD CD CD CD O CD rl ri .-•1 r1 .-4 r1 .--1 N N M LD n n 00 CO co CO CO 00 co On ON ON on Ol Ol Ol Ol Ol Ol O> 2 C Q II .. • 0 c (1) U1 N4) LL +- E E • r, C •r O •r J N 4-+ h- CD } E J E • O H 09 < U) Vl L) U) .-1 N S LL > l..J Z U C H UJ N I H C U) .--1 t0 N n M Ol tD N Ol n un M N .--1 .--1 rl N u1 O LD u1 01 M n N M 00 cr LD O N M c' M .--1 Ol (, M O lD N N Q CD / Q • . Vl O O r1 r1 N N M c1 'cf ul LD n 00 Ol O r1 N M un LO 00 O cr O W V n O N crul n CO Ol O .--I N M M cr un LO LD n n - E J L C U1 00000000000000 .--1 .--1 .--Iri .•-Ir1 .-1NNMLOnn000000000000 co On Cn Cn Cn cncnc1O1O1O1On U) 0 U) L 0-L) bA< O Lu E d. (O LL C > .r U) L H Z H H L U H H < N < 4- 4 • - ce J 7 4- H / L- CL) U) 3 r3 > ) Q) S 7 O un .--1 up N CO Lin .-I CO un in rl O al Ol Ol CD N n M .--I crLn M M un N Ol CD CO V 00 CD ,4 N N r1 CD CO Ln N co in .-1 n L 0_ >> U O C O O .--I ri N N M C}' Ln LD n 00 00 Ol O N M cT t0 00 O M 00 LD M n Cr) N M ul LD 00 Ol O r-1 N M M c* ul un LD n n (0 ul 7 L 0_ 0 OOOOOOOOOOOOOOO .-•1 r1 r1 .--1r1r1NNNLDn nn CO CO CO CO CO 00O101OI Cn cnCnc1O101ClO1 d N S / O nn Cn O U N < H Lu 4▪) N H H CO • U) H L.1 H n C H < LD 4-, v S N O .. C Q/ 0. in L • T •• T Ln U) vIHUH O > CD CD 0 0 CD CD 0 0 0 0 CD 0 0 CD 0 0 0 0 0 0 CD CD CD CD 0 CD 0 0 CD 0 0 0 CD 0 0 CD 0 0 0 0 0 CD CD CD 0 • • U) CD CD CD CD CD O CD O CD CD CD CD O CD O CD O O CD CD CD CD CD O CD O O O CD O CD O CD CD O CD O O O O CD CD O CD O .--1 �C EC • • • • • • N • • • • 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V co • Q1 H E M LD Ol N un CO r1 V n O M LO Ol N ul CO ri c7 n CD M 1-0 0l N in co ,H V n O M t0 Ol N in CO .--1 'cr n CD M LO Ol N 0_ (1) U) U) r .-i .-4 r1 N N N M M M M un un un L0 t0 LO LD n n n 00 00 00 Ol Ol Ol Ol O O O r1 rl H N N N N M •• 'C Iz E r-1 .--1 r1 .--1 > rn 'r O HZu_ H uno Type. . . . Synthetic Curve Page 4. 10 Name. . . . TypeII 24hr Tag: Dev100 File. . . . C:\HAESTAD\PPKW\RAINFALL\SCSTYPES .RNF Title. . . Type II 100 year 24 hour - Hamilton County CUMULATIVE RAINFALL FRACTIONS Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. 1350.00 .983 .984 .985 .986 .988 1380.00 .989 .990 .991 .992 .993 1410.00 .994 .996 .997 .998 .999 1440.00 1 .000 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 O .-i L 0 ,-1 > 3 '-I in V CO LD al n 0 N rn d• d• d d• N .--i LD n O c0 LO N r. d• d- rn in LO 0 a .-i rn .-I N Ln N N Ln .-i .-i N N- M N d• 0 • O `Zr Ln CO N CO in d' Ln 1- N 0 .--1 in N N in d' rb N d• rn in .--I 0 CO N. in L!1 N N M CO in a) n rn u•1 M CO al n d• .i N N N d• 0 L N in CO N in Ol M 1- .i LD .-i LO .-i 1- rn Ol LD - d' d n d' O in I\ .-i CO .i N .--I 0 n d 0 LD N n N LD 0 d- 00 N in Ol I 0 O O 0 .-1 .--1 .--I N N rn r d- 'Cr in in LD LD N. 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E d > C O O N in al LO M N M LO .-1 O N LO d• d' 00 O N .--1 N rn LD Ol -1 LD d- d' 00 N in al N 00 O 01 In Vl N LD LD d• N CO ‘Zr 16 in 7 L 0_ L 0 0 M LO Ol N LD O d" a) N n N 1- N CO d• O CO LO LO LD 0 CO LO .i In in .-i rn d' rn .-i Ol In N n r1 00 M N .1 in Ol N LD 0_ N U S / 0 C O O O O .-i .--1 N N N M rn .7 - Ln ul LO N- n a) Cn 0 N M LD Ol rn Ln 1\ a0 01 0 .i .--I (N M ( d d in Ln LD LD LD 1\ 1� IV) Cr 0 O aJ V N < .--I N E .-1 r-1 .-1 .-i M d' d' d' 'Cr d' in in in in in in in in in Ln in in in in in LL O 4J to -i I-.- a1 aJ /-I LL H H N. -C H Q I-I LD +J aJ S CL) aJ O •• C Q_/ 0_ O_ rn L TT •• TT Ln aJ VI I- U I- F- O > 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 < al 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .-i -C E C N V O O O O O O O O O O O O O O O O 0000000000000000000000000000 dt r6 • • • 01 E I- E M LD Cr N Ln CO .-1 "Zr 1\ 0 M LD al N Ln CO .-1 d' 1\ 0 In LD Ol N in CO .--I d' n 0 M LO Ol N in 00 .--1 N. 0 M LO al N 0_ a) a) a) r L .-i .--1 .-i N N N M M rn rn d' d' d' Ln in in LO LD LD LD I\ N. N. CO CO CO Ol Ql cr., Ol O O O .--1 .--I .-i N N N N M •• -0 O_ E r +•J O .-i .-I .-i .--I .--1 .--1 .-i .--I .--1 .--1 .-1 Z C T ra •s-- •r- 4-, \ O I- Z LL. I- Vl Ln 0_ Type. . . . Synthetic Cumulative Depth Page 4. 12 Name. . . . Typell 24hr Tag: Dev100 Event: 100 yr File. . . . C: \HAESTAD\PPKW\RAINFALL\SCSTYPES.RNF Title. . . Type II 100 year 24 hour - Hamilton County Storm. . . Typell 24hr Tag: Dev100 CUMULATIVE RAINFALL DEPTHS ( in) Time Output Time increment = 6.00 min min Time on left represents time for first value in each row. 1350.00 5.7993 5.8062 5 .8132 5 .8200 5.8268 1380.00 5.8336 5.8404 5 .8471 5.8539 5.8605 1410.00 5.8672 5.8738 5 .8804 5 .8870 5.8935 1440.00 5.9000 S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.01 Name. . . . BASIN1 Tag: Dev. . 2 Event : 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN1 Dev. . 2 Tc = 15.00 min Drainage Area = 19.370 acres Runoff CN= 81 Computational Time Increment = 2.000 min Computed Peak Time = 724.00 min Computed Peak Flow = 29.77 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 724.00 min Peak Flow, Interpolated Output = 29.77 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 19. 370 acres S = 2.3457 in 0.25 = .4691 in Cumulative Runoff 1 . 2752 in 2.058 ac-ft HYG Volume. . . 2 .058 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 15 .000 min (ID: None Selected) Computational Incr , Tm = 2.000 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 87.79 cfs Unit peak time Tp = 10.000 min Unit receding limb, Tr = 40.000 min Total unit time, Tb = 50.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.02 Name. . . . BASIN1 Tag: Dev. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN1 Dev.10 Tc = 15.00 min Drainage Area = 19.370 acres Runoff CN= 81 Computational Time Increment = 2.000 min Computed Peak Time = 722.00 min Computed Peak Flow = 54.03 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 722.00 min Peak Flow, Interpolated Output = 54.04 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 19. 370 acres S = 2.3457 in 0.2S = .4691 in Cumulative Runoff 2.2907 in 3 .698 ac-ft HYG Volume. . . 3 .698 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 15.000 min (ID: None Selected) Computational Incr , Tm = 2.000 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333 , K = . 7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 87.79 cfs Unit peak time Tp = 10.000 min Unit receding limb, Tr = 40.000 min Total unit time, Tb = 50.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.03 Name. . . . BASIN1 Tag: Dev100 Event : 100 yr File. . . . O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN1 Dev100 Tc = 15.00 min Drainage Area = 19.370 acres Runoff CN= 81 Computational Time Increment = 2.000 min Computed Peak Time = 722.00 min Computed Peak Flow = 88.85 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 722.00 min Peak Flow, Interpolated Output = 88.85 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 19.370 acres S = 2.3457 in 0. 2S = .4691 in Cumulative Runoff 3 .7927 in 6. 122 ac-ft HYG Volume. . . 6. 122 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 15.000 min (ID: None Selected) Computational Incr , Tm = 2.000 min = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 87.79 cfs Unit peak time Tp = 10.000 min Unit receding limb, Tr = 40.000 min Total unit time, Tb = 50.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5 ,04 Name. . . . BASIN2 Tag: Dev. .2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN2 Dev. . 2 Tc = 15.00 min Drainage Area = 19.390 acres Runoff CN= 81 Computational Time Increment = 2 .000 min Computed Peak Time = 724.00 min Computed Peak Flow = 29.80 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 724.00 min Peak Flow, Interpolated Output = 29.80 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 19. 390 acres S = 2.3457 in 0. 2S = .4691 in Cumulative Runoff 1. 2752 in 2.060 ac-ft HYG Volume. . . 2.061 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 15.000 min (ID: None Selected) Computational Incr , Tm = 2.000 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645. 333, K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 87.88 cfs Unit peak time Tp = 10.000 min Unit receding limb, Tr = 40.000 min Total unit time, Tb = 50.000 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15 :06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5 .05 Name. . . . BASIN2 Tag: Dev. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW Storm. . . Typell 24hr Tag: Dev. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN2 Dev.10 Tc = 15 .00 min Drainage Area = 19. 390 acres Runoff CN= 81 Computational Time Increment = 2 .000 min Computed Peak Time = 722.00 min Computed Peak Flow = 54.09 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 722.00 min Peak Flow, Interpolated Output = 54.09 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 19. 390 acres S = 2.3457 in 0. 2S = .4691 in Cumulative Runoff 2 .2907 in 3.701 ac-ft HYG Volume. . . 3.701 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 15.000 min (ID: None Selected) Computational Incr , Tm = 2.000 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak , qp = 87.88 cfs Unit peak time Tp = 10.000 min Unit receding limb, Tr = 40.000 min Total unit time, Tb = 50.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15 :06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.06 Name. . . . BASIN2 Tag: Dev100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - TypeIl 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN2 Dev100 Tc = 15 .00 min Drainage Area = 19.390 acres Runoff CN= 81 Computational Time Increment = 2.000 min Computed Peak Time = 722.00 min Computed Peak Flow = 88.95 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 722.00 min Peak Flow, Interpolated Output = 88.95 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 19.390 acres S = 2.3457 in 0.2S = .4691 in Cumulative Runoff 3 .7927 in 6.128 ac-ft HYG Volume. . . 6.129 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 15.000 min (ID: None Selected) Computational Incr , Tm = 2.000 min = 0.20000 Tp Unit Hyd . Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak , qp = 87.88 cfs Unit peak time Tp = 10.000 min Unit receding limb, Tr = 40.000 min Total unit time, Tb = 50.000 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.07 Name. . . . BASIN3 Tag: Dev. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN3 Dev. .2 Tc = 18.00 min Drainage Area = 21 .450 acres Runoff CN= 81 Computational Time Increment = 2.400 min Computed Peak Time = 724.80 min Computed Peak Flow = 30.71 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 725.00 min Peak Flow, Interpolated Output = 30.60 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 21 .450 acres S = 2 . 3457 in 0. 2S = .4691 in Cumulative Runoff 1 . 2752 in 2 . 279 ac-ft HYG Volume. . . 2. 279 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 18.000 min (ID: None Selected) Computational Incr , Tm = 2.400 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 . 333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak , qp = 81.01 cfs Unit peak time Tp = 12.000 min Unit receding limb, Tr = 48.000 min Total unit time, Tb = 60.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.08 Name. . . . BASIN3 Tag: Dev.10 Event: 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN3 Dev. 10 Tc = 18.00 min Drainage Area = 21 .450 acres Runoff CN= 81 Computational Time Increment = 2.400 min Computed Peak Time = 724.80 min Computed Peak Flow = 55. 56 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 725.00 min Peak Flow, Interpolated Output = 55.31 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 21 .450 acres S = 2 .3457 in 0. 2S = .4691 in Cumulative Runoff 2 . 2907 in 4.095 ac-ft HYG Volume. . . 4.095 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 18.000 min (ID: None Selected) Computational Incr , Tm = 2.400 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak , qp = 81.01 cfs Unit peak time Tp = 12.000 min Unit receding limb, Tr = 48.000 min Total unit time, Tb = 60.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.09 Name. . . . BASIN3 Tag: Dev100 Event : 100 yr File. . . . O:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5 .9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN3 Dev100 Tc = 18.00 min Drainage Area = 21.450 acres Runoff CN= 81 Computational Time Increment = 2 .400 min Computed Peak Time = 724.80 min Computed Peak Flow = 91. 16 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 724.00 min Peak Flow, Interpolated Output = 90.73 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 21.450 acres S = 2. 3457 in 0. 25 = .4691 in Cumulative Runoff 3 .7927 in 6.779 ac-ft HYG Volume. . . 6.780 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 18.000 min (ID: None Selected) Computational Incr , Tm = 2.400 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 81.01 cfs Unit peak time Tp = 12.000 min Unit receding limb, Tr = 48.000 min Total unit time, Tb = 60.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5. 10 Name. . . . BASIN4 Tag: Dev. .2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2 .9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - TypeIl 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN4 Dev. . 2 Tc = 12.00 min Drainage Area = 10. 350 acres Runoff CN= 81 Computational Time Increment = 1.600 min Computed Peak Time = 721.60 min Computed Peak Flow = 17.24 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 721.00 min Peak Flow, Interpolated Output = 17.16 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 10.350 acres S = 2.3457 in 0.2S = .4691 in Cumulative Runoff 1 . 2752 in 1.100 ac-ft HYG Volume. . . 1 .100 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 12.000 min (ID: None Selected) Computational Incr , Tm = 1.600 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1.6698 (solved from K = . 7491) Unit peak , qp = 58.63 cfs Unit peak time Tp = 8.000 min Unit receding limb, Tr = 32.000 min Total unit time, Tb = 40.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.11 Name. . . . BASIN4 Tag: Dev.10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN4 Dev.10 Tc = 12.00 min Drainage Area = 10.350 acres Runoff CN= 81 Computational Time Increment = 1 .600 min Computed Peak Time = 721.60 min Computed Peak Flow = 30.94 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 721.00 min Peak Flow, Interpolated Output = 30.92 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 10.350 acres S = 2.3457 in 0. 2S = .4691 in Cumulative Runoff 2. 2907 in 1 .976 ac-ft HYG Volume. . . 1.976 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 12.000 min (ID: None Selected) Computational Incr , Tm = 1.600 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak, qp = 58.63 cfs Unit peak time Tp = 8.000 min Unit receding limb, Tr = 32.000 min Total unit time, Tb = 40.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5. 12 Name. . . . BASIN4 Tag: Dev100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN4 Dev100 Tc = 12.00 min Drainage Area = 10. 350 acres Runoff CN= 81 Computational Time Increment = 1.600 min Computed Peak Time = 720.00 min Computed Peak Flow = 50.76 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 720.00 min Peak Flow, Interpolated Output = 50.76 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 10. 350 acres S = 2. 3457 in 0. 25 = .4691 in Cumulative Runoff 3.7927 in 3 . 271 ac-ft HYG Volume. . . 3 . 271 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 12.000 min (ID: None Selected) Computational Incr , Tm = 1.600 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak , qp = 58.63 cfs Unit peak time Tp = 8.000 min Unit receding limb, Tr = 32.000 min Total unit time, Tb = 40.000 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5. 13 Name. . . . BASIN5 Tag: Dev. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Type11 24hr Tag: Dev. .2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Type1I 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASINS Dev. .2 Tc = 10.00 min Drainage Area = 4.470 acres Runoff CN= 81 Computational Time Increment = 1 .333 min Computed Peak Time = 720.00 min Computed Peak Flow = 7.80 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 720.00 min Peak Flow, Interpolated Output = 7.80 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 4.470 acres S = 2.3457 in 0. 2S = .4691 in Cumulative Runoff 1 .2752 in .475 ac-ft HYG Volume. . . .475 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 10.000 min (ID: None Selected) Computational Incr , Tm = 1 . 333 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 .333, K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak, qp = 30.39 cfs Unit peak time Tp = 6.667 min Unit receding limb, Tr = 26.667 min Total unit time, Tb = 33. 333 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5 .14 Name. . . . BASINS Tag: Dev. 10 Event: 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN5 Dev.10 Tc = 10.00 min Drainage Area = 4.470 acres Runoff CN= 81 Computational Time Increment = 1 .333 min Computed Peak Time = 720.00 min Computed Peak Flow = 14.01 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 720.00 min Peak Flow, Interpolated Output = 14.01 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 4.470 acres S = 2.3457 in 0.2S = .4691 in Cumulative Runoff 2. 2907 in .853 ac-ft HYG Volume. . . .853 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 10.000 min (ID: None Selected) Computational Incr , Tm = 1 .333 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 . 333 , K = . 7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak, qp = 30. 39 cfs Unit peak time Tp = 6.667 min Unit receding limb, Tr = 26.667 min Total unit time, Tb = 33.333 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5 . 15 Name. . . . BASINS Tag: Dev100 Event : 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASINS Dev100 Tc = 10.00 min Drainage Area = 4.470 acres Runoff CN= 81 Computational Time Increment = 1 .333 min Computed Peak Time = 718.67 min Computed Peak Flow = 22.96 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 719.00 min Peak Flow, Interpolated Output = 22.94 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 4.470 acres S = 2.3457 in 0.2S = .4691 in Cumulative Runoff 3 .7927 in 1.413 ac-ft HYG Volume. . . 1.413 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 10.000 min (ID: None Selected) Computational Incr , Tm = 1.333 min = 0.20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333, K = . 7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 . 6698 (solved from K = . 7491) Unit peak, qp = 30.39 cfs Unit peak time Tp = 6.667 min Unit receding limb, Tr = 26.667 min Total unit time, Tb = 33 .333 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.16 Name. . . . BASIN6 Tag: Dev. . 2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN6 Dev. . 2 Tc = 10.00 min Drainage Area = 3 . 230 acres Runoff CN= 81 Computational Time Increment = 1 . 333 min Computed Peak Time = 720.00 min Computed Peak Flow = 5 .64 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 720.00 min Peak Flow, Interpolated Output = 5.64 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 3 . 230 acres S = 2.3457 in 0. 2S = .4691 in Cumulative Runoff 1. 2752 in .343 ac-ft HYG Volume. . . .343 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 10.000 min (ID: None Selected) Computational Incr , Tm = 1.333 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = . 7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 21 .96 cfs Unit peak time Tp = 6.667 min Unit receding limb, Tr = 26.667 min Total unit time, Tb = 33. 333 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5 . 17 Name. . . . BASIN6 Tag: Dev. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASIN6 Dev.10 Tc = 10.00 min Drainage Area = 3 .230 acres Runoff CN= 81 Computational Time Increment = 1.333 min Computed Peak Time = 720.00 min Computed Peak Flow = 10. 13 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 720.00 min Peak Flow, Interpolated Output = 10. 13 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 3 . 230 acres S = 2 . 3457 in 0. 2S = .4691 in Cumulative Runoff 2 . 2907 in .617 ac-ft HYG Volume. . . .617 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 10.000 min (ID: None Selected) Computational Incr , Tm = 1 . 333 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak , qp = 21 .96 cfs Unit peak time Tp = 6.667 min Unit receding limb, Tr = 26.667 min Total unit time, Tb = 33 .333 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5. 18 Name. . . . BASING Tag: Dev100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - BASING Dev100 Tc = 10.00 min Drainage Area = 3 .230 acres Runoff CN= 81 Computational Time Increment = 1 .333 min Computed Peak Time = 718.67 min Computed Peak Flow = 16. 59 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 719.00 min Peak Flow, Interpolated Output = 16.57 cfs DRAINAGE AREA ID:None Selected CN = 81 Area = 3 .230 acres S = 2. 3457 in 0. 2S = .4691 in Cumulative Runoff 3.7927 in 1.021 ac-ft HYG Volume. . . 1.021 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 10.000 min (ID: None Selected) Computational Incr , Tm = 1.333 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483.43/645. 333 , K = . 7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak, qp = 21 .96 cfs Unit peak time Tp = 6.667 min Unit receding limb, Tr = 26.667 min Total unit time, Tb = 33.333 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15 :06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5. 19 Name. . . . DD1 Tag: Dev. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD1 Dev. .2 Tc = 8.00 min Drainage Area = .910 acres Runoff CN= 78 Computational Time Increment = 1 .067 min Computed Peak Time = 718.93 min Computed Peak Flow = 1.40 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 719.00 min Peak Flow, Interpolated Output = 1 .40 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = .910 acres S = 2.8205 in 0. 2S = . 5641 in Cumulative Runoff 1.0934 in .083 ac-ft HYG Volume. . . .083 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 8.000 min (ID: None Selected) Computational Incr , Tm = 1.067 min = 0.20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak, qp = 7.73 cfs Unit peak time Tp = 5. 333 min Unit receding limb, Tr = 21. 333 min Total unit time, Tb = 26.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5. 20 Name. . . . DD1 Tag: Dev. 10 Event: 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW Storm. . . Typell 24hr Tag: Dev.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD1 Dev. 10 Tc = 8.00 min Drainage Area = .910 acres Runoff CN= 78 Computational Time Increment = 1 .067 min Computed Peak Time = 717.87 min Computed Peak Flow = 2.67 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 718.00 min Peak Flow, Interpolated Output = 2 .67 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = .910 acres S = 2.8205 in 0.2S = . 5641 in Cumulative Runoff 2.0475 in . 155 ac-ft HYG Volume. . . . 155 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 8.000 min (ID: None Selected) Computational Incr , Tm = 1.067 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37 .46% under rising limb) K = 483 .43/645 . 333, K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 7.73 cfs Unit peak time Tp = 5.333 min Unit receding limb, Tr = 21.333 min Total unit time, Tb = 26.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15 :06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5. 21 Name. . . . DD1 Tag: Dev100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D. HYG - DD1 Dev100 Tc = 8.00 min Drainage Area = .910 acres Runoff CN= 78 Computational Time Increment = 1 .067 min Computed Peak Time = 717.87 min Computed Peak Flow = 4. 54 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 717.00 min Peak Flow, Interpolated Output = 4. 53 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = .910 acres S = 2.8205 in 0. 2S = . 5641 in Cumulative Runoff 3 .4907 in . 265 ac-ft HYG Volume. . . .265 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 8.000 min (ID: None Selected) Computational Incr , Tm = 1.067 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645. 333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 7.73 cfs Unit peak time Tp = 5.333 min Unit receding limb, Tr = 21 .333 min Total unit time, Tb = 26.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5. 22 Name. . . . DD10 Tag: Dev. . 2 Event : 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW Storm. . . Typell 24hr Tag: Dev. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD10 Dev. . 2 Tc = 8 .00 min Drainage Area = 2. 200 acres Runoff CN= 78 Computational Time Increment = 1 .067 min Computed Peak Time = 718.93 min Computed Peak Flow = 3.39 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 719.00 min Peak Flow, Interpolated Output = 3 .39 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = 2. 200 acres S = 2.8205 in 0. 2S = .5641 in Cumulative Runoff 1 .0934 in .200 ac-ft HYG Volume. . . .200 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 8.000 min (ID: None Selected) Computational Incr , Tm = 1 .067 min = 0.20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645. 333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak , qp = 18. 70 cfs Unit peak time Tp = 5.333 min Unit receding limb, Tr = 21.333 min Total unit time, Tb = 26.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5 . 23 Name. . . . DD10 Tag: Dev. 10 Event : 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD10 Dev.10 Tc = 8.00 min Drainage Area = 2.200 acres Runoff CN= 78 Computational Time Increment = 1.067 min Computed Peak Time = 717.87 min Computed Peak Flow = 6.46 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 718.00 min Peak Flow, Interpolated Output = 6.46 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = 2. 200 acres S = 2.8205 in 0.2S = .5641 in Cumulative Runoff 2.0475 in . 375 ac-ft HYG Volume. . . .375 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 8.000 min (ID: None Selected) Computational Incr , Tm = 1 .067 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 18.70 cfs Unit peak time Tp = 5.333 min Unit receding limb, Tr = 21.333 min Total unit time, Tb = 26.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.24 Name. . . . DD10 Tag: Dev100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02. PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5 .9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - TypelI 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD10 Dev100 Tc = 8.00 min Drainage Area = 2. 200 acres Runoff CN= 78 Computational Time Increment = 1.067 min Computed Peak Time = 717.87 min Computed Peak Flow = 10.98 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 717.00 min Peak Flow, Interpolated Output = 10.96 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = 2. 200 acres S = 2 .8205 in 0. 25 = . 5641 in Cumulative Runoff 3 .4907 in .640 ac-ft HYG Volume. . . .640 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 8.000 min (ID: None Selected) Computational Incr , Tm = 1.067 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak , qp = 18.70 cfs Unit peak time Tp = 5.333 min Unit receding limb, Tr = 21.333 min Total unit time, Tb = 26.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. , . . SCS Unit Hyd. Summary Page 5 . 25 Name. . . . DD2 Tag: Dev. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD2 Dev. .2 Tc = 5.00 min Drainage Area = . 290 acres Runoff CN= 78 Computational Time Increment = .667 min Computed Peak Time = 716.00 min Computed Peak Flow = .49 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 716.00 min Peak Flow, Interpolated Output = .49 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = . 290 acres S = 2 .8205 in 0.2S = . 5641 in Cumulative Runoff 1.0934 in .026 ac-ft HYG Volume. . . .026 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 3 .94 cfs Unit peak time Tp = 3.333 min Unit receding limb, Tr = 13.333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5 .26 Name. . . . DD2 Tag: Dev. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW Storm. . . Typell 24hr Tag: Dev. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD2 Dev. 10 Tc = 5 .00 min Drainage Area = . 290 acres Runoff CN= 78 Computational Time Increment = .667 min Computed Peak Time = 715. 33 min Computed Peak Flow = .94 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 716.00 min Peak Flow, Interpolated Output = .93 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = . 290 acres S = 2 .8205 in 0.2S = .5641 in Cumulative Runoff 2.0475 in .049 ac-ft HYG Volume. . . .049 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5 .000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0.20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 . 333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak , qp = 3.94 cfs Unit peak time Tp = 3.333 min Unit receding limb, Tr = 13 .333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15 :06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5. 27 Name. . . . DD2 Tag: Dev100 Event : 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD2 Dev100 Tc = 5.00 min Drainage Area = . 290 acres Runoff CN= 78 Computational Time Increment = .667 min Computed Peak Time = 715.33 min Computed Peak Flow = 1 .59 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 715.00 min Peak Flow, Interpolated Output = 1.58 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = . 290 acres S = 2.8205 in 0.2S = . 5641 in Cumulative Runoff 3 .4907 in .084 ac-ft HYG Volume. . . .084 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = . 7491) Unit peak , qp = 3 .94 cfs Unit peak time Tp = 3. 333 min Unit receding limb, Tr = 13.333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 ' Type. . . . SCS Unit Hyd. Summary Page 5. 28 Name. . . . DD3 Tag: Dev. .2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 1 SCS UNIT HYDROGRAPH METHOD '{ STORM EVENT: 2 year storm 1 Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ I I Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD3 Dev. .2 Tc = 5.00 min Drainage Area = . 240 acres Runoff CN= 78 Computational Time Increment = .667 min Computed Peak Time = 716.00 min Computed Peak Flow = .41 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 716.00 min Peak Flow, Interpolated Output = .41 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = . 240 acres S = 2.8205 in 0.2S = . 5641 in 11 Cumulative Runoff 1 .0934 in .022 ac-ft HYG Volume. . . .022 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 5 .000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak , qp = 3 . 26 cfs Unit peak time Tp = 3 .333 min Unit receding limb, Tr = 13 .333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5. 29 Name. . . . DD3 Tag: Dev. 10 Event: 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD3 Dev. 10 Tc = 5.00 min Drainage Area = . 240 acres Runoff CN= 78 Computational Time Increment = .667 min Computed Peak Time = 715.33 min Computed Peak Flow = .77 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 716.00 min Peak Flow, Interpolated Output = .77 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = . 240 acres S = 2.8205 in 0.2S = . 5641 in Cumulative Runoff 2.0475 in .041 ac-ft HYG Volume. . . .041 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak, qp = 3 .26 cfs Unit peak time Tp = 3 .333 min Unit receding limb, Tr = 13.333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.30 Name. . . . DD3 Tag: Dev100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D. HYG - DD3 Dev100 Tc = 5 .00 min Drainage Area = .240 acres Runoff CN= 78 Computational Time Increment = .667 min Computed Peak Time = 715 .33 min Computed Peak Flow = 1 .32 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 715.00 min Peak Flow, Interpolated Output = 1 . 31 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = . 240 acres S = 2.8205 in 0.2S = . 5641 in Cumulative Runoff 3 .4907 in .070 ac-ft HYG Volume. . . .070 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5 .000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333 , K = . 7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak , qp = 3 . 26 cfs Unit peak time Tp = 3 .333 min Unit receding limb, Tr = 13 . 333 min Total unit time, Tb = 16. 667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.31 Name. . . . DD4 Tag: Dev. .2 Event : 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD4 Dev. .2 Tc = 6.00 min Drainage Area = 2 .910 acres Runoff CN= 79 Computational Time Increment = .800 min Computed Peak Time = 716.80 min Computed Peak Flow = 5.02 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 716.00 min Peak Flow, Interpolated Output = 5.02 cfs DRAINAGE AREA ID:None Selected CN = 79 Area = 2.910 acres S = 2.6582 in 0. 25 = .5316 in Cumulative Runoff 1 .1520 in . 279 ac-ft HYG Volume. . . . 279 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 6.000 min (ID: None Selected) Computational Incr , Tm = .800 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645. 333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 32.97 cfs Unit peak time Tp = 4.000 min Unit receding limb, Tr = 16.000 min Total unit time, Tb = 20.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.32 Name. . . . DD4 Tag: Dev. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD4 Dev. 10 Tc = 6.00 min Drainage Area = 2.910 acres Runoff CN= 79 Computational Time Increment = .800 min Computed Peak Time = 716.00 min Computed Peak Flow = 9.43 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 716.00 min Peak Flow, Interpolated Output = 9.43 cfs DRAINAGE AREA ID: None Selected CN = 79 Area = 2.910 acres S = 2 .6582 in 0.2S = . 5316 in Cumulative Runoff 2.1270 in . 516 ac-ft HYG Volume. . . . 516 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 6.000 min (ID: None Selected) Computational Incr , Tm = .800 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37 .46% under rising limb) K = 483.43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 32.97 cfs Unit peak time Tp = 4.000 min Unit receding limb, Tr = 16.000 min Total unit time, Tb = 20.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5. 33 Name. . . . DD4 Tag: Dev100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C:\HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD4 Dev100 Tc = 6.00 min Drainage Area = 2.910 acres Runoff CN= 79 Computational Time Increment = .800 min Computed Peak Time = 716.00 min Computed Peak Flow = 15.86 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 716.00 min Peak Flow, Interpolated Output = 15.86 cfs DRAINAGE AREA ID:None Selected CN = 79 Area = 2.910 acres S = 2.6582 in 0. 2S = . 5316 in Cumulative Runoff 3 .5905 in .871 ac-ft HYG Volume. . . .871 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 6.000 min (ID: None Selected) Computational Incr , Tm = .800 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 . 333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak, qp = 32.97 cfs Unit peak time Tp = 4.000 min Unit receding limb, Tr = 16.000 min Total unit time, Tb = 20.000 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5 .34 Name. . . . DD5 Tag: Dev. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW Storm. . . Typell 24hr Tag: Dev. .2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D. HYG - DD5 Dev. .2 Tc = 10.00 min Drainage Area = 2. 180 acres Runoff CN= 78 Computational Time Increment = 1 . 333 min Computed Peak Time = 720.00 min Computed Peak Flow = 3. 23 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 720.00 min Peak Flow, Interpolated Output = 3 . 23 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = 2.180 acres S = 2 .8205 in 0. 25 = . 5641 in Cumulative Runoff 1 .0934 in . 199 ac-ft HYG Volume. . . .199 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 10.000 min (ID: None Selected) Computational Incr , Tm = 1 .333 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 14.82 cfs Unit peak time Tp = 6.667 min Unit receding limb, Tr = 26.667 min Total unit time, Tb = 33.333 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.35 Name. . . . DD5 Tag: Dev.10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD5 Dev.10 Tc = 10.00 min Drainage Area = 2. 180 acres Runoff CN= 78 Computational Time Increment = 1 .333 min Computed Peak Time = 720.00 min Computed Peak Flow = 6.13 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 720.00 min Peak Flow, Interpolated Output = 6. 13 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = 2.180 acres S = 2.8205 in 0.2S = . 5641 in Cumulative Runoff 2 .0475 in .372 ac-ft HYG Volume. . . . 372 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 10.000 min (ID: None Selected) Computational Incr , Tm = 1.333 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483.43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 14.82 cfs Unit peak time Tp = 6.667 min Unit receding limb, Tr = 26.667 min Total unit time, Tb = 33 .333 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5. 36 Name. . . . DD5 Tag: Dev100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 . PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD5 Dev100 Tc = 10.00 min Drainage Area = 2.180 acres Runoff CN= 78 Computational Time Increment = 1 .333 min Computed Peak Time = 718.67 min Computed Peak Flow = 10.36 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 719.00 min Peak Flow, Interpolated Output = 10. 36 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = 2 . 180 acres S = 2.8205 in 0.2S = .5641 in Cumulative Runoff 3 .4907 in .634 ac-ft HYG Volume. . . .634 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 10.000 min (ID: None Selected) Computational Incr , Tm = 1. 333 min = 0.20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 14.82 cfs Unit peak time Tp = 6.667 min Unit receding limb, Tr = 26.667 min Total unit time, Tb = 33 .333 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5 .37 Name. . . . DD6 Tag: Dev. . 2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD6 Dev. . 2 Tc = 8.00 min Drainage Area = . 790 acres Runoff CN= 78 Computational Time Increment = 1.067 min Computed Peak Time = 718.93 min Computed Peak Flow = 1 . 22 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 719.00 min Peak Flow, Interpolated Output = 1.22 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = .790 acres S = 2.8205 in 0. 2S = .5641 in Cumulative Runoff 1 .0934 in .072 ac-ft HYG Volume. . . .072 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 8.000 min (ID: None Selected) Computational Incr , Tm = 1.067 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483.432 (37.46% under rising limb) K = 483 .43/645 . 333 , K = . 7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak, qp = 6. 71 cfs Unit peak time Tp = 5.333 min Unit receding limb, Tr = 21.333 min Total unit time, Tb = 26.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.38 Name. . . . DD6 Tag: Dev.10 Event: 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD6 Dev.10 Tc = 8 .00 min Drainage Area = .790 acres Runoff CN= 78 Computational Time Increment = 1 .067 min Computed Peak Time = 717.87 min Computed Peak Flow = 2.32 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 718.00 min Peak Flow, Interpolated Output = 2. 32 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = .790 acres S = 2.8205 in 0. 2S = . 5641 in Cumulative Runoff 2.0475 in . 135 ac-ft HYG Volume. . . . 135 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 8.000 min (ID: None Selected) Computational Incr , Tm = 1 .067 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 6.71 cfs Unit peak time Tp = 5.333 min Unit receding limb, Tr = 21.333 min Total unit time, Tb = 26.667 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5 . 39 Name. . . . DD6 Tag: Dev100 Event : 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D. HYG - DD6 Dev100 Tc = 8.00 min Drainage Area = . 790 acres Runoff CN= 78 Computational Time Increment = 1 .067 min Computed Peak Time = 717.87 min Computed Peak Flow = 3 .94 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 717.00 min Peak Flow, Interpolated Output = 3 .94 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = .790 acres S = 2 .8205 in 0. 2S = . 5641 in Cumulative Runoff 3 .4907 in . 230 ac-ft HYG Volume. . . . 230 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 8.000 min (ID: None Selected) Computational Incr , Tm = 1 .067 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483.43/645.333 , K = . 7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 6.71 cfs Unit peak time Tp = 5 .333 min Unit receding limb, Tr = 21 .333 min Total unit time, Tb = 26.667 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.40 Name. . . . DD7 Tag: Dev. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . TypeII 24hr Tag: Dev. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - TypeII 24hr Unit Hyd Type = Default Curvilinear HYG Dir = O:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD7 Dev. .2 Tc = 5.00 min Drainage Area = . 140 acres Runoff CN= 78 Computational Time Increment = .667 min Computed Peak Time = 716.00 min Computed Peak Flow = . 24 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 716.00 min Peak Flow, Interpolated Output = .24 cfs DRAINAGE AREA ID: None Selected CN = 78 Area = . 140 acres S = 2 .8205 in 0. 2S = . 5641 in Cumulative Runoff 1.0934 in .013 ac-ft HYG Volume. . . .013 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5 .000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 1 .90 cfs Unit peak time Tp = 3 . 333 min Unit receding limb, Tr = 13. 333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.41 Name. . . . DD7 Tag: Dev. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD7 Dev.10 Tc = 5 .00 min Drainage Area = .140 acres Runoff CN= 78 Computational Time Increment = .667 min Computed Peak Time = 715.33 min Computed Peak Flow = .45 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 716.00 min Peak Flow, Interpolated Output = .45 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = . 140 acres S = 2.8205 in 0.2S = .5641 in Cumulative Runoff 2.0475 in .024 ac-ft HYG Volume. . . .024 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0.20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = . 7491) Unit peak, qp = 1.90 cfs Unit peak time Tp = 3.333 min Unit receding limb, Tr = 13 .333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.42 Name. . . . DD7 Tag: Dev100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD7 Dev100 Tc = 5.00 min Drainage Area = . 140 acres Runoff CN= 78 Computational Time Increment = .667 min Computed Peak Time = 715.33 min Computed Peak Flow = .77 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 715.00 min Peak Flow, Interpolated Output = .76 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = . 140 acres S = 2.8205 in 0.2S = . 5641 in Cumulative Runoff 3.4907 in .041 ac-ft HYG Volume. . . .041 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 1 .90 cfs Unit peak time Tp = 3.333 min Unit receding limb, Tr = 13 .333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5 .43 Name. . . . DD8 Tag: Dev. . 2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD8 Dev. . 2 Tc = 5.00 min Drainage Area = .340 acres Runoff CN= 78 Computational Time Increment = .667 min Computed Peak Time = 716.00 min Computed Peak Flow = . 57 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 716.00 min Peak Flow, Interpolated Output = . 57 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = .340 acres S = 2.8205 in 0. 2S = . 5641 in Cumulative Runoff 1.0934 in .031 ac-ft HYG Volume. . . .031 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5 .000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645. 333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak , qp = 4.62 cfs Unit peak time Tp = 3.333 min Unit receding limb, Tr = 13 .333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.44 Name. . . . DD8 Tag: Dev.10 Event: 10 yr File. . . . O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. 10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4.2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD8 Dev. 10 Tc = 5.00 min Drainage Area = . 340 acres Runoff CN= 78 Computational Time Increment = .667 min Computed Peak Time = 715.33 min Computed Peak Flow = 1.10 cfs Time Increment for HYG File = 1.00 min Peak Time, Interpolated Output = 716.00 min Peak Flow, Interpolated Output = 1.09 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = . 340 acres S = 2.8205 in 0. 2S = . 5641 in Cumulative Runoff 2.0475 in .058 ac-ft HYG Volume. . . .058 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483.43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 . 6698 (solved from K = .7491) Unit peak, qp = 4.62 cfs Unit peak time Tp = 3 .333 min Unit receding limb, Tr = 13.333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.45 Name. . . . DD8 Tag: Dev100 Event : 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5 .9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D. HYG - DD8 Dev100 Tc = 5 .00 min Drainage Area = .340 acres Runoff CN= 78 Computational Time Increment = .667 min Computed Peak Time = 715.33 min Computed Peak Flow = 1.87 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 715 .00 min Peak Flow, Interpolated Output = 1.86 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = .340 acres S = 2.8205 in 0. 2S = . 5641 in Cumulative Runoff 3 .4907 in .099 ac-ft HYG Volume. . . .099 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 5.000 min (ID: None Selected) Computational Incr , Tm = .667 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp) ) Receding/Rising, Tr/Tp = 1.6698 (solved from K = . 7491) Unit peak , qp = 4.62 cfs Unit peak time Tp = 3. 333 min Unit receding limb, Tr = 13.333 min Total unit time, Tb = 16.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15 :06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.46 Name. . . . DD9 Tag: Dev. .2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02. PPW Storm. . . Typell 24hr Tag: Dev. . 2 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 2 year storm Duration = 1440.00 min Rain Depth = 2.9500 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD9 Dev. . 2 Tc = 8.00 min Drainage Area = 1 .460 acres Runoff CN= 78 Computational Time Increment = 1 .067 min Computed Peak Time = 718.93 min Computed Peak Flow = 2 . 25 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 719.00 min Peak Flow, Interpolated Output = 2. 25 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = 1 .460 acres S = 2.8205 in 0. 25 = .5641 in Cumulative Runoff 1.0934 in .133 ac-ft HYG Volume. . . .133 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 8.000 min (ID: None Selected) Computational Incr , Tm = 1 .067 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 12.41 cfs Unit peak time Tp = 5.333 min Unit receding limb, Tr = 21.333 min Total unit time, Tb = 26.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5 .47 Name. . . . DD9 Tag: Dev. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev.10 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 10 year storm Duration = 1440.00 min Rain Depth = 4. 2000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES.RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD9 Dev.10 Tc = 8.00 min Drainage Area = 1 .460 acres Runoff CN= 78 Computational Time Increment = 1 .067 min Computed Peak Time = 717.87 min Computed Peak Flow = 4. 29 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 718.00 min Peak Flow, Interpolated Output = 4.28 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = 1 .460 acres S = 2.8205 in 0. 2S = . 5641 in Cumulative Runoff 2.0475 in . 249 ac-ft HYG Volume. . . .249 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration, Tc = 8.000 min (ID: None Selected) Computational Incr , Tm = 1 .067 min = 0.20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645 .333, K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1 .6698 (solved from K = .7491) Unit peak, qp = 12.41 cfs Unit peak time Tp = 5.333 min Unit receding limb, Tr = 21 .333 min Total unit time, Tb = 26.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . SCS Unit Hyd. Summary Page 5.48 Name. . . . DD9 Tag: Dev100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 SCS UNIT HYDROGRAPH METHOD STORM EVENT: 100 year storm Duration = 1440.00 min Rain Depth = 5.9000 in Rain Dir = C: \HAESTAD\PPKW\RAINFALL\ Rain File -ID = SCSTYPES .RNF - Typell 24hr Unit Hyd Type = Default Curvilinear HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ HYG File - ID = POST-D.HYG - DD9 Dev100 Tc = 8.00 min Drainage Area = 1.460 acres Runoff CN= 78 Computational Time Increment = 1 .067 min Computed Peak Time = 717.87 min Computed Peak Flow = 7.28 cfs Time Increment for HYG File = 1 .00 min Peak Time, Interpolated Output = 717.00 min Peak Flow, Interpolated Output = 7.27 cfs DRAINAGE AREA ID:None Selected CN = 78 Area = 1 .460 acres S = 2.8205 in 0. 2S = . 5641 in Cumulative Runoff 3 .4907 in .425 ac-ft HYG Volume. . . .425 ac-ft (area under HYG curve) ***** UNIT HYDROGRAPH PARAMETERS ***** Time Concentration , Tc = 8.000 min (ID: None Selected) Computational Incr , Tm = 1 .067 min = 0. 20000 Tp Unit Hyd. Shape Factor = 483 .432 (37.46% under rising limb) K = 483 .43/645.333 , K = .7491 (also, K = 2/(1+(Tr/Tp)) Receding/Rising, Tr/Tp = 1.6698 (solved from K = .7491) Unit peak, qp = 12.41 cfs Unit peak time Tp = 5 .333 min Unit receding limb, Tr = 21 .333 min Total unit time, Tb = 26.667 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6.01 Name. . . . OUTLET-02-CV File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW REQUESTED POND WS ELEVATIONS: Min. Elev.= 902.00 ft Increment = .50 ft Max. Elev.= 906.00 ft Spot Elevations, ft 904.00 ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Culvert-Circular CV ---> TW 902.000 906.000 TW SETUP, DS Channel S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6.02 Name. . . . OUTLET-02-CV File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW OUTLET STRUCTURE INPUT DATA Structure ID = CV Structure Type = Culvert-Circular No. Barrels = 1 Barrel Diameter = 1 . 5000 ft Upstream Invert = 902 .00 ft Dnstream Invert = 899.00 ft Horiz. Length = 100.00 ft Barrel Length = 100.05 ft Barrel Slope = .03000 ft/ft OUTLET CONTROL DATA. . . Mannings n = .0130 Ke = . 5000 (forward entrance loss) Kb = .018213 (per ft of full flow) Kr = . 5000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA. . . Equation form = 1 Inlet Control K = .0078 Inlet Control M = 2.0000 Inlet Control c = .02920 Inlet Control Y = .7400 T1 ratio (HW/D) = 1 .121 T2 ratio (HW/D) = 1 .192 Slope Factor = - . 500 Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2. . . At T1 E1ev = 903 .68 ft ---> Flow = 7. 58 cfs At T2 E1ev = 903 . 79 ft ---> Flow = 8.66 cfs Structure ID = TW Structure Type = TW SETUP , DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES. . . Maximum Iterations= 30 Min. TW tolerance = .01 ft Max . TW tolerance = .01 ft Min . HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = .10 cfs Max. Q tolerance = .10 cfs S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Composite Rating Curve Page 6.03 Name. . . . OUTLET-02-CV File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Converge Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures 902.00 .00 Free Outfall None contributing 902.50 .77 Free Outfall CV 903.00 2.82 Free Outfall CV 903.50 5.66 Free Outfall CV 904.00 8.76 Free Outfall CV 904.50 11.68 Free Outfall CV 905.00 14.19 Free Outfall CV 905.50 16.06 Free Outfall CV 906.00 17.65 Free Outfall CV S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6.04 Name. . . . OUTLET-03-CV File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW REQUESTED POND WS ELEVATIONS : Min. Elev.= 878.00 ft Increment = .50 ft Max. Elev.= 883 .00 ft OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2 , ft Culvert-Circular CV ---> TW 878.000 883 .000 TW SETUP , DS Channel S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6.05 Name. . . . OUTLET-03-CV File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02. PPW OUTLET STRUCTURE INPUT DATA Structure ID = CV Structure Type = Culvert-Circular No. Barrels = 1 Barrel Diameter = 2. 2500 ft Upstream Invert = 878.00 ft Dnstream Invert = 876.00 ft Horiz. Length = 50.00 ft Barrel Length = 50.04 ft Barrel Slope = .04000 ft/ft OUTLET CONTROL DATA. . . Mannings n = .0130 Ke = . 5000 (forward entrance loss) Kb = .010607 (per ft of full flow) Kr = .5000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA. . . Equation form = 1 Inlet Control K = .0078 Inlet Control M = 2.0000 Inlet Control c = .02920 Inlet Control Y = .7400 T1 ratio (HW/D) = 1 .116 T2 ratio (HW/D) = 1.187 Slope Factor = - . 500 Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2 . . . At T1 Elev = 880. 51 ft ---> Flow = 20.87 cfs At T2 Elev = 880. 67 ft ---> Flow = 23 .86 cfs Structure ID = TW Structure Type = TW SETUP , DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES . . . Maximum Iterations= 30 Min. TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = . 10 cfs Max. Q tolerance = . 10 cfs S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Composite Rating Curve Page 6.06 Name. . . . OUTLET-03-CV File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Converge Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures 878.00 .00 Free Outfall None contributing 878. 50 .98 Free Outfall CV 879.00 3 .69 Free Outfall CV 879. 50 7.77 Free Outfall CV 880.00 12.84 Free Outfall CV 880.50 18.45 Free Outfall CV 881.00 24. 16 Free Outfall CV 881. 50 29.63 Free Outfall CV 882.00 34.61 Free Outfall CV 882. 50 39. 12 Free Outfall CV 883.00 42.77 Free Outfall CV S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6.07 Name. . . . OUTLET-04-CV File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW REQUESTED POND WS ELEVATIONS: Min. Elev.= 881.50 ft Increment = .50 ft Max. Elev.= 885.50 ft ********************************************** OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Culvert-Circular CV ---> TW 881.500 885.500 TW SETUP, DS Channel S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6.08 Name. . . . OUTLET-04-CV File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW OUTLET STRUCTURE INPUT DATA Structure ID = CV Structure Type = Culvert-Circular No. Barrels = 1 Barrel Diameter = 1 .0000 ft Upstream Invert = 881. 50 ft Dnstream Invert = 881 .00 ft Horiz. Length = 50.00 ft Barrel Length = 50.00 ft Barrel Slope = .01000 ft/ft OUTLET CONTROL DATA. . . Mannings n = .0130 Ke = .5000 (forward entrance loss) Kb = .031274 (per ft of full flow) Kr = . 5000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA. . . Equation form = 1 Inlet Control K = .0078 Inlet Control M = 2.0000 Inlet Control c = .02920 Inlet Control Y = .7400 T1 ratio (HW/D) = 1 .130 T2 ratio (HW/D) = 1 . 202 Slope Factor = - . 500 Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ . above T2 elev. In transition zone between unsubmerged and submerged inlet control , interpolate between flows at T1 & T2. . . At T1 Elev = 882.63 ft ---> Flow = 2.75 cfs At T2 Elev = 882.70 ft ---> Flow = 3. 14 cfs Structure ID = TW Structure Type = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES. . . Maximum Iterations= 30 Min . TW tolerance = .01 ft Max . TW tolerance = .01 ft Min. HW tolerance = .01 ft Max . HW tolerance = .01 ft Min . Q tolerance = . 10 cfs Max . Q tolerance = .10 cfs S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Composite Rating Curve Page 6.09 Name. . . . OUTLET-04-CV File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Converge Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures 881.50 .00 Free Outfall None contributing 882.00 .60 Free Outfall CV 882.50 2.05 Free Outfall CV 883.00 3.78 Free Outfall CV 883.50 4.50 Free Outfall CV 884.00 5.13 Free Outfall CV 884.50 5.71 Free Outfall CV 885.00 6.25 Free Outfall CV 885.50 6.74 Free Outfall CV S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6.10 Name. . . . OUTLET-05-CV File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW REQUESTED POND WS ELEVATIONS: Min. Elev.= 883.00 ft Increment = .50 ft Max. Elev.= 887.00 ft OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall El, ft E2, ft Culvert-Circular CV ---> TW 883.000 887.000 TW SETUP, DS Channel S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6.11 Name. . . . OUTLET-05-CV File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW OUTLET STRUCTURE INPUT DATA Structure ID = CV Structure Type = Culvert-Circular No. Barrels = 1 Barrel Diameter = 1 .0000 ft Upstream Invert = 883 .00 ft Dnstream Invert = 882 .70 ft Horiz . Length = 100.00 ft Barrel Length = 100.00 ft Barrel Slope = .00300 ft/ft OUTLET CONTROL DATA. . . Mannings n = .0130 Ke = . 5000 (forward entrance loss) Kb = .031274 (per ft of full flow) Kr = . 5000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA. . . Equation form = 1 Inlet Control K = .0078 Inlet Control M = 2.0000 Inlet Control c = .02920 Inlet Control Y = . 7400 Ti ratio (HW/D) = 1 .134 T2 ratio (HW/D) = 1 . 206 Slope Factor = - .500 Use unsubmerged inlet control Form 1 equ . below T1 elev. Use submerged inlet control Form 1 equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control , interpolate between flows at Ti & T2 . . . At Ti Elev = 884.13 ft ---> Flow = 2.75 cfs At T2 Elev = 884. 21 ft ---> Flow = 3. 14 cfs Structure ID = TW Structure Type = TW SETUP , DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES. . . Maximum Iterations= 30 Min . TW tolerance = .01 ft Max. TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = . 10 cfs Max. Q tolerance = . 10 cfs S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Composite Rating Curve Page 6. 12 Name. . . . OUTLET-05-CV File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Converge Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures 883.00 .00 Free Outfall None contributing 883 . 50 .62 Free Outfall CV 884.00 1 .98 Free Outfall CV 884.50 2.87 Free Outfall CV 885.00 3.47 Free Outfall CV 885.50 4.01 Free Outfall CV 886.00 4.49 Free Outfall CV 886.50 4.93 Free Outfall CV 887.00 5.34 Free Outfall CV S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6.13 Name. . . . OUTLET-06-CV File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW REQUESTED POND WS ELEVATIONS : Min. Elev.= 898.00 ft Increment = .50 ft Max. Elev.= 903.00 ft OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall El , ft E2 , ft Culvert-Circular CV ---> TW 898.000 903 .000 TW SETUP, DS Channel S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6. 14 Name. . . . OUTLET-06-CV File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW OUTLET STRUCTURE INPUT DATA Structure ID = CV Structure Type = Culvert-Circular No. Barrels = 1 Barrel Diameter = 1 .0000 ft Upstream Invert = 898.00 ft Dnstream Invert = 897.70 ft Horiz. Length = 50.00 ft Barrel Length = 50.00 ft Barrel Slope = .00600 ft/ft OUTLET CONTROL DATA. . . Mannings n = .0130 Ke = . 5000 (forward entrance loss) Kb = .031274 (per ft of full flow) Kr = . 5000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA. . . Equation form = 1 Inlet Control K = .0078 Inlet Control M = 2.0000 Inlet Control c = .02920 Inlet Control Y = .7400 T1 ratio (HW/D) = 1. 132 T2 ratio (HW/D) = 1 .204 Slope Factor = - . 500 Use unsubmerged inlet control Form 1 equ. below T1 elev. Use submerged inlet control Form 1 equ . above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2 . . . At T1 Elev = 899.13 ft ---> Flow = 2 .75 cfs At T2 Elev = 899.20 ft ---> Flow = 3 . 14 cfs Structure ID = TW Structure Type = TW SETUP , DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES. . . Maximum Iterations= 30 Min . TW tolerance = .01 ft Max . TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min . Q tolerance = .10 cfs Max . Q tolerance = . 10 cfs S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Composite Rating Curve Page 6. 15 Name. . . . OUTLET-06-CV File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Converge Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures 898.00 .00 Free Outfall None contributing 898. 50 .61 Free Outfall CV 899.00 2.10 Free Outfall CV 899. 50 3 .46 Free Outfall CV 900.00 4.21 Free Outfall CV 900. 50 4.88 Free Outfall CV 901 .00 5.48 Free Outfall CV 901. 50 6.04 Free Outfall CV 902.00 6.55 Free Outfall CV 902 .50 7.02 Free Outfall CV 903.00 7.47 Free Outfall CV S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6. 16 Name. . . . OUTLET1 File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW REQUESTED POND WS ELEVATIONS : Min. Elev.= 900.00 ft Increment = .50 ft Max. Elev.= 905.00 ft OUTLET CONNECTIVITY ********************************************** ---> Forward Flow Only (UpStream to DnStream) <--- Reverse Flow Only (DnStream to UpStream) <---> Forward and Reverse Both Allowed Structure No. Outfall El , ft E2 , ft Stand Pipe SP ---> CV 902.400 905.000 Orifice-Circular OR ---> CV 900.000 905.000 Culvert-Circular CV ---> TW 900.000 905.000 TW SETUP, DS Channel S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6.17 Name. . . . OUTLET1 File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW OUTLET STRUCTURE INPUT DATA Structure ID = SP Structure Type = Stand Pipe # of Openings = 1 Invert Elev. = 902.40 ft Diameter = 1 . 1280 ft Orifice Area = .9993 sq.ft Orifice Coeff. = .600 Weir Length = 3 . 54 ft Weir Coeff. = 3 .000 K, Submerged = .000 K, Reverse = 1.000 Kb,Barrel = .000000 (per ft of full flow) Barrel Length = .00 ft Mannings n = .0000 Structure ID = OR Structure Type = Orifice-Circular # of Openings = 1 Invert Elev. = 900.00 ft Diameter = . 5000 ft Orifice Coeff. = .600 S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Outlet Input Data Page 6.18 Name. . . . OUTLET1 File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW OUTLET STRUCTURE INPUT DATA Structure ID = CV Structure Type = Culvert-Circular No. Barrels = 1 Barrel Diameter = 2.0000 ft Upstream Invert = 900.00 ft Dnstream Invert = 897.00 ft Horiz . Length = 100.00 ft Barrel Length = 100.05 ft Barrel Slope = .03000 ft/ft OUTLET CONTROL DATA. . . Mannings n = .0130 Ke = . 5000 (forward entrance loss) Kb = .012411 (per ft of full flow) Kr = . 5000 (reverse entrance loss) HW Convergence = .001 +/- ft INLET CONTROL DATA. . . Equation form = 1 Inlet Control K = .0078 Inlet Control M = 2.0000 Inlet Control c = .02920 Inlet Control Y = . 7400 T1 ratio (HW/D) = 1 . 121 T2 ratio (HW/D) = 1 . 192 Slope Factor = - . 500 Use unsubmerged inlet control Form 1 equ. below T1 elev . Use submerged inlet control Form 1 equ. above T2 elev . In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2. . . At T1 Elev = 902.24 ft ---> Flow = 15 . 55 cfs At T2 Elev = 902 .38 ft ---> Flow = 17.77 cfs Structure ID = TW Structure Type = TW SETUP, DS Channel FREE OUTFALL CONDITIONS SPECIFIED CONVERGENCE TOLERANCES . . . Maximum Iterations= 30 Min . TW tolerance = .01 ft Max . TW tolerance = .01 ft Min. HW tolerance = .01 ft Max. HW tolerance = .01 ft Min. Q tolerance = . 10 cfs Max . Q tolerance = . 10 cfs S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Composite Rating Curve Page 6.19 Name. . . . OUTLET1 File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW ***** COMPOSITE OUTFLOW SUMMARY **** WS Elev, Total Q Notes Converge Elev. Q TW Elev Error ft cfs ft +/-ft Contributing Structures 900.00 .00 Free Outfall (no Q: SP,OR,CV) 900.50 .40 Free Outfall OR,CV (no Q: SP) 901.00 .71 Free Outfall OR,CV (no Q: SP) 901.50 .94 Free Outfall OR,CV (no Q: SP) 902.00 1.14 Free Outfall OR,CV (no Q: SP) 902.40 1.27 Free Outfall OR,CV (no Q: SP) 902.50 1.61 Free Outfall SP,OR,CV 903.00 4.98 Free Outfall SP,OR,CV 903.50 6.41 Free Outfall SP,OR,CV 904.00 7.56 Free Outfall SP,OR,CV 904.50 8.56 Free Outfall SP,OR,CV 905.00 9.46 Free Outfall SP,OR,CV S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond E-V-Q Table Page 7.01 Name. . . . POND1 File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-O2.PPW LEVEL POOL ROUTING DATA HYG Dir = O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND1 IN Dev. .2 Outflow HYG file = POST-D.HYG - POND1 OUT Dev. . 2 Pond Node Data = POND1 Pond Volume Data = POND1 Pond Outlet Data = OUTLET1 No Infiltration INITIAL CONDITIONS Starting WS Elev = 900.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1 .00 min Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0 ft cfs ac-ft acres cfs cfs cfs 900.00 .00 .000 .3620 .00 .00 .00 900.50 .40 .212 .4872 .00 .40 307. 54 901.00 .71 .490 .6310 .00 .71 712.64 901.50 .94 .814 .6626 .00 .94 1182.41 902.00 1 . 14 1 .153 .6950 .00 1.14 1675 .37 902.40 1 . 27 1 .436 .7195 .00 1. 27 2086. 27 902. 50 1 .61 1 .508 .7257 .00 1.61 2191 . 51 903 .00 4.98 1 .879 .7570 .00 4.98 2733 .05 903 . 50 6.41 2.266 .7901 .00 6.41 3296.04 904.00 7.56 2.669 .8240 .00 7. 56 3883 .08 904. 50 8. 56 3 .089 .8552 .00 8. 56 4493 . 60 905.00 9.46 3 .524 .8870 .00 9.46 5126.88 S/N: 421A053O6A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.02 Name. . . . POND1 OUT Tag: Dev. .2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 LEVEL POOL ROUTING SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND1 IN Dev. .2 Outflow HYG file = POST-D.HYG - POND1 OUT Dev. .2 Pond Node Data = POND1 Pond Volume Data = POND1 Pond Outlet Data = OUTLET1 No Infiltration INITIAL CONDITIONS Starting WS Elev = 900.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 29.77 cfs at 724.00 min Peak Outflow = 1.17 cfs at 903.00 min Peak Elevation = 902.11 ft Peak Storage = 1.232 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 2.058 - Infiltration = .000 - HYG Vol OUT = 1.978 - Retained Vol = .073 Unrouted Vol = - .007 ac-ft ( .356% of Inflow Volume) WARNING: Outflow hydrograph truncated on right side. S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.03 Name. . . . POND1 OUT Tag: Dev. . 2 Event: 2 yr File. . . . O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. . 2 DETENTION TIMES SUMMARY HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND1 IN Dev. . 2 Outflow HYG file = POST-D.HYG - POND1 OUT Dev. . 2 Pond Node Data = POND1 Pond Volume Data = POND1 Pond Outlet Data = OUTLET1 No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 926.00 min Tp, Total Inflow = 724.00 min Peak to Peak = 202.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.04 Name. . . . POND1 OUT Tag: Dev.10 Event: 10 yr File. . . . O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . TypelI 24hr Tag: Dev.10 LEVEL POOL ROUTING SUMMARY HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND1 IN Dev.10 Outflow HYG file = POST-D.HYG - POND1 OUT Dev.10 Pond Node Data = POND1 Pond Volume Data = POND1 Pond Outlet Data = OUTLET1 No Infiltration INITIAL CONDITIONS Starting WS Elev = 900.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 54.04 cfs at 722.00 min Peak Outflow = 5.28 cfs at 766.00 min Peak Elevation = 903. 10 ft Peak Storage = 1.958 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 3 .698 - Infiltration = .000 - HYG Vol OUT = 3 .496 - Retained Vol = .200 Unrouted Vol = - .001 ac-ft ( .039% of Inflow Volume) WARNING: Outflow hydrograph truncated on right side. S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.05 Name. . . . POND1 OUT Tag: Dev. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW Storm. . . Typell 24hr Tag: Dev.10 DETENTION TIMES SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND1 IN Dev.10 Outflow HYG file = POST-D.HYG - POND1 OUT Dev.10 Pond Node Data = POND1 Pond Volume Data = POND1 Pond Outlet Data = OUTLET1 No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 770.00 min Tp, Total Inflow = 722.00 min Peak to Peak = 48.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.06 Name. . . . POND1 OUT Tag: Dev100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 LEVEL POOL ROUTING SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND1 IN Dev10O Outflow HYG file = POST-D.HYG - POND1 OUT Dev100 Pond Node Data = POND1 Pond Volume Data = POND1 Pond Outlet Data = OUTLET1 No Infiltration INITIAL CONDITIONS Starting WS Elev = 900.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1 .00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 88.85 cfs at 722.00 min Peak Outflow = 8.98 cfs at 762.00 min Peak Elevation = 904.73 ft Peak Storage = 3. 288 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 6. 122 - Infiltration = .000 - HYG Vol OUT = 5.808 - Retained Vol = .306 Unrouted Vol = - .008 ac-ft ( .136% of Inflow Volume) WARNING: Outflow hydrograph truncated on right side. S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15 :06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.07 Name. . . . POND1 OUT Tag: Dev100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW Storm. . . Typell 24hr Tag: Dev100 DETENTION TIMES SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND1 IN Dev100 Outflow HYG file = POST-D.HYG - POND1 OUT Dev100 Pond Node Data = POND1 Pond Volume Data = POND1 Pond Outlet Data = OUTLET1 No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 764.00 min Tp, Total Inflow = 722.00 min Peak to Peak = 42 .00 min I I 1 S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond E-V-Q Table Page 7.08 Name. . . . POND2 File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW LEVEL POOL ROUTING DATA HYG Dir = O:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND2 IN Dev. .2 Outflow HYG file = POST-D.HYG - POND2 OUT Dev. .2 Pond Node Data = POND2 Pond Volume Data = POND2 Pond Outlet Data = OUTLET-02-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 902.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0 ft cfs ac-ft acres cfs cfs cfs 902.00 .00 .000 1.3820 .00 .00 .00 902. 50 .77 .760 1.6616 .00 .77 1104.05 903 .00 2.82 1.666 1.9670 .00 2.82 2421 .73 903. 50 5.66 2.664 2.0266 .00 5.66 3874.18 904.00 8.76 3.693 2.0870 .00 8.76 5370.44 904. 50 11.68 4.751 2.1486 .00 11.68 6910.80 905 .00 14.19 5.841 2.2110 .00 14.19 8495.78 905.50 16.06 6.958 2.2558 .00 16.06 10119.06 906.00 17.65 8.097 2.3010 .00 17.65 11774.72 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.09 Name. . . . POND2 OUT Tag: Dev. .2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. . 2 LEVEL POOL ROUTING SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND2 IN Dev. .2 Outflow HYG file = POST-D.HYG - POND2 OUT Dev. .2 Pond Node Data = POND2 Pond Volume Data = POND2 Pond Outlet Data = OUTLET-02-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 902.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 29.80 cfs at 724.00 min Peak Outflow = 1 .67 cfs at 833.00 min Peak Elevation = 902.72 ft Peak Storage = 1.138 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 2 .061 - Infiltration = .000 - HYG Vol OUT = 1 .900 - Retained Vol = .149 Unrouted Vol = - .012 ac-ft ( .560% of Inflow Volume) WARNING: Mass balance for routing volumes vary by more than .5% WARNING: Outflow hydrograph truncated on right side. S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.10 Name. . . . POND2 OUT Tag: Dev. .2 Event: 2 yr File. . . . O:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. . 2 DETENTION TIMES SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - P0ND2 IN Dev. .2 Outflow HYG file = POST-D.HYG - P0ND2 OUT Dev. .2 Pond Node Data = POND2 Pond Volume Data = POND2 Pond Outlet Data = OUTLET-02-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 838.00 min Tp, Total Inflow = 724.00 min Peak to Peak = 114.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.11 Name. . . . POND2 OUT Tag: Dev. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. 10 LEVEL POOL ROUTING SUMMARY HYG Dir = O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND2 IN Dev.10 Outflow HYG file = POST-D.HYG - POND2 OUT Dev.10 Pond Node Data = POND2 Pond Volume Data = POND2 Pond Outlet Data = OUTLET-02-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 902.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1 .00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 54.09 cfs at 722.00 min Peak Outflow = 3.93 cfs at 793.00 min Peak Elevation = 903 .20 ft Peak Storage = 2.053 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 3.701 - Infiltration = .000 - HYG Vol OUT = 3 .461 - Retained Vol = . 226 Unrouted Vol = - .015 ac-ft ( .407% of Inflow Volume) WARNING: Outflow hydrograph truncated on right side. S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.12 Name. . . . POND2 OUT Tag: Dev. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev.10 DETENTION TIMES SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND2 IN Dev. 10 Outflow HYG file = POST-D.HYG - POND2 OUT Dev. 10 Pond Node Data = POND2 Pond Volume Data = POND2 Pond Outlet Data = OUTLET-02-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 794.00 min Tp, Total Inflow = 722.00 min Peak to Peak = 72.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7. 13 Name. . . . POND2 OUT Tag: Dev100 Event : 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 . PPW Storm. . . Typell 24hr Tag: Dev100 LEVEL POOL ROUTING SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND2 IN Dev100 Outflow HYG file = POST-D.HYG - POND2 OUT Dev100 Pond Node Data = POND2 Pond Volume Data = POND2 Pond Outlet Data = OUTLET-02-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 902.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 88.95 cfs at 722.00 min Peak Outflow = 7.91 cfs at 771.00 min Peak Elevation = 903 .86 ft Peak Storage = 3 .406 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 6. 129 - Infiltration = .000 - HYG Vol OUT = 5. 794 - Retained Vol = .317 Unrouted Vol = - .017 ac-ft ( . 280% of Inflow Volume) WARNING: Outflow hydrograph truncated on right side. S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15 :06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.14 Name. . . . POND2 OUT Tag: Dev100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 DETENTION TIMES SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND2 IN Dev100 Outflow HYG file = POST-D.HYG - POND2 OUT Dev100 Pond Node Data = POND2 Pond Volume Data = POND2 Pond Outlet Data = OUTLET-02-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 772.00 min Tp, Total Inflow = 722.00 min Peak to Peak = 50.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond E-V-Q Table Page 7.15 Name. . . . POND3 File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW LEVEL POOL ROUTING DATA HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND3 IN Dev. .2 Outflow HYG file = POST-D.HYG - POND3 OUT Dev. .2 Pond Node Data = POND3 Pond Volume Data = POND3 Pond Outlet Data = OUTLET-03-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 878.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min Elevation Outflow Storage Area Infilt . Q Total 2S/t + 0 ft cfs ac-ft acres cfs cfs cfs 878.00 .00 .000 .4000 .00 .00 .00 878. 50 .98 . 229 .5188 .00 .98 333 . 56 879.00 3.69 . 521 .6530 .00 3.69 760.70 879. 50 7.77 .858 .6944 .00 7.77 1253 .80 880.00 12.84 1. 216 .7370 .00 12.84 1778. 38 880. 50 18.45 1 . 595 .7799 .00 18.45 2334. 55 881 .00 24. 16 1.996 .8240 .00 24. 16 2922 .39 881 . 50 29.63 2.420 .8723 .00 29.63 3543 .54 882.00 34.61 2 .869 .9220 .00 34.61 4199.77 882.50 39.12 3. 339 .9601 .00 39. 12 4887.44 883 .00 42.77 3.829 .9990 .00 42.77 5602. 20 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.16 Name. . . . POND3 OUT Tag: Dev. .2 Event: 2 yr File. . . . O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 LEVEL POOL ROUTING SUMMARY HYG Dir = O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND3 IN Dev. .2 Outflow HYG file = POST-D.HYG - POND3 OUT Dev. . 2 Pond Node Data = POND3 Pond Volume Data = POND3 Pond Outlet Data = OUTLET-03-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 878.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 31 .22 cfs at 725.00 min Peak Outflow = 8.46 cfs at 750.00 min Peak Elevation = 879.57 ft Peak Storage = .906 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 4. 179 - Infiltration = .000 - HYG Vol OUT = 4. 129 - Retained Vol = .045 Unrouted Vol = - .005 ac-ft ( .121% of Inflow Volume) WARNING: Inflow hydrograph truncated on right side. WARNING: Outflow hydrograph truncated on right side. S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.17 Name. . . . POND3 OUT Tag: Dev. .2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 DETENTION TIMES SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND3 IN Dev. .2 Outflow HYG file = POST-D.HYG - POND3 OUT Dev. .2 Pond Node Data = POND3 Pond Volume Data = POND3 Pond Outlet Data = OUTLET-03-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt . = 750.00 min Tp, Total Inflow = 725.00 min Peak to Peak = 25.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7. 18 Name. . . . POND3 OUT Tag: Dev. 10 Event: 10 yr File. . . . O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. 10 LEVEL POOL ROUTING SUMMARY HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND3 IN Dev.10 Outflow HYG file = POST-D.HYG - POND3 OUT Dev.10 Pond Node Data = POND3 Pond Volume Data = POND3 Pond Outlet Data = OUTLET-03-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 878.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 57. 22 cfs at 725.00 min Peak Outflow = 18.98 cfs at 745.00 min Peak Elevation = 880. 55 ft Peak Storage = 1.631 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 7. 555 - Infiltration = .000 - HYG Vol OUT = 7.480 - Retained Vol = .069 Unrouted Vol = - .006 ac-ft ( .086% of Inflow Volume) WARNING: Inflow hydrograph truncated on right side. WARNING: Outflow hydrograph truncated on right side. S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7. 19 Name. . . . POND3 OUT Tag: Dev.10 Event: 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev.10 DETENTION TIMES SUMMARY HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND3 IN Dev. 10 Outflow HYG file = POST-D.HYG - POND3 OUT Dev. 10 Pond Node Data = POND3 Pond Volume Data = POND3 Pond Outlet Data = OUTLET-03-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 745.00 min Tp, Total Inflow = 725.00 min Peak to Peak = 20.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.20 Name. . . . POND3 OUT Tag: Dev100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW Storm. . . Typell 24hr Tag: Dev100 LEVEL POOL ROUTING SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND3 IN Dev100 Outflow HYG file = POST-D.HYG - POND3 OUT Dev100 Pond Node Data = POND3 Pond Volume Data = POND3 Pond Outlet Data = OUTLET-03-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 878.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 95.30 cfs at 725.00 min Peak Outflow = 33 .01 cfs at 744.00 min Peak Elevation = 881.84 ft Peak Storage = 2.722 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 12. 574 - Infiltration = .000 - HYG Vol OUT = 12.469 - Retained Vol = .098 Unrouted Vol = - .007 ac-ft ( .058% of Inflow Volume) WARNING: Inflow hydrograph truncated on right side. WARNING: Outflow hydrograph truncated on right side. S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7. 21 Name. . . . POND3 OUT Tag: Dev100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 DETENTION TIMES SUMMARY HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND3 IN Dev100 Outflow HYG file = POST-D.HYG - POND3 OUT Dev100 Pond Node Data = POND3 Pond Volume Data = POND3 Pond Outlet Data = OUTLET-03-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 744.00 min Tp, Total Inflow = 725.00 min Peak to Peak = 19.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond E-V-Q Table Page 7. 22 Name. . . . POND4 File. . . . O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW LEVEL POOL ROUTING DATA HYG Dir = O:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D. HYG - POND4 IN Dev. .2 Outflow HYG file = POST-D.HYG - POND4 OUT Dev. .2 Pond Node Data = POND4 Pond Volume Data = POND4 Pond Outlet Data = OUTLET-04-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 881. 50 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1 .00 min Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0 ft cfs ac-ft acres cfs cfs cfs 881. 50 .00 .000 .4540 .00 .00 .00 882.00 .60 .251 .5517 .00 .60 365. 11 882.50 2.05 .553 .6590 .00 2.05 805.48 883.00 3 .78 .891 .6936 .00 3.78 1298.13 883. 50 4. 50 1. 247 .7290 .00 4.50 1815. 19 884.00 5. 13 1 .620 .7626 .00 5.13 2357. 23 884. 50 5 .71 2.010 .7970 .00 5.71 2923.91 885.00 6.25 2 .418 .8351 .00 6.25 3516.83 885.50 6.74 2.845 .8740 .00 6.74 4137.65 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.23 Name. . . . POND4 OUT Tag: Dev. . 2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 LEVEL POOL ROUTING SUMMARY HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND4 IN Dev. .2 Outflow HYG file = POST-D.HYG - POND4 OUT Dev. . 2 Pond Node Data = POND4 Pond Volume Data = POND4 Pond Outlet Data = OUTLET-04-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 881. 50 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 17. 16 cfs at 721.00 min Peak Outflow = 1.87 cfs at 757.00 min Peak Elevation = 882.44 ft Peak Storage = . 512 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 1 . 100 - Infiltration = .000 - HYG Vol OUT = 1 .096 - Retained Vol = .004 Unrouted Vol = - .000 ac-ft ( .035% of Inflow Volume) WARNING: Outflow hydrograph truncated on right side. S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.24 Name. . . . POND4 OUT Tag: Dev. . 2 Event: 2 yr File. . . . O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 DETENTION TIMES SUMMARY HYG Dir = O:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND4 IN Dev. . 2 Outflow HYG file = POST-D.HYG - POND4 OUT Dev. .2 Pond Node Data = POND4 Pond Volume Data = POND4 Pond Outlet Data = OUTLET-04-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 761 .00 min Tp, Total Inflow = 721 .00 min Peak to Peak = 40.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7. 25 Name. . . . POND4 OUT Tag: Dev. 10 Event : 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . TypelI 24hr Tag: Dev. 10 LEVEL POOL ROUTING SUMMARY HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND4 IN Dev. 10 Outflow HYG file = POST-D.HYG - POND4 OUT Dev.10 Pond Node Data = POND4 Pond Volume Data = POND4 Pond Outlet Data = OUTLET-04-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 881.50 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 30.92 cfs at 721.00 min Peak Outflow = 3.90 cfs at 750.00 min Peak Elevation = 883 .09 ft Peak Storage = .951 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 1.976 - Infiltration = .000 - HYG Vol OUT = 1 .968 - Retained Vol = .007 Unrouted Vol = - .001 ac-ft ( .038% of Inflow Volume) WARNING: Outflow hydrograph truncated on right side. S/N: 421A05306A8E Paul I . Cripe, Inc . PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.26 Name. . . . POND4 OUT Tag: Dev.10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev.10 DETENTION TIMES SUMMARY HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND4 IN Dev.10 Outflow HYG file = POST-D.HYG - POND4 OUT Dev.10 Pond Node Data = POND4 Pond Volume Data = POND4 Pond Outlet Data = OUTLET-04-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 753 .00 min Tp, Total Inflow = 721 .00 min Peak to Peak = 32 .00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7. 27 Name. . . . POND4 OUT Tag: Dev100 Event : 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW Storm. . . Typell 24hr Tag: Dev100 LEVEL POOL ROUTING SUMMARY HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND4 IN Dev100 Outflow HYG file = POST-D.HYG - POND4 OUT Dev100 Pond Node Data = POND4 Pond Volume Data = POND4 Pond Outlet Data = OUTLET-04-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 881. 50 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1 .00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 50. 76 cfs at 720.00 min Peak Outflow = 5. 22 cfs at 754.00 min Peak Elevation = 884.08 ft Peak Storage = 1 .677 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 3 . 271 - Infiltration = .000 - HYG Vol OUT = 3 . 257 - Retained Vol = .013 Unrouted Vol = - .001 ac-ft ( .040% of Inflow Volume) WARNING: Outflow hydrograph truncated on right side. S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.28 Name. . . . POND4 OUT Tag: Dev100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 DETENTION TIMES SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND4 IN Dev100 Outflow HYG file = POST-D.HYG - POND4 OUT Dev100 Pond Node Data = POND4 Pond Volume Data = POND4 Pond Outlet Data = OUTLET-04-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 757.00 min Tp, Total Inflow = 720.00 min Peak to Peak = 37.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond E-V-Q Table Page 7. 29 Name. . . . PONDS File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW LEVEL POOL ROUTING DATA HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - PONDS IN Dev. .2 Outflow HYG file = POST-D.HYG - PONDS OUT Dev. . 2 Pond Node Data = PONDS Pond Volume Data = PONDS Pond Outlet Data = OUTLET-05-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 883.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min Elevation Outflow Storage Area Infilt . Q Total 2S/t + 0 ft cfs ac-ft acres cfs cfs cfs 883.00 .00 .000 .2140 .00 .00 .00 883. 50 .62 . 128 .3015 .00 .62 186.85 884.00 1.98 .304 .4040 .00 1.98 443 .41 884. 50 2.87 . 514 .4359 .00 2.87 749.10 885.00 3 .47 .740 .4690 .00 3.47 1078. 10 885. 50 4.01 .982 .5000 .00 4.01 1430.33 886.00 4.49 1. 240 .5320 .00 4.49 1805.37 886. 50 4.93 1. 513 .5596 .00 4.93 2202.04 887.00 5 . 34 1 .800 .5880 .00 5.34 2619.00 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7 .0 (325) Compute Time: 15 :06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.30 Name. . . . PONDS OUT Tag: Dev. .2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 LEVEL POOL ROUTING SUMMARY HYG Dir = O:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - PONDS IN Dev. .2 Outflow HYG file = POST-D.HYG - PONDS OUT Dev. .2 Pond Node Data = PONDS Pond Volume Data = PONDS Pond Outlet Data = OUTLET-05-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 883.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 7.80 cfs at 720.00 min Peak Outflow = 1.19 cfs at 742.00 min Peak Elevation = 883.71 ft Peak Storage = .195 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .475 - Infiltration = .000 - HYG Vol OUT = .474 - Retained Vol = .001 Unrouted Vol = - .000 ac-ft ( .023% of Inflow Volume) S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.31 Name. . . . PONDS OUT Tag: Dev. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 DETENTION TIMES SUMMARY HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - PONDS IN Dev. .2 Outflow HYG file = POST-D.HYG - POND5 OUT Dev. .2 Pond Node Data = PONDS Pond Volume Data = PONDS Pond Outlet Data = OUTLET-05-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 746.00 min Tp, Total Inflow = 720.00 min Peak to Peak = 26.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7 .0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.32 Name. . . . PONDS OUT Tag: Dev. 10 Event: 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev.10 LEVEL POOL ROUTING SUMMARY HYG Dir = O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND5 IN Dev.10 Outflow HYG file = POST-D.HYG - PONDS OUT Dev.10 Pond Node Data = PONDS Pond Volume Data = PONDS Pond Outlet Data = OUTLET-05-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 883.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 14.01 cfs at 720.00 min Peak Outflow = 2.29 cfs at 739.00 min Peak Elevation = 884.17 ft Peak Storage = .374 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .853 - Infiltration = .000 - HYG Vol OUT = .853 - Retained Vol = .001 Unrouted Vol = - .000 ac-ft ( .011% of Inflow Volume) S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.33 Name. . . . PONDS OUT Tag: Dev. 10 Event : 10 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev.10 DETENTION TIMES SUMMARY HYG Dir = O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND5 IN Dev.10 Outflow HYG file = POST-D.HYG - PONDS OUT Dev. 10 Pond Node Data = PONDS Pond Volume Data = PONDS Pond Outlet Data = OUTLET-05-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 742.00 min Tp, Total Inflow = 720.00 min Peak to Peak = 22.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.34 Name. . . . POND5 OUT Tag: Dev100 Event: 100 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 LEVEL POOL ROUTING SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND5 IN Dev100 Outflow HYG file = POST-D.HYG - POND5 OUT Dev100 Pond Node Data = PONDS Pond Volume Data = PONDS Pond Outlet Data = OUTLET-05-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 883.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr. = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 22.94 cfs at 719.00 min Peak Outflow = 3.24 cfs at 741.00 min Peak Elevation = 884.81 ft Peak Storage = .653 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 1.413 - Infiltration = .000 - HYG Vol OUT = 1.412 - Retained Vol = .001 Unrouted Vol = - .000 ac-ft ( .007% of Inflow Volume) S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.35 Name. . . . PONDS OUT Tag: Dev100 Event : 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 DETENTION TIMES SUMMARY HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - PONDS IN Dev100 Outflow HYG file = POST-D.HYG - PONDS OUT Dev100 Pond Node Data = PONDS Pond Volume Data = PONDS Pond Outlet Data = OUTLET-05-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 744.00 min Tp, Total Inflow = 719.00 min Peak to Peak = 25.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15 :06:42 Date: 05-18-2000 Type. . . . Pond E-V-Q Table Page 7.36 Name. . . . POND6 File. . . . O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW LEVEL POOL ROUTING DATA HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND6 IN Dev. .2 Outflow HYG file = POST-D.HYG - POND6 OUT Dev. .2 Pond Node Data = POND6 Pond Volume Data = POND6 Pond Outlet Data = OUTLET-06-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 898.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min Elevation Outflow Storage Area Infilt . Q Total 2S/t + 0 ft cfs ac-ft acres cfs cfs cfs 898.00 .00 .000 . 2790 .00 .00 .00 898. 50 .61 .162 .3727 .00 .61 236. 36 899.00 2. 10 .375 .4800 .00 2.10 546. 58 899. 50 3.46 .623 .5134 .00 3.46 908.48 900.00 4.21 .889 .5480 .00 4. 21 1294.46 900.50 4.88 1.170 .5791 .00 4.88 1704. 21 901 .00 5.48 1 .468 .6110 .00 5.48 2136.76 901.50 6.04 1 .782 .6465 .00 6.04 2593.73 902.00 6.55 2 .114 .6830 .00 6. 55 3076.78 902. 50 7.02 2.462 .7083 .00 7.02 3582.26 903.00 7.47 2 .823 .7340 .00 7.47 4106. 22 S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.37 Name. . . . POND6 OUT Tag: Dev. . 2 Event: 2 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. .2 LEVEL POOL ROUTING SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND6 IN Dev. .2 Outflow HYG file = POST-D.HYG - POND6 OUT Dev. .2 Pond Node Data = POND6 Pond Volume Data = POND6 Pond Outlet Data = OUTLET-06-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 898.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 5.64 cfs at 720.00 min Peak Outflow = .59 cfs at 754.00 min Peak Elevation = 898.49 ft Peak Storage = . 157 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = . 343 - Infiltration = .000 - HYG Vol OUT = . 342 - Retained Vol = .001 Unrouted Vol = - .000 ac-ft ( .031% of Inflow Volume) S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.38 Name. . . . POND6 OUT Tag: Dev. .2 Event: 2 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . TypeII 24hr Tag: Dev. . 2 DETENTION TIMES SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND6 IN Dev. .2 Outflow HYG file = POST-D.HYG - POND6 OUT Dev. .2 Pond Node Data = POND6 Pond Volume Data = POND6 Pond Outlet Data = OUTLET-06-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 758.00 min Tp, Total Inflow = 720.00 min Peak to Peak = 38.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.39 Name. . . . POND6 OUT Tag: Dev. 10 Event : 10 yr File. . . . O:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev. 10 LEVEL POOL ROUTING SUMMARY HYG Dir = O: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND6 IN Dev.10 Outflow HYG file = POST-D.HYG - POND6 OUT Dev.1O Pond Node Data = POND6 Pond Volume Data = POND6 Pond Outlet Data = OUTLET-06-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 898.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 10. 13 cfs at 720.00 min Peak Outflow = 1.47 cfs at 742.00 min Peak Elevation = 898.79 ft Peak Storage = . 279 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = .617 - Infiltration = .000 - HYG Vol OUT = .616 - Retained Vol = .001 Unrouted Vol = - .000 ac-ft ( .019% of Inflow Volume) S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.40 Name. . . . POND6 OUT Tag: Dev.10 Event : 10 yr File. . . . 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev.10 DETENTION TIMES SUMMARY HYG Dir = 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND6 IN Dev. 10 Outflow HYG file = POST-D.HYG - POND6 OUT Dev. 10 Pond Node Data = POND6 Pond Volume Data = POND6 Pond Outlet Data = OUTLET-06-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 745.00 min Tp, Total Inflow = 720.00 min Peak to Peak = 25.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Pond Routing Summary Page 7.41 Name. . . . POND6 OUT Tag: Dev100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02 .PPW Storm. . . Typell 24hr Tag: Dev100 LEVEL POOL ROUTING SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND6 IN Dev100 Outflow HYG file = POST-D.HYG - POND6 OUT Dev100 Pond Node Data = POND6 Pond Volume Data = POND6 Pond Outlet Data = OUTLET-06-CV No Infiltration INITIAL CONDITIONS Starting WS Elev = 898.00 ft Starting Volume = .000 ac-ft Starting Outflow = .00 cfs Starting Infiltr . = .00 cfs Starting Total Qout= .00 cfs Time Increment = 1.00 min INFLOW/OUTFLOW HYDROGRAPH SUMMARY Peak Inflow = 16. 57 cfs at 719.00 min Peak Outflow = 2.66 cfs at 740.00 min Peak Elevation = 899. 21 ft Peak Storage = .476 ac-ft MASS BALANCE (ac-ft) + Initial Vol = .000 + HYG Vol IN = 1 .021 - Infiltration = .000 - HYG Vol OUT = 1.020 - Retained Vol = .001 Unrouted Vol = - .000 ac-ft ( .010% of Inflow Volume) S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Type. . . . Detention Time Page 7.42 Name. . . . POND6 OUT Tag: Dev100 Event: 100 yr File. . . . 0: \1998\980401\20200\CALCS\DRAINAGE\STORMCAD\POST-D-02.PPW Storm. . . Typell 24hr Tag: Dev100 DETENTION TIMES SUMMARY HYG Dir = 0:\1998\980401\20200\CALCS\DRAINAGE\STORMCAD\ Inflow HYG file = POST-D.HYG - POND6 IN Dev100 Outflow HYG file = POST-D.HYG - POND6 OUT Dev100 Pond Node Data = POND6 Pond Volume Data = POND6 Pond Outlet Data = OUTLET-06-CV No Infiltration APPROXIMATE DETENTION TIME Tp, Outflow + Infilt. = 741 .00 min Tp, Total Inflow = 719.00 min Peak to Peak = 22.00 min S/N: 421A05306A8E Paul I . Cripe, Inc. PondPack Ver : 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 Appendix A A-1 Index of Starting Page Numbers for ID Names B Typell 24hr Dev. .2. . . 4.01, 4.03, BASIN1 Dev. .2. . . 5.01, 5.02, 5.03 4.05, 4.07, 4.09, 4.11 BASIN2 Dev. .2. . . 5.04, 5.05, 5.06 BASIN3 Dev. .2. . . 5.07, 5.08, 5.09 W BASIN4 Dev. .2. . . 5.10, 5.11, 5.12 WARNING. . . 1.01 BASINS Dev. .2. . . 5.13, 5.14, 5.15 Watershed Dev. .2. . . 2.01, 2.03, BASIN6 Dev. .2. . . 5.16, 5.17, 5.18 2.06, 2.08, 2.11, 2.13, 2.16 D DD1 Dev. .2. . . 5.19, 5.20, 5.21 DD10 Dev. .2. . . 5.22, 5.23, 5.24 DD2 Dev. .2. . . 5.25, 5.26, 5.27 DD3 Dev. .2. . . 5.28, 5.29, 5.30 DD4 Dev. .2. . . 5.31, 5.32, 5.33 DD5 Dev. .2. . . 5.34, 5.35, 5.36 DD6 Dev. .2. . . 5.37, 5.38, 5.39 DD7 Dev. .2. . . 5.40, 5.41, 5.42 DD8 Dev. .2. . . 5.43, 5.44, 5.45 DD9 Dev. .2. . . 5.46, 5.47, 5.48 0 OUTLET-02-CV. . . 6.01, 6.03 OUTLET-03-CV. . . 6.04, 6.06 OUTLET-04-CV. . . 6.07, 6.09 OUTLET-05-CV. . . 6.10, 6.12 OUTLET-06-CV. . . 6.13, 6.15 OUTLET1. . . 6.16, 6.19 P POND1. . . 7.01 POND1 OUT Dev. .2. . . 7.02, 7.03, 7.04, 7.05, 7.06, 7.07 POND2. . . 7.08 POND2 OUT Dev. .2. . . 7.09, 7.10, 7.11, 7.12, 7.13, 7.14 POND3. . . 7.15 POND3 OUT Dev. .2. . . 7.16, 7.17, 7.18, 7.19, 7. 20, 7.21 POND4. . . 7.22 POND4 OUT Dev. .2. . . 7.23, 7.24, 7.2S, 7.26, 7.27, 7.28 PONDS. . . 7.29 POND5 OUT Dev. .2. . . 7.30, 7.31, 7.32, 7.33 , 7.34, 7.35 POND6. . . 7.36 POND6 OUT Dev. .2. . . 7.37, 7.38, 7.39, 7.40, 7.41, 7.42 T Type II 24 hr. . . 3.01 S/N: 421A05306A8E Paul I. Cripe, Inc. PondPack Ver: 7.0 (325) Compute Time: 15:06:42 Date: 05-18-2000 APPENDIX C LONG BRANCH FLOODWAY STUDY LONG BRANCH EXISTING FLOODWAY STUDY BETWEEN 116TH STREET AND SHELBORN ROAD HAMILTON COUNTY, INDIANA PAUL I. CRIPE, Inc. 7172 GRAHAM ROAD INDIANAPOLIS, IN 46250 VHW ENGINEERING COMPANY 10701 EAST 121 STREET FISHERS, IN 46038 TEL: 317-576-0922 FAX: 317-576-0922 DECEMBER 21, 1999 C C C C C C C C C C CC C C C C CC CC CC CC CC CC CC v v v v v v v v v v v v v v v v v v = 17 7) 13 13 13 17 '0 '0 v v v v m . TIT TT T TT TIT TT FT T TT TT T T TT 9 ' m ' ' ' Wm m CO of m w CO CO rn aCOm a m CO CO COm COm CO m 03 CO OS CO m a m CO rn Nom �]] py > g 5_ W f l m 0) a s J J (O t0 + .N.. 8 W A k r r 8 8 to N 8 8 W W Oal 8 rZ1 D z /) m Uma ° m m o " X m s � m Z z— ssEsHHHHH HHHHHHHHH _ z c•ss s 88 88 ss ss ss ss ss ss ss sg ss ss ss C) G) s n O C) ao03 CO 03 0303 COOS CO CO mm 03 CO 03COCO v03 CO CO CO CO p0), peg g p pt aoc Legend 0 al 22 N N N N AA V. a' 1(V�T .tVI .CVT WmW 01 �I V lioj .p01 N (704 O O p- - pN� N NW N4 y m a s J J + W W O O d k 8 s m m 8 o N N 8 8 8 8 J v 8 W — --._.► _ zEG FLOODWAY Fa' m m r m m g g m g E m E m E p EE EE EE EE E E m s E3 m -. EG 100 YEAR ae � mm m � 28 728 8 4 88 88 8 $ 62 48 8T, 84 t8 8 8 m E:l,8, NS FLOODWAY r, a WS 10D`YEAR o, °' - 6 Crit 100-YEAR W W - - - -• rn Crit FLOODWAY El ppep ppae ppep ppep pf pp�� ppo� pe po �pye pp�� pQpp EE ppp pe mW • .. c) ,C • VO m m m Op 43 O O Oe Oe Oe Oe N + N W . W W A A EE fT Ol �I ,��1 . Oa v ry Es' Ground 8 a r�' W $ m 8' t F3 A S 8 W o `S a t m &e t t' ,. t m k' o t c m 0 • .i o 0 PP PP Po 00 00 0P PP PP o0 Po PP PP 00 0 0 5. • g NNstgp ss NNssN Oses s _T ss sps ss ss Vspys_ �sTes (psT� � W N -• N N N O i A iJ W + O 8 S N A 6 1 — N J N �1 A -1 O 0 6 8 .,82* G a ' a s N N CO W a s W CO ts, N a s CO CTU 4pp3 p 43 W W a s m (`8 CO CO ( Oo aT U s U 0, Oe J v g_ 8 8 o + 8 m N +W 8 A + gN 8 8 8 8 N 8 8 8 V N m N T 12 NpVp NmJ O al W N J + OW y r + aT t m W g pg N? i.N M U O a m pO N tl pObW O pW .+ g 8 S s m V N -4 O . + -aNN 8 J 8 — 8 J 8N A 2- 8N4W aL+ Ji N . 8p a '2N8a of a 8— a NN - N J ro J g fJJs Of t N O N 88 OVg NN N8 8 y 82 8v NW pN 88 88 T a C a CO a pp pp Nop 1� W0(.1 W 0(� 0{� 0�e op 0 0 0 0 0 0 0 0 0 W 0 0 0 0 0 0 0 0 0 g CT O1 rJ t0 A a a s 8 8 8 8 v 0 N N J J V W W t + N W fN.l IT tI 1 in • a• i ° h. ii'. . 14h R A. 4 h C " 4 P1: yh. A~ " ° r,4.0 " d 1 :hi t4 ty p tti " t i 3•c",+tl ..i. rL 0iLh tt 4 ^ l t"la t , •. lath-r dl 0 � �'� ` r i t iN't i1 atMYlt�t �,i rittl, r`S4h t• t••�.`f{�"H in 1 4h+� " '�41t� t}.•S 5`fC'in •t. '.ttE' .J 4 1 " �`.t1 V ly `1 r �r .d. '.rn 1!G!M MOS ROOpYW gwnLONflM101 M1�dalY51fEM Ile ST Martine,' Z ,.. ,i•t tg11 �`O�tt t hh tit ily. •t1tittliy "tt h 1"h 1 1 ,' y ihvt q It 1,t y1vi ,� 1 ! t 1Vi k 4 aty ttyt:to L',' n jNlWtfii";`a,a'tl�`hh`.ytyihi`k i41,,,h C "•t0A1i1�•,•r1,tygl.: Ylyay44 41 ''1y1t.:44 A. Reach River Sta Q Total Min Ch El W.S.Elev Crit W.S. E.G.Elev E.G.Slope Vel Chnl Flow Area Top Width Froude#Chl 0 (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) i ,attltty`hYai" t t{`th,yt"`�"i UPSTREAM 116 ST. 19 /9t 3b 989.00 875.71 881.47 881.56 0.001410 2.91 491.32 251.58 0.26 UPSTREAM 116 ST. 19 989.00 875.71 881.59 881.67 0.001381 2.94 457.05 199.78 0.26 UPSTREAM 116 ST. 17 /7,i-6 0 989.00 875.20 880.98 881.13 0.002300 3.75 372.91 223.30 0.34 UPSTREAM 116 ST. 17 989.00 87520 881.09 881.26 0.002271_ 3.79 318.23 122.45 0.34 hr M t" 4*i06 4 ,AI dtnvVit 40^tutt § h: tzh oo i W5,) ‘11i A T, ittit yai ��ai4UPSTREAM 116 ST. 14 !34 72' 989.00 874.63 88030 880.46 0.001794 4.38 379.94 217.22 034 t t?:*i, 1v �ha ,,t tto ,*.yt ,.UPSTREAM 116 ST. 14 989.00 874.63 88040 880.60 0.001788 4.43 31010 111.72 034 i .: •, *, '+ y k " -w ' 3 �wm<,�+ itY ' � tkF v � a$UPSTREAM 116ST. 6 57�ty 106300 872.61 879.15 879.28 0.001290 371 397.23 15320 029 l' grK � 0 :40jky0,4i #40UPSTREAM 116 ST. 6 106300 87261 87930 879.44 0.O01222 3.69 37954 123.52 0.29itan � 444afiga' * a„ UPSTREAM 116 ST. 3 34-30 1063.00 872.27 879.09 879.13 0.000272 2.11 712.66 286.84 0.16 UPSTREAM 116 ST. 3 1063.00 872.27 879.24 879.29 0.000259 2.10 595.39 164.16 0.15 UPSTREAM 116 ST. 1 c•A 6 5- 1100.00 871.14 878.80 876.13 879.00 0.000801 4.20 376.72 134.63 0.31 UPSTREAM 116 ST. 1 • 1100.00 871.14 878.94 876.13 879.16 0.000782 4.19 302.11 59.75 0.31 m z z m m z LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 0 STATION 45+35,60 FEET DS(WEST)SHELBORN ROAD C/L n .03 * .03 * .03—� O Legend EG FLOODWAY 900 -- EG 100-YEAR Crit 100-YEAR WS 100-YEAR WS FLOODWAY • ' Ground • Bank Sta 0 890- -885- 0 100 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft rn• LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 STATION 42+80 0 O .03 >K .03 >I< .03 >I Legend _ EG FLOODWAY 900 - EG 100-YEAR • WS FLOODWAY WS 100-YEAR Ground • 895Bank Sta c 0 w - 890- 885- 0 100 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft z LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 0 STATION 39+75 0 .03 D .D3 )'iQ .03 Legend j 900- — EG FLOODWAY EG 100-YEAR WS FLOODWAY WS 100-YEAR 895- Ground • Bank Sta c - 0 a) w 890- 885- , • , i . • , -, , -, r r , , -, , r , 0 100 200 300 400 500 • Station(ft) 1 in Horiz. =50 ft 1 in Vert.=5 ft t7 z 1 ci LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 n STATION 34+95 .03 * .03 * .03 >I 900- Legend EG FLOODWAY EG 10D-YEAR WS FLOODWAY WS 100-YEAR 895 Ground • Bank Sta c - 0 890 - 885 -- -- 880 r 0 100 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft - LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 STATION 30+30,10 FEET DS(WEST)OF EAST P/L O 895- .045 * .045 * 045 )1Legend EG FLOODWAY EG 10 -YEAR WS FLOODWAY 890- WS 100-YEAR ■ Ground • Bank Sta c 11 8&5_ (),PC •• - j 880- 875 -, 0 100 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft m z r7 z m m _ z LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 STATION 27+00 0 .045 .045 -- _ .045 ) Legend EG FLOODWAY WS FLOODWAY 895 EG 100-YEAR WS 100-YEAR Ground • Bank Sta 890- iK 0 w w - 885 880- _ • 0 100 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft i z z • LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 STATION 24+30 t O .045 >R.0451( .045 Legend 895- EG FLOODWAY WS FLOODWAY EG 100-YEAR WS 100-YEAR Ground • Bank Sta c • w 885- • 880- ' 0 100 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft m z z rn rn• LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 SECTION 22+50 (—.045—*.04.91( .045 )I Legend EG FLOODWAY 895 _ EG 100-YEAR WS FLOODWAY • WS 100-YEAR Ground • 890 Bank Sta 0 w Lu 885 •~� - -r-a -- -- — -- — . 880- 0 100 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft • m z 0 z m m z LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 STATION 21+00 O .045 * .045 * .045 >I Legend e95- - EG FLOODWAY EG 100-YEAR WS FLOODWAY WS 100-YEAR • 890- Ground • Bank Sta i; La 885- 880- . • • 0 100 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft m z z m rn z LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 STATION 19+30• 0 .045 * .045 * .045 Legend _ EG FLOODWAY WS FLOODWAY EG 100-YEAR 890- WS 100-YEAR • Ground • Bank Sta 885 0 w 880- 875- 0 80- 875-0 100 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft m z s7 z m rn LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 STATION 17+00 .045 * .045 >K .045 >I Legend • - EG FLOODWAY EG 100-YEAR • 890- WS FLOODWAY WS 100-YEAR Ground • Bank Sta 885- 0 4,71 ai W 880- 875- 0 80- 875-0 100 200 300 400 500 Station(ft) 1 in Horiz.=53 ft 1 in Vert.=5 ft z z LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 STATION 13+70,30 FEET DS(SOUTH-WEST)OF WEST P/L p .04 >K .04>I( .04 >I Legend - EGFLOODWAY EG 100-YEAR • WS FLOODWAY 890- WS 100-YEAR Ground • Bank Sta 885 0 d W - �+ 880- 875- 0 80-875-0 100 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft m z z rn m z LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 G7 STATION 5+80 p —.04 * .04 * .04 890 Legend _ EG FLOODWAY WS FLOODWAY EG 100-YEAR 885- WS 100-YEAR Ground • Bank Sta r c 0 880 ar • 875- 870 0 CO 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft - Ii' LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 STATION 3+30 O .03 *.035* .035 Legend _ EG FLOODWAY 890 WS FLOODWAY EG 100-YEAR WS 100-YEAR Ground • - Bank Sta c 0 W 880- 875- 1 r 0 100 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft rn rn rn LONG BRANCH 100YEAR EXISTING FLOODWAY 12/21/1999 STATION 0+65,65 FEET US(NORTH)116 STREET C/L O .035 * .03-- *.035> 890- Legend EG FLOODWAY EG 100-YEAR • WS FLOODWAY WS 100-YEAR Crit 100-YEAR Crit FLOODWAY • Ground • Bank Sta 0 To 880 aw 875- 870 - 0 100 200 300 400 500 Station(ft) 1 in Horiz.=50 ft 1 in Vert.=5 ft VI-NV ENGINEERING CO. \s ."' .7e a0 O) U) 2 VN' V In U) (r) (7 N N co PNl (() V' V U O O O O O O O O O O O O O O O O O O a) v 0 0 u`. id O (D (D If) N 8 0) 0) (0 M O N N 0) N N N .- N ,- N .- 0 0 H N N p p t} M S.0 6 P al�pp 2 OJ N 8 coco. ((p�'� �cNp� V R. (tpO In N V cli S (0 CV N N V M V A N CO N M 9 1n E S 3 8 O V lA 63 F- c0 U) lf) V V lD (0 7 f�) f�) (") M In l() v? V' N- g M § (O ao N (0 V N � o o E 88 88 SP. 8 $ 88 8o o OdiP P. 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Bri.,3 7 / „.\1E3 r CrA#) Br Br c # Br ; / _ CrA ...—• ' CrA CrA CrA �\ CrA Br G,b • • • # Br NV° .\_i_ S' :: jrt \ • _ •\Br/ • 1mC2 Br © MmB21 •m0 Br CrA MoC3 ) ' ...,(11FB...611.: ••• ‘. # • # trit ik .c, # ? • • • CrA ,�- CrA �� • gr v� Br r MmC2 II , � �� o{s� MoC3Ai Mm62 AMCAM # °e) • p�• CrA V it'll Br 4, Skot.. '1'•_ CrA = 114 MmB2 CrA '') Br '"1mC2 • •—^� Mmg2 # R t CrA 0 Br - MmC2 °� MmB2 gr Br CrAIP CrA i MmC2 v. . - e m.' ranch : Br/• �0� =Q CrA c �Sh1 .�°'03 c� - . MoD3 :•�• Br Br •V CrA / -leFMmD2 • 0t 111 CrA `� MmB2 Q ( B CrA . Br r **(..., • CrA mB2 L. �/1./h '9,•D OP \/...-NOP C m) \ e2 Br Symbol Name Br --, CrA Br Brookston-silty clay loam CrA Crosby silt loam, 0 - 3 %slopes MmB2 Miami silt loam,2-6%slopes MmC2 Miami silt loam, 6- 12%slopes MoC3 Miami clay loam, 6- 12%slopes,severely eroded MoD3 Miami clay loam, 12- 18%slopes, severely eroded Sh Shoals silt loam Sx Sloan silty clay loam, sandy substratum • • • UNITED STATES STATE OF INDIANA • CARMEL QUAD! DEPARTMENT OF THE INTERIOR DEPARTMENT OF NATURAL RESOURCES INDIANA GEOLOGICAL SURVEY • INDIANAPOLIS, INDIANA 7.5 MINUTE SERIES (T 3764 II SW 6 5' •EAOLETOWN 3.8 M!. WESTFIELD UNI R.2 E. R.3 E. ! `566�"`E 740 000 FEET (WEST) 567 12'30" 568 569 (WESTFIELD) 510 571 10! 2.9 MI. TO IND.32 572 573 370 000 FEET IE ��a_ o S 1 ! W A S H I N G T O N —. • ,��-- ' I, �•S�N - :.t `ap 18 .WES - 146TH /// 17 STRE�T �.�.� BM ...-........�.•7•••---••••r,,•••••=1...- -- .�.- +S BM...�..�_,..o .�... - STS I' ... .. y. a �// 6TR �... • I• • •.•- • •L._] A7 •e • // , ..`o": ` 919 I zs 1903 — - ti Out' • Ladyol Mt C+Rwrl �,,�///4 ' I -, 0 I. • • t } \, ' H G O �`r 900 i 10_\\, a • 1^ I �b '��i I I • •/,1 I :<: .�. 1 - • '` /W 1,-"-,-'7-- _,-----:,, /`-.- I _ .,� 1 I 1 s°�' I I //a •. 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I0 e,r,�.° 1 �!I J • :: : - 1 °Vii 'e / •:::*iim • 7-C- 44E 'Q °) • //// .. // .� \/Q i +r +.te t .853 •- �..845 EAST_ 116TH — - 8A5 I. //// • 188 _ • .. -\ •II !�' --- — �... C. • /16TH f.9°I---L=1=4'. _ _ •TREe*T 896. _ �/ . Avila - l0 1' , „• +I 1 �? :BA.\ -W'- :P` I n .. • -.905 --"� / �O. ` • �'// i ��_. _ _ a>r_, I 859.. ,! ' ' ,1 A I 1 !'-• `/�1. •µ ./� �� g_ ,` ,-; _/.- . ,.�` �' l c / e.n sr - _ - , I �1J� -Ti * ' '• - •:c� 0 I '` 17 �! •l /,r O2s / -9 r ••0. I f,•• 'i// • •II yf•BP�IP/ a i. II-- 1 ♦ C•-'J�i•O I• - '•-' •••• /• - 21ST T iOOOOOO NATIONAL FLOOD INSURANCE PROGRAM i FIRM FLOOD INSURANCE RATE MAP • CITY OF • CARMEL, v INDIANA + ; „ o HAMILTON COUNTY i'1.--.... f.-7-74.-.-tr. W.„,,; „.13,---"wQ rte, . O ZONE C : • • ; ':� w PANEL 6 OF 14 CC ?+�, Z (SEE MAP INDEX FOR PANELS NOT PRINTED) F.:',1't \r yy 0 I .-- ., SITE m P I V r' C 4. rfr, e MnY6 ZONE "' ;�«:_=..d ,, , t :f «.v op COMMUNITY-PANEL NUMBER :. M 180081 0006 C .: 4 ;e. � L` _ EFFECTIVE DATE: .� _ . ` .�- MAY 19, 1981 . amass::,'' k -�it� E? �^ � F.. LL " ^" -.r lagaiftEi X a..`+ivn-.... .wr`�• .,L-+,�.'^ .fa,tS"_y f 4V-•-• " r �...: ka .k' SM� fid. •• ar • "'n+ w �4 .. • ,. .-1R-•w « federal emergency management agency 1Ty-, -ke .- '�' ., ; •'.; w '` "" �.,: » M;, federal insurance administration MV- 1 0 ; I cz' i �� A .._ , ° i `- LI ?-/ : 1 • ‘'-'''' - 1 A,Or -- ;-. 7 1[1E4616-ot'r 4,ei. 0 o 1 V,Lod •IL - - . q ig ---- Q 1 j1,1,J) .ral ,/, ) We-- 10,111. 0106 P 7 A ' (----ZI: ":(4141L.-L,wit 01 prAra 0 , 1 LIA GI eilYvviIim . 4-%, . fit, P - 4' iftal41_ L-- ° t A.X. 4 (i-NT ki.ttokipd.- 11111_1_1k0 7. .. 1 - "° c3 00 1 --' -' .).-Nic 1 V { .---L- -- '--'L-- -----7; i-j), \ , (.. \,3 Q_n ,, . 0„.__.;,- __/_-) ___7 _,; . 0 t — — _ _ _ ✓ r WAr°1"-_-Pe---i-eft": afrier `` �7 - ��� r _ moi)ci. iim -.° . la= ..• -f. ,Aro• - . w ,,;,--.-..2_,.„„ 0 vii v - - .. • 1"- . ! 4 : e.4 ,is .e.44%.'" 0 . 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