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HomeMy WebLinkAboutDrainage ReportDrainage Calculations Be Well Family Care 12430 Clark Street Carmel, Indiana Prepared for: Be Well Family Care Job #: BWF.001 Revised: 11/15/21 Prepared by: Roger C. Ward, Jr. PE 6555 Carrollton Avenue Indianapolis, IN 46220 (317) 251-1738 (Fax) 251-1923 1 11/15/21 TABLE OF CONTENTS Section I: Report A. Project Title B. Project Description C. Design Method and Criteria D. References E. Existing Conditions F. Proposed Conditions G. Stormwater Quality and BMP Recommendations Section II: Appendix A. Site Information (maps, exhibits, etc.) B. Existing Conditions C. Proposed Conditions D. Stormwater Quality Data E. ICPR Model F. 1989 Master Plan Documents G. Kimley Horn Lakeside R & D TIR (within same watershed) 2 11/15/21 SECTION I: REPORT 3 11/15/21 A. Project Title Be Well Family Care – New Medical Office B. Project Description This project is located at 12430 Clark Street in Carmel, Indiana. The proposed development will consist of a new medical office, parking lot, and drainage infrastructure. This site is a part of the master-planned Carmel Science and Technology Park development. The subject site is approximately ±2.25 acres and approximately ±1.42 acres will be disturbed. The site is located within a larger 3.34 acre drainage area that drains to an existing 15” pipe and detention pond at the southwest corner of Carmel Dr. and Guilford Rd. that was constructed as part of the above- mentioned, master-planned development. The detention pond discharges stormwater into an existing 36” diameter concrete pipe which eventually drains to the WR Fertig legal drain. The existing land uses adjacent to the site are as follows: North: Residential West: Residential South: Commercial East: Industrial C. Design Method and Criteria 1. Soil Type: Soil maps from the United States Department of Agriculture, Soil Conservation Service, Crosby soils (CrA – 94% of site) and Brookston soils (Br – 6% of site.) The Crosby series are classified as type “C” soils. The Brookston series are classified as type “B/D” soils. 2. Design Storm: The 2-yr, 10-yr, and 100-yr storm events have been analyzed for the existing & proposed condition. The NRCS type-II 24-hour distribution was used in the calculations. 3. Overall Watershed: WR Fertig drain => Eagle Creek => White River. D. References 1. TR55 Stormwater Design Manual. 2. Web Soil Survey. 3. ICPR modelling software. 4 11/15/21 E. Existing Conditions The existing site is located at 12430 Clark Street in Carmel, Indiana and is an undeveloped parcel that is located within the Carmel Science and Technology Development, which has its own master-planned drainage system. The subject site is approximately ±2.25 acres and is divided into three (3) drainage areas – EX1, EX2 and EX3. Basins EX1 and EX2 drain to the north, while Basin EX3 drains to the south. Basins EX1 and EX2 are contained within a larger overall basin that drains to Lake 5 (to the northwest) of the above-mentioned masterplan. Meanwhile, Basin EX3 is contained within a larger overall basin that drains to Lake 3 (to the southwest) of the above-mentioned masterplan. Lake 5 drains to Lake 3. And Lake 3 discharges stormwater into an existing 36” diameter concrete pipe, which eventually drains to the WR Fertig legal drain. The existing on-site basins EX1, EX2, and EX3, as well as downstream off-site basins to the south, are delineated and shown in Appendix B. The following are the 2-yr, 10-yr and 100-yr Existing runoff rates as computed in the ICPR Model, included in Appendix E. Existing Conditions Runoff Rates Storm EX1 + EX2 + EX3 = Total 2-year 0.14 0.16 0.30 0.60 cfs 10-year 0.29 0.39 0.68 1.36 cfs 100-year 0.69 1.02 1.68 3.39 cfs F. Proposed Conditions The proposed development will consist of a new medical office and associated parking lots. It will be built on the undeveloped parcel mentioned above. The site is approximately ±2.25 acres and approximately ±1.42 acres will be disturbed. As mentioned above, the existing site drains in two main directions – north and south. The proposed site will mostly be collected and detained within an on-site dry detention facility (pond) and will discharge to the south onto Lake 3 of the Carmel Science and Technology Development. The allowed discharges from the pond will be limited to the master-planned allowed discharge to Lake 3 and the capacity of the downstream collection facility - an existing 15” pipe that will collect the site’s stormwater and drain onto Lake 3. A smaller portion of the site will direct discharge to the north onto Lake 5 of the same overall development and be limited to the master-planned discharges for Lake 5. The allowed discharges from our site will be based upon the 10-year and 100- year storms for the “Existing Subcatchment Data” found in the drainage masterplan prepared by Paul I. Cripe, Inc. in 1986 (see Appendix). The portion of the site that drains north will be held to the existing basins (Basins EX1 and EX2) that drain north with a proposed Curve Number (CN) = 90. And the portion of the site that drains south will be held to the existing basin (Basin EX3) that 5 11/15/21 drains south with a proposed Curve Number = 84. The time of concentrations (Tc) will equal the Tc’s of the existing basins EX1, EX2 and EX3. Allowed Discharge Rates – Draining North to Lake 5 (Curve Number = 90) Storm EX1 + EX2 = Total 10-year 0.51 0.85 1.36 cfs 100-year 0.93 1.54 2.47 cfs Allowed Discharge Rates – Draining South to Lake 3 (Curve Number = 84) Storm EX3 10-year 1.11 cfs 100-year 2.19 cfs In addition to restricting the flows from the site for the master-planned pond condition, the on-site detention basin has been designed to detain and restrict the flows to the existing, downstream storm sewer that connects the site to the existing master-planned Lake 3. The on-site system will collect stormwater runoff, route it through the inline Aqua-swirl unit, then to the onsite dry detention basin (Named “POND”). The remaining uncaptured basins D1, D2, and D3 will directly discharge from the site. These direct discharge areas are the un- disturbed portions of the existing basins EX1, EX2, and EX3. While these areas will not be altered, the next most restrictive soil class was used to determine the proposed site runoff per the City’s Stormwater Manual, so the runoff values calculated are higher than what would be encountered under actual conditions. The following are the computed 10-yr and 100-yr proposed discharge rates utilizing the NRCS type-II 24-hour storm event, as computed by ICPR. Proposed Conditions Discharge Going North Storm D1 + D2 = Total < Allowed 10-year 0.13 0.51 0.64 cfs < 1.36 cfs 100-year 0.26 1.08 1.34 cfs < 2.47 cfs Proposed Conditions Discharge Going South with 5.5” Orifice* Storm POND + D3 = Total < Allowed 10-year 1.05 0.04 1.09 cfs < 1.11 cfs 100-year 1.38 0.08 1.46 cfs < 2.19 cfs 6 11/15/21 * Note: In order to adhere to the 10-year allowed discharge, an orifice diameter of 5.5” was needed in the pond model. The resulting 10-year and 100-year pond elevations are listed below and are labeled on the construction plans. Carmel requires a minimum orifice size of 6”, which will be shown on the outfall detail within the construction plans. Proposed Conditions Pond Staging with 5.5” Orifice* Storm Pond Elevation (ft) Storage (ac-ft) n/a bottom = 839.2 0.0 10-year 841.15 0.046 100-year 842.44 0.128 n/a swale spillway = 842.5 0.137 n/a outlet casting = 843.0 0.179 (40% extra storage) n/a min. top bank = 843.5 Proposed Conditions Pond Overflow Storm Inflow Rate (cfs) Overflow Elevation (ft) 1.25x100-yr 3.90 842.82 Overflow Weir Dimensions: 6-foot bottom with 3:1 side slopes. Overflow Weir (spillway) start elevation = 842.5 ft. Minimum top of bank = 843.5 ft = 0.68-foot minimum freeboard. Downstream Capacity Analysis (with actual 6” orifice used in pond outfall) In addition to providing on-site detention to adhere to the master drainage plan for the Carmel Science and Technology Development, the capacity of the downstream collection system is analyzed. The minimum 6” orifice size is used for the analysis to better represent true conditions. The downstream storm sewers located at the intersection of Clark Street and Carmel Drive are analyzed and shown to have capacity for our site after the site’s stormwater is detained within the onsite detention basin. See the Storm Drain Flow Tabulation Form – Rational Method spreadsheet in Appendix C. Proposed Conditions. The downstream manholes are labeled as 1208, 1209, 1210 and 1211. 7 11/15/21 G. Stormwater Quality and BMP Recommendations According to Chapter 7, section 701 of the City of Carmel Stormwater Management Ordinance, any project that disturbs ¼ acre or more of land is required to provide two (2) post-construction stormwater quality measures. The proposed development will disturb approximately ±1.42 acres. The proposed site will be drained by a storm sewer system that discharges to an existing 15" pipe that connects to the downstream basin mentioned above. We are proposing an Aqua-swirl unit as the first treatment device, and the existing detention pond downstream of the system as the other sedimentation device. An AquaShield Aqua Swirl AS-3 BYP has been selected from Table 1 of the City of Indianapolis Stormwater Quality Unit Guide. This selection is based upon sizing guidelines laid out in Ch. 700 of the City of Carmel Stormwater Technical Standards Manual, and the guidance provided in the City of Indianapolis stormwater manual, SQU selection guide. Calculations for the Water Quality treatment rate and selection table have been provided in Appendix D. 8 11/15/21 SECTION II: APPENDIX 9 11/15/21 A. SITE INFORMATION 10 11/15/21 National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 4/19/2021 at 11:56 AM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°8'32"W 39°58'8"N 86°7'54"W 39°57'40"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 11 11/15/21 SITE SOILS MAP NO SCALE 12 11/15/21 B. EXISTING CONDITIONS 13 11/15/21 14 11/15/21 445 CLARK STREETBE WELL FAMILY CARECARMEL, INDIANA- EX2 (317) 251-1738 (FAX) 251-1923INDIANAPOLIS, INDIANA 462206555 CARROLLTON AVENUEwww.rw-engineering.comCIVIL ENGINEERS - LAND SURVEYORS - DEVELOPMENT CONSULTANTSOFF-SITE BASIN1511/15/21 Runoff Curve Coefficient Number Roof Area =0.90 98 Impervious Area = 0.85 98 Greenspace =0.30 80 *Open Space (Good Condition - PROPOSED) Greenspace =0.20 73 **Open Space (Good Condition - EXISTING) Woods =0.25 79 *Woods (Good Condition - PROPOSED) Woods =0.15 69 **Woods (Good Condition - EXISTING) Gravel/Stone =0.85 85 CrA Soil - Type C Soil = 96% Br Soil - Type B soil (existing) and Type D soil (proposed) = 4% Site *Type 'D' Soils - For Proposed Condition **Type 'C' & 'B' Soils - For Existing Condition BASIN (1208) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" - - - - - 0.86 0.80 90 BASIN (1209) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" - - - - - 0.34 0.80 90 BASIN (1209) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" - - - - - 0.34 0.80 90 BASIN (EX1) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 0 16433 2259 18692 0.43 0.19 73 BASIN (EX2) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 0 438 31093 31531 0.72 0.15 69 BASIN (EX3) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2) (ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 0 28731 19122 47854 1.10 0.18 71 16 11/15/21 Time of Concentration WorksheetPROJECT: BE WELL FAMILY CARE Based on TR-55JOB #: BWF.001Typical values for Manning's nTypical values for Manning's nOverland Flow 2 year, 24 hour rainfall =2.64inches Channel Flow short grass 0.150 grass 0.030 dense grass 0.240 concrete 0.015 pavement 0.011 rip-rap 0.035 Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel FlowBasin Length S n T_t Length S n T_t Length SPaved/UnVel. T_t Length a Pw r S n Vel. T_tT_cname (ft) %(min) (ft) %(min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) %(ft/s) (min)(min)120810120910121010EX1 100 3.00 0.15099EX2 100 3.50 0.24013113 2.00 U2.28 113EX3 100 3.00 0.150950 3.00 U2.79 09Page 11711/15/21 C. PROPOSED CONDITIONS 18 11/15/21 19 11/15/21 ROGER WARD ENGINEERING, INC.STORM DRAIN FLOW TABULATION FORM - RATIONAL METHODPROJECT NAMEBE WELL FAMILY CAREPROJECT No. BWF.001COMPUTED BY:RCWSTORM FREQUENCY DESIGN YEAR10CHECKED BY:RCWC A L C U L A T E D D E S I G NLOCATION INLET ACRES COEF.SUM TIME CONC. (min) INT. "Q" = PIPE (full) n =0.013Pipe Pipe Max Q Max V MANHOLEfrom to AREA sub total "C" CA CA inlet drain total "I" CIA size slope vel. length slope full full INV out INV in1110.360.250.091616 4.06 0.72T.C.=842.80111 1100.360.09 16.19 0.12 16.31 4.06 0.36120.01 0.4641 1.684.62 5.88 841.80 841.111100.140.820.1255 6.12 0.72T.C.=844.90110 1090.500.21 16.31 0.61 16.92 4.04 0.84120.06 1.0792 0.311.98 2.52 841.01 840.721090.150.790.1255 6.12 0.71T.C.=844.90109 1070.650.32 16.92 0.63 17.55 3.98 1.28150.04 1.05102 0.263.29 2.68 840.62 840.361080.210.900.1966 5.93 1.14T.C.=845.23108 1070.210.19 5.68 0.16 5.83 5.93 1.14120.10 1.4527 0.402.25 2.87 840.47 840.361070.120.760.0988 5.46 0.52T.C.=851.70107 1050.990.61 17.55 0.35 17.90 3.91 2.38150.14 1.9461 0.303.54 2.88 840.26 840.081060.120.810.1077 5.62 0.54T.C.=844.05106 1050.120.10 6.89 0.52 7.42 5.62 0.54120.02 0.6879 0.311.98 2.52 840.32 840.081050.060.820.0566 5.96 0.29T.C.=851.70105 1041.160.75 17.90 0.16 18.06 3.87 2.92180.08 1.6526 0.204.64 2.62 839.98 839.931040.000.000.0055 6.12 0.00T.C.=849.46104 1031.160.75 18.06 0.13 18.19 3.85 2.90180.08 1.64200.204.64 2.62 839.83 839.791020.310.310.1066 5.72 0.56T.C.=843.00102 10118.19 0.76 18.951.18120.11 1.50115 0.311.98 2.52 837.58 837.221010.000.000.0055 6.12 0.00T.C.=849.20101 10018.95 1.70 20.651.18150.03 0.96254 0.233.06 2.50 837.12836.5412080.860.800.691010 4.96 3.41T.C.=839.481208 1000.860.69 10.00 0.12 10.12 4.96 3.41150.28 2.7837 0.926.18 5.03 836.77 836.4410010-YEAR DISCHARGE = 1.18 CFS IS ADDED TO EACH INLET FLOW1.18T.C.=840.50100 12090.860.69 20.65 0.07 20.72 3.60 3.66150.32 2.9822 0.926.21 5.06 836.44 836.2312090.340.800.271010 4.96 1.35T.C.=839.441209 12101.200.96 20.72 0.11 20.83 3.60 4.63150.51 3.7829 0.655.21 4.24 836.02 835.8312100.340.800.271010 4.96 1.35T.C.=839.101210 12111.541.23 20.83 0.32 21.15 3.59 5.60150.75 4.56141 1.989.09 7.40 835.79 833.0010-YR POND w/ 6" ORIFICE = 1.18 CFS10-YR POND w/ 6" ORIFICE = 1.18 CFS11/15/21Page 12011/15/21 Runoff Curve Coefficient Number Roof Area = 0.90 98 Impervious Area = 0.85 98 Greenspace = 0.30 80 *Open Space (Good Condition - PROPOSED) Greenspace = 0.20 73 **Open Space (Good Condition - EXISTING) Woods = 0.25 79 *Woods (Good Condition - PROPOSED) Woods = 0.15 69 **Woods (Good Condition - EXISTING) Gravel/Stone = 0.85 85 CrA Soil - Type C Soil = 96% Br Soil - Type B soil (existing) and Type D soil (proposed) = 4% Site *Type 'D' Soils - For Proposed Condition **Type 'C' & 'B' Soils - For Existing Condition BASIN (110) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 5912 327 0 6239 0.14 0.82 97 BASIN (109) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 5686 698 0 6383 0.15 0.79 96 BASIN (108) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 9276 0 0 0 9276 0.21 0.90 98 BASIN (107) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 4547 857 0 5404 0.12 0.76 95 BASIN (106) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 4745 419 0 5164 0.12 0.81 97 BASIN (105) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 2442 150 0 2593 0.06 0.82 97 BASIN (102) Roof Area Impervious Area Greenspace Stone Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 350 13333 0 13683 0.31 0.31 80 BASIN (111) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 0 0 15646 15646 0.36 0.25 79 BASIN (D1) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 1165 2085 2450 5700 0.13 0.39 83 21 11/15/21 Runoff Curve Coefficient Number Roof Area = 0.90 98 Impervious Area = 0.85 98 Greenspace = 0.30 80 *Open Space (Good Condition - PROPOSED) Greenspace = 0.20 73 **Open Space (Good Condition - EXISTING) Woods = 0.25 79 *Woods (Good Condition - PROPOSED) Woods = 0.15 69 **Woods (Good Condition - EXISTING) Gravel/Stone = 0.85 85 CrA Soil - Type C Soil = 96% Br Soil - Type B soil (existing) and Type D soil (proposed) = 4% Site *Type 'D' Soils - For Proposed Condition **Type 'C' & 'B' Soils - For Existing Condition BASIN (D2) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 0 0 25973 25973 0.60 0.25 79 BASIN (D3) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 0 1676 0 1676 0.04 0.30 80 OVERALL ON-SITE Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 9276 24847 19544 44069 97737 2.24 0.47 86 % ROOF & IMP. = 35% OVERALL POND (overall captured area going to pond) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 9276 23682 15783 15646 64387 1.48 0.45 89 OVERALL SITE DRAINING NORTH (with soil classification increase) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 1165 2085 28423 31674 0.73 0.28 80 OVERALL SITE DRAINING SOUTH (with soil classification increase) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 9276 23682 17459 15646 66063 1.52 0.57 89 OVERALL SITE DRAINING NORTH (without soil classification increase) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 0 1165 2085 28423 31674 0.73 0.18 70 OVERALL SITE DRAINING SOUTH (without soil classification increase) Roof Area Impervious Area Greenspace Woods Total Total Composite Composite (ft^2)(ft^2) (ft^2) (ft^2) (ft^2) (Acres) "C" "CN" 9276 23682 17459 15646 66063 1.52 0.52 85 22 11/15/21 Time of Concentration WorksheetPROJECT: BE WELL FAMILY CARE Based on TR-55JOB #: BWF.001Typical values for Manning's nTypical values for Manning's nOverland Flow2 year, 24 hour rainfall =2.64inchesChannel Flow short grass0.150 grass0.030 dense grass0.240 concrete0.015 pavement0.011 rip-rap0.035 Overland flowseg. 1 Overland flowseg. 2 Shallow Concentrated Flow Channel FlowBasin Length S n T_t Length S n T_t Length SPaved/UnVel. T_t Length a Pw r S n Vel. T_tT_cname (ft) %(min) (ft) %(min) (ft) % (P or U) (ft/s) (min) (ft) (s.f.) (ft) (ft) %(ft/s) (min)(min)110 16 2.00 0.240412 1.00 0.011052 1.00 P2.03 05109 8 2.00 0.240235 1.00 0.011152 1.00 P2.03 05108 108 2.00 0.0111240 0.20 1.570.120.50 0.0130.94 46107 32 1.50 0.240720 1.00 0.01108106 22 1.00 0.240613 1.00 0.011065 2.00 P2.87 07105 17 1.00 0.240514 1.00 0.011022 1.00 P2.03 06102 18 2.00 0.2404240 1.00 U1.61 26111 100 2.00 0.2401666 2.00 U2.28 016D1 25 1.00 0.24077D2 100 3.50 0.24013113 2.00 U2.28 113D3 20 10.00 0.24025Page 12311/15/21 Inlet Capacity Calculations - Sag Inlet SINGLE INLET 105 Inlet Type = Neenah R-3405 A = 1.50 ft - Assuming 50% Clogged = 0.75 ft P = 7.90 ft - Assuming 50% Clogged = 3.95 ft Q = 0.49 cfs - Allowable Flow to Controlling Inlet SINGLE INLET SINGLE INLET Orifice Flow Weir Flow Q = 4.89 * A * (d)^0.5 Q = 3.0 * P * (d)^1.5 Q = Flow in cfs Q = Flow in cfs A = Open area of inlet in ft^2 P = Wetted perimeter of inlet in ft d = Depth of water above inlet in inches d = Depth of water above inlet in inches d = 0.02 ft.d = 0.12 ft. SINGLE INLET 106 Inlet Type = Neenah R-3405 A = 1.50 ft - Assuming 50% Clogged = 0.75 ft P = 7.90 ft - Assuming 50% Clogged = 3.95 ft Q = 0.35 cfs - Allowable Flow to Controlling Inlet SINGLE INLET SINGLE INLET Orifice Flow Weir Flow Q = 4.89 * A * (d)^0.5 Q = 3.0 * P * (d)^1.5 Q = Flow in cfs Q = Flow in cfs A = Open area of inlet in ft^2 P = Wetted perimeter of inlet in ft d = Depth of water above inlet in inches d = Depth of water above inlet in inches d = 0.01 ft.d = 0.10 ft. 24 11/15/21 Inlet Capacity Calculations - Sag Inlet SINGLE INLET 107 Inlet Type = Neenah R-3405 A = 1.50 ft - Assuming 50% Clogged = 0.75 ft P = 7.90 ft - Assuming 50% Clogged = 3.95 ft Q = 0.65 cfs - Allowable Flow to Controlling Inlet SINGLE INLET SINGLE INLET Orifice Flow Weir Flow Q = 4.89 * A * (d)^0.5 Q = 3.0 * P * (d)^1.5 Q = Flow in cfs Q = Flow in cfs A = Open area of inlet in ft^2 P = Wetted perimeter of inlet in ft d = Depth of water above inlet in inches d = Depth of water above inlet in inches d = 0.03 ft.d = 0.14 ft. SINGLE INLET 109 Inlet Type = Neenah R-3405 A = 1.50 ft - Assuming 50% Clogged = 0.75 ft P = 7.90 ft - Assuming 50% Clogged = 3.95 ft Q = 0.82 cfs - Allowable Flow to Controlling Inlet SINGLE INLET SINGLE INLET Orifice Flow Weir Flow Q = 4.89 * A * (d)^0.5 Q = 3.0 * P * (d)^1.5 Q = Flow in cfs Q = Flow in cfs A = Open area of inlet in ft^2 P = Wetted perimeter of inlet in ft d = Depth of water above inlet in inches d = Depth of water above inlet in inches d = 0.05 ft.d = 0.17 ft. 25 11/15/21 Inlet Capacity Calculations - Sag Inlet SINGLE INLET 110 Inlet Type = Neenah R-3405 A = 1.50 ft - Assuming 50% Clogged = 0.75 ft P = 7.90 ft - Assuming 50% Clogged = 3.95 ft Q = 0.79 cfs - Allowable Flow to Controlling Inlet SINGLE INLET SINGLE INLET Orifice Flow Weir Flow Q = 4.89 * A * (d)^0.5 Q = 3.0 * P * (d)^1.5 Q = Flow in cfs Q = Flow in cfs A = Open area of inlet in ft^2 P = Wetted perimeter of inlet in ft d = Depth of water above inlet in inches d = Depth of water above inlet in inches d = 0.05 ft.d = 0.16 ft. 26 11/15/21 ICPR OUTPUTS EXISTING BASINS MAX FLOW 2-YR 24HR BASINS MAX FLOW 27 11/15/21 10-YR 24HR BASINS MAX FLOW 100-YR 24HR BASINS MAX FLOW 28 11/15/21 DIRECT DISCHARGE BASINS MAX FLOW PROPOSED OUTLET MAX 29 11/15/21 INLET MAXIMUMS 10-YR 24HR (HGL) INLET MAXIMUMS 100-YR 24HR (HGL) WITH 5.5" ORIFICE FOR ON-SITE CONDITIONS WITH 5.5" ORIFICE FOR ON-SITE CONDITIONS 30 11/15/21 INLET MAXIMUMS 10-YR 24HR (HGL) INLET MAXIMUMS 100-YR 24HR (HGL) WITH 6" ORIFICE FOR DOWNSTREAM ANALYSIS WITH 6" ORIFICE FOR DOWNSTREAM ANALYSIS 31 11/15/21 OVERFLOW WEIRS - PINLETS CLOGGED - FLOOD ROUTINGG EMERGENCY POND OVERFLOW WEIR 32 11/15/21 D. STORMWATER QUALITY DATA 33 11/15/21 06/28/07 Exhibit 701-1: Curve Number Calculation for Water Quality Storm Event Water Quality Curve Number7072747678808284868890929496981000 102030405060708090100Percent ImperviousnessWater Quality Curve Number (CNwq)34 11/15/21 06/28/07 Exhibit 701-1: Curve Number Calculation for Water Quality Storm Event Water Quality Curve Number7072747678808284868890929496981000 102030405060708090100Percent ImperviousnessWater Quality Curve Number (CNwq)35 11/15/21 36 11/15/21 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 3 04/27/2021 Version 19 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 2-4 0.62 2.57 6 3-6 1.4 5.80 6 3-8 1.87 7.75 6 4-8 2.49 10.31 6 5-10 3.89 16.11 6 6-12 5.6 23.19 6 6-13.75 6.42 26.59 6 7-14 7.62 31.56 6 7-15 8.17 33.84 6 8-14 8.71 36.08 6 8-16 9.96 41.25 6 9-18 12.6 52.19 6 10-17 13.22 54.76 6 10-20 15.56 64.45 6 12-21 19.6 81.18 6 Oldcastle NSBB-HVT 12-24 22.4 92.78 6 AS-2 0.36 0.73 7 AS-3 0.71 1.44 7 AS-4 1.18 2.39 7 AS-5 1.46 2.96 7 AS-6 2.11 4.28 7 AS-7 2.87 5.82 7 AS-8 3.74 7.59 7 AS-9 4.73 9.59 7 AS-10 5.84 11.84 7 AS-11 7.07 14.34 7 AS-12 8.42 17.08 7 AquaShield Aqua Swirl Concentrator AS-13 9.87 20.02 7 S3 0.70 1.40 10 S4 1.25 2.50 10 S5 1.95 3.90 10 S6 2.80 5.60 10 S8 5.00 10.00 10 ADS Barracuda S10 7.80 15.60 10 2-4 0.70 1.53 6 2.5-5 1.10 2.40 6 3-6 1.59 3.47 6 4-6 2.11 4.60 6 4-8 2.82 6.15 6 5-10 4.40 9.60 6 BioClean Debris Separating Baffle Box (DSBB) 6-12 6.34 13.83 6 AS-3 TREATS > 0.40 CFS AND ALLOWS 18" PIPE 37 11/15/21 E. ICPR MODEL 38 11/15/21 A:1209 U:1209 A:1208 U:1208 A:110 U:110 A:101 A:109 U:109 A:105 U:105 A:106 U:106 A:100 A:107 U:107 A:POND U:102 T:BDRY A:1210 A:108 U:108 P:1208-100 P:110-109 P:109-107 D:OUTLET P:1210-BDRY P:1209-1210 P:108-107 P:107-105 P:106-105 P:105-POND P:101-100 P:100-1209 A:111 U:111 39 11/15/21 ICPR INPUT DATA W/ 6” ORIFICE 40 11/15/21 ========================================================================================== ==== Basins ============================================================================== ==========================================================================================          Name: 1.25xOVERALL             Node: POND OVERFLOW          Status: Onsite                  Group: BASE                     Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 18.00                          Area(ac): 1.85                    Time Shift(hrs): 0.00                       Curve Number: 80.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 102                      Node: POND                   Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 6.00                           Area(ac): 0.31                    Time Shift(hrs): 0.00                       Curve Number: 80.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 105                      Node: 105                    Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 6.00                           Area(ac): 0.06                    Time Shift(hrs): 0.00                       Curve Number: 97.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 106                      Node: 106                    Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 7.00                           Area(ac): 0.12                    Time Shift(hrs): 0.00                       Curve Number: 97.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 107                      Node: 107                    Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 8.00                           Area(ac): 0.12                    Time Shift(hrs): 0.00            41 11/15/21            Curve Number: 95.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 108                      Node: 108                    Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 6.00                           Area(ac): 0.21                    Time Shift(hrs): 0.00                       Curve Number: 98.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 109                      Node: 109                    Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 5.00                           Area(ac): 0.15                    Time Shift(hrs): 0.00                       Curve Number: 96.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 110                      Node: 110                    Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 5.00                           Area(ac): 0.14                    Time Shift(hrs): 0.00                       Curve Number: 97.00              Max Allowable Q(cfs): 0.00                            DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 111                      Node: 111                    Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 16.00                          Area(ac): 0.36                    Time Shift(hrs): 0.00                       Curve Number: 79.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 1208                     Node: 1208                   Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 10.00           42 11/15/21                Area(ac): 1.20                    Time Shift(hrs): 0.00                       Curve Number: 90.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 1209                     Node: 1209                   Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 10.00                          Area(ac): 0.30                    Time Shift(hrs): 0.00                       Curve Number: 90.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: D1                       Node: D1                     Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 7.00                           Area(ac): 0.13                    Time Shift(hrs): 0.00                       Curve Number: 83.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: D2                       Node: D2                     Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 13.00                          Area(ac): 0.60                    Time Shift(hrs): 0.00                       Curve Number: 79.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: D3                       Node: D3                     Status: Onsite                  Group: PROPOSED                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 5.00                           Area(ac): 0.04                    Time Shift(hrs): 0.00                       Curve Number: 80.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: EX1                      Node: EX1                    Status: Onsite                  Group: EXISTING                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00            43 11/15/21     Rainfall Amount(in): 0.00                  Time of Conc(min): 9.00                           Area(ac): 0.43                    Time Shift(hrs): 0.00                       Curve Number: 73.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: EX2                      Node: EX2                    Status: Onsite                  Group: EXISTING                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 13.00                          Area(ac): 0.72                    Time Shift(hrs): 0.00                       Curve Number: 69.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: EX3                      Node: EX3                    Status: Onsite                  Group: EXISTING                 Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 9.00                           Area(ac): 1.10                    Time Shift(hrs): 0.00                       Curve Number: 71.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: OVERALL POND             Node: OVERALL POND           Status: Onsite                  Group: BASE                     Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 18.00                          Area(ac): 1.48                    Time Shift(hrs): 0.00                       Curve Number: 80.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: WQU‐CAPTURED             Node: WQU‐SIZING             Status: Onsite                  Group: WQU                      Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0                     Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 5.00                           Area(ac): 1.48                    Time Shift(hrs): 0.00                       Curve Number: 94.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: WQU‐OVERALL              Node: WQU‐SIZING             Status: Onsite                  Group: WQU                      Type: SCS Unit Hydrograph CN         Unit Hydrograph: Uh484                    Peaking Factor: 484.0           44 11/15/21           Rainfall File:                     Storm Duration(hrs): 0.00                Rainfall Amount(in): 0.00                  Time of Conc(min): 5.00                           Area(ac): 2.25                    Time Shift(hrs): 0.00                       Curve Number: 91.00              Max Allowable Q(cfs): 999999.00                       DCIA(%): 0.00            ========================================================================================== ==== Nodes =============================================================================== ==========================================================================================       Name: 100                 Base Flow(cfs): 0.00           Init Stage(ft): 836.44          Group: PROPOSED                                           Warn Stage(ft): 840.50           Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          836.44          0.0004          840.50          0.0004 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: 101                 Base Flow(cfs): 0.00           Init Stage(ft): 837.12          Group: PROPOSED                                           Warn Stage(ft): 842.50           Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          837.12          0.0003          842.50          0.0003 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: 105                 Base Flow(cfs): 0.00           Init Stage(ft): 839.98          Group: PROPOSED                                           Warn Stage(ft): 844.80           Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          839.98          0.0006          844.80          0.0006          845.12          0.0300 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: 106                 Base Flow(cfs): 0.00           Init Stage(ft): 840.32          Group: PROPOSED                                           Warn Stage(ft): 844.05           Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          840.32          0.0001          844.05          0.0001          844.11          0.0050 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: 107                 Base Flow(cfs): 0.00           Init Stage(ft): 840.26          Group: PROPOSED                                           Warn Stage(ft): 844.90     45 11/15/21       Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          840.26          0.0004          844.90          0.0004          845.12          0.0300 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: 108                 Base Flow(cfs): 0.00           Init Stage(ft): 840.47          Group: PROPOSED                                           Warn Stage(ft): 845.23           Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          840.47          0.0003          845.23          0.0003 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: 109                 Base Flow(cfs): 0.00           Init Stage(ft): 840.62          Group: PROPOSED                                           Warn Stage(ft): 844.90           Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          840.62          0.0003          844.90          0.0003          845.37          0.0800 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: 110                 Base Flow(cfs): 0.00           Init Stage(ft): 841.01          Group: PROPOSED                                           Warn Stage(ft): 844.90           Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          841.01          0.0001          844.90          0.0001          845.37          0.1000 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: 111                 Base Flow(cfs): 0.00           Init Stage(ft): 841.90          Group: PROPOSED                                           Warn Stage(ft): 844.00           Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          841.90          0.0010          843.00          0.0030          844.00          0.0300 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: 1208                Base Flow(cfs): 0.00           Init Stage(ft): 836.68          Group: PROPOSED                                           Warn Stage(ft): 839.48     46 11/15/21       Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          836.68          0.0003          839.48          0.0003          840.00          0.2000 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: 1209                Base Flow(cfs): 0.00           Init Stage(ft): 836.02          Group: PROPOSED                                           Warn Stage(ft): 839.44           Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          836.02          0.0003          839.44          0.0003          840.00          0.2000 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: 1210                Base Flow(cfs): 0.00           Init Stage(ft): 835.79          Group: PROPOSED                                           Warn Stage(ft): 839.10           Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          835.79          0.0003          839.10          0.0003          840.00          0.2000 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: BDRY                Base Flow(cfs): 0.00           Init Stage(ft): 832.60          Group: PROPOSED                                           Warn Stage(ft): 839.50           Type: Time/Stage                                               Time(hrs)       Stage(ft) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐            0.00          832.60           24.00          832.60 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: BDRY OVERFLOW       Base Flow(cfs): 0.00           Init Stage(ft): 832.60          Group: BASE                                               Warn Stage(ft): 833.00           Type: Time/Stage                                         8       Time(hrs)       Stage(ft) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐            0.00          842.00           24.00          842.00 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: POND                Base Flow(cfs): 0.00           Init Stage(ft): 839.18          Group: PROPOSED                                           Warn Stage(ft): 843.00           Type: Stage/Area                                         47 11/15/21       Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          839.18          0.0000          840.00          0.0210          841.00          0.0410          842.00          0.0690          843.00          0.1000          843.50          0.1500 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐       Name: POND OVERFLOW       Base Flow(cfs): 0.00           Init Stage(ft): 839.18          Group: BASE                                               Warn Stage(ft): 843.00           Type: Stage/Area                                               Stage(ft)        Area(ac) ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          839.18          0.0000          840.00          0.0210          841.00          0.0410          842.00          0.0690          843.00          0.1000          843.50          0.1500 ========================================================================================== ==== Cross Sections ====================================================================== ==========================================================================================               Name:                              Group: BASE                  Encroachment: No                  Station(ft)   Elevation(ft)     Manning's N ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ========================================================================================== ==== Pipes =============================================================================== ==========================================================================================          Name: 100‐1209            From Node: 100                Length(ft): 22.00                   Group: PROPOSED              To Node: 1209                    Count: 1                                                                         Friction Equation: Average Conveyance                UPSTREAM       DOWNSTREAM                 Solution Algorithm: Automatic      Geometry: Circular       Circular                                 Flow: None      Span(in): 15.00          15.00                      Entrance Loss Coef: 0.00      Rise(in): 15.00          15.00                          Exit Loss Coef: 1.00    Invert(ft): 836.44         836.23                         Bend Loss Coef: 0.00   Manning's N: 0.013000       0.013000                     Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.00           0.00                          Inlet Ctrl Spec: Use dc  Bot Clip(in): 0.00           0.00                        Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 48 11/15/21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 101‐100             From Node: 101 Length(ft): 254.00 Group: PROPOSED              To Node: 100 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic      Geometry: Circular Circular Flow: None      Span(in): 15.00 15.00 Entrance Loss Coef: 0.00      Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 836.54 Bend Loss Coef: 0.00 0.013000 Outlet Ctrl Spec: Use dc or tw 0.00 Inlet Ctrl Spec: Use dc Invert(ft): 837.12   Manning's N: 0.013000  Top Clip(in): 0.00  Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 105‐POND            From Node: 105 Length(ft): 46.00 Group: PROPOSED              To Node: POND Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic      Geometry: Circular Circular Flow: None      Span(in): 18.00 18.00 Entrance Loss Coef: 0.00      Rise(in): 18.00 18.00 Exit Loss Coef: 1.00    Invert(ft): 839.98 839.89 Bend Loss Coef: 0.00   Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc  Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 106‐105             From Node: 106 Length(ft): 79.00 Group: PROPOSED              To Node: 105 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic      Geometry: Circular Circular Flow: None      Span(in): 12.00 12.00 Entrance Loss Coef: 0.00      Rise(in): 12.00 12.00 Exit Loss Coef: 1.00    Invert(ft): 840.32 840.08 Bend Loss Coef: 0.00   Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc  Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: 49 11/15/21 Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 107‐105             From Node: 107 Length(ft): 61.00 Group: PROPOSED              To Node: 105 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic      Geometry: Circular Circular Flow: None      Span(in): 15.00 15.00 Entrance Loss Coef: 0.00      Rise(in): 15.00 15.00 Exit Loss Coef: 1.00    Invert(ft): 840.26 840.08 Bend Loss Coef: 0.00   Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc  Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 108‐107             From Node: 108 Length(ft): 27.00 Group: PROPOSED              To Node: 107 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic      Geometry: Circular Circular Flow: None      Span(in): 12.00 12.00 Entrance Loss Coef: 0.00      Rise(in): 12.00 12.00 Exit Loss Coef: 1.00    Invert(ft): 840.47 840.36 Bend Loss Coef: 0.00   Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc  Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 109‐107             From Node: 109 Length(ft): 102.00 Group: PROPOSED              To Node: 107 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic      Geometry: Circular Circular Flow: None      Span(in): 15.00 15.00 Entrance Loss Coef: 0.00      Rise(in): 15.00 15.00 Exit Loss Coef: 1.00    Invert(ft): 840.62 840.36 Bend Loss Coef: 0.00   Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dn 50 11/15/21  Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 110‐109             From Node: 110 Length(ft): 92.00 Group: PROPOSED              To Node: 109 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic      Geometry: Circular Circular Flow: None      Span(in): 12.00 12.00 Entrance Loss Coef: 0.00      Rise(in): 12.00 12.00 Exit Loss Coef: 1.00    Invert(ft): 841.01 840.72 Bend Loss Coef: 0.00   Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dn  Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 111‐110             From Node: 111 Length(ft): 41.00 Group: PROPOSED              To Node: 110 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic      Geometry: Circular Circular Flow: None      Span(in): 12.00 12.00 Entrance Loss Coef: 0.00      Rise(in): 12.00 12.00 Exit Loss Coef: 1.00    Invert(ft): 841.80 841.11 Bend Loss Coef: 0.00   Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc  Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 1208‐100            From Node: 1208 Length(ft): 36.00 Group: PROPOSED              To Node: 100 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic      Geometry: Circular Circular Flow: None 51 11/15/21      Span(in): 15.00 15.00 Entrance Loss Coef: 0.00      Rise(in): 15.00 15.00 Exit Loss Coef: 1.00    Invert(ft): 836.77 836.44 Bend Loss Coef: 0.00   Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc  Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 1209‐1210           From Node: 1209 Length(ft): 29.00 Group: PROPOSED              To Node: 1210 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic      Geometry: Circular Circular Flow: None      Span(in): 15.00 12.00 Entrance Loss Coef: 0.00      Rise(in): 15.00 12.00 Exit Loss Coef: 1.00    Invert(ft): 836.02 835.83 Bend Loss Coef: 0.00   Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc  Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ Name: 1210‐BDRY           From Node: 1210 Group: PROPOSED              To Node: BDRY Length(ft): 141.00 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic      Geometry: Circular Circular Flow: None      Span(in): 15.00 15.00 Entrance Loss Coef: 0.00      Rise(in): 15.00 15.00 Exit Loss Coef: 1.00    Invert(ft): 835.79 833.00 Bend Loss Coef: 0.00   Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc  Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ========================================================================================== 52 11/15/21 ==== Drop Structures ===================================================================== ==========================================================================================          Name: OUTLET              From Node: POND               Length(ft): 115.00                  Group: PROPOSED              To Node: 101                     Count: 1                              UPSTREAM       DOWNSTREAM                  Friction Equation: Average Conveyance      Geometry: Circular       Circular                   Solution Algorithm: Automatic      Span(in): 12.00          12.00                                    Flow: None      Rise(in): 12.00          12.00                      Entrance Loss Coef: 0.000    Invert(ft): 837.580        837.220                        Exit Loss Coef: 1.000   Manning's N: 0.013000       0.013000                     Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.000          0.000                         Inlet Ctrl Spec: Use dc  Bot Clip(in): 0.000          0.000                           Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure OUTLET ***                                                                                   TABLE                   Count: 1                       Bottom Clip(in): 0.000                                              Type: Vertical: Mavis            Top Clip(in): 0.000                                              Flow: Both                     Weir Disc Coef: 3.200                                          Geometry: Circular              Orifice Disc Coef: 0.600                                          Span(in): 6.00                         Invert(ft): 839.180                        Rise(in): 6.00                   Control Elev(ft): 839.180         *** Weir 2 of 2 for Drop Structure OUTLET ***                                                                                   TABLE                   Count: 1                       Bottom Clip(in): 0.000                                              Type: Horizontal                 Top Clip(in): 0.000                                              Flow: Both                     Weir Disc Coef: 3.200                                          Geometry: Circular              Orifice Disc Coef: 0.600                                          Span(in): 24.00                        Invert(ft): 843.000                        Rise(in): 24.00                  Control Elev(ft): 843.000         ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: OUTLET OVERFLOW     From Node: POND OVERFLOW      Length(ft): 211.00                  Group: BASE                  To Node: BDRY OVERFLOW           Count: 1                              UPSTREAM       DOWNSTREAM                  Friction Equation: Average Conveyance      Geometry: Circular       Circular                   Solution Algorithm: Automatic      Span(in): 12.00          12.00                                    Flow: None      Rise(in): 12.00          12.00                      Entrance Loss Coef: 0.000    Invert(ft): 837.870        837.220                        Exit Loss Coef: 1.000   Manning's N: 0.013000       0.013000                     Outlet Ctrl Spec: Use dc or tw  Top Clip(in): 0.000          0.000                         Inlet Ctrl Spec: Use dc  Bot Clip(in): 0.000          0.000                           Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall 53 11/15/21 *** Weir 1 of 2 for Drop Structure OUTLET OVERFLOW ***                                                                                   TABLE                   Count: 1                       Bottom Clip(in): 0.000                                              Type: Vertical: Mavis            Top Clip(in): 0.000                                              Flow: Both                     Weir Disc Coef: 3.200                                          Geometry: Circular              Orifice Disc Coef: 0.600                                          Span(in): 6.00                         Invert(ft): 839.470                        Rise(in): 6.00                   Control Elev(ft): 839.470         *** Weir 2 of 2 for Drop Structure OUTLET OVERFLOW ***                                                                                   TABLE                   Count: 1                       Bottom Clip(in): 0.000                                              Type: Horizontal                 Top Clip(in): 0.000                                              Flow: Both                     Weir Disc Coef: 3.200                                          Geometry: Circular              Orifice Disc Coef: 0.600                                          Span(in): 24.00                        Invert(ft): 843.000                        Rise(in): 24.00                  Control Elev(ft): 843.000         ========================================================================================== ==== Weirs =============================================================================== ==========================================================================================          Name: OVERFLOW WEIR       From Node: POND OVERFLOW           Group: BASE                  To Node: BDRY OVERFLOW            Flow: Both                    Count: 1                        Type: Vertical: Mavis      Geometry: Trapezoidal                 Bottom Width(ft): 6.00         Left Side Slope(h/v): 3.00        Right Side Slope(h/v): 3.00                   Invert(ft): 842.300        Control Elevation(ft): 842.300       Struct Opening Dim(ft): 9999.00                                               TABLE              Bottom Clip(ft): 0.000                            Top Clip(ft): 0.000                     Weir Discharge Coef: 3.200                  Orifice Discharge Coef: 0.600            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: WEIR‐105‐106        From Node: 105                     Group: PROPOSED              To Node: 106                      Flow: Both                    Count: 1                        Type: Vertical: Mavis      Geometry: Trapezoidal                 Bottom Width(ft): 0.00         Left Side Slope(h/v): 60.00        Right Side Slope(h/v): 100.00                   Invert(ft): 845.220        Control Elevation(ft): 845.220       Struct Opening Dim(ft): 9999.00                                               TABLE              Bottom Clip(ft): 0.000                            Top Clip(ft): 0.000                     Weir Discharge Coef: 3.200                  Orifice Discharge Coef: 0.600            54 11/15/21 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: WEIR‐106‐BDRY       From Node: 106                     Group: PROPOSED              To Node: BDRY                     Flow: Both                    Count: 1                        Type: Vertical: Mavis      Geometry: Trapezoidal                 Bottom Width(ft): 0.00         Left Side Slope(h/v): 100.00        Right Side Slope(h/v): 100.00                   Invert(ft): 844.110        Control Elevation(ft): 844.110       Struct Opening Dim(ft): 9999.00                                               TABLE              Bottom Clip(ft): 0.000                            Top Clip(ft): 0.000                     Weir Discharge Coef: 3.200                  Orifice Discharge Coef: 0.600            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: WEIR‐107‐105        From Node: 107                     Group: PROPOSED              To Node: 105                      Flow: Both                    Count: 1                        Type: Vertical: Mavis      Geometry: Trapezoidal                 Bottom Width(ft): 0.00         Left Side Slope(h/v): 100.00        Right Side Slope(h/v): 100.00                   Invert(ft): 845.120        Control Elevation(ft): 845.120       Struct Opening Dim(ft): 9999.00                                               TABLE              Bottom Clip(ft): 0.000                            Top Clip(ft): 0.000                     Weir Discharge Coef: 3.200                  Orifice Discharge Coef: 0.600            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: WEIR‐109‐106        From Node: 109                     Group: PROPOSED              To Node: 106                      Flow: Both                    Count: 1                        Type: Vertical: Mavis      Geometry: Trapezoidal                 Bottom Width(ft): 0.00         Left Side Slope(h/v): 100.00        Right Side Slope(h/v): 100.00                   Invert(ft): 845.370        Control Elevation(ft): 845.370       Struct Opening Dim(ft): 9999.00                                               TABLE              Bottom Clip(ft): 0.000                            Top Clip(ft): 0.000                     Weir Discharge Coef: 3.200                  Orifice Discharge Coef: 0.600            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: WEIR‐110‐109        From Node: 110                     Group: PROPOSED              To Node: 109             55 11/15/21          Flow: Both                    Count: 1                        Type: Vertical: Mavis      Geometry: Trapezoidal                 Bottom Width(ft): 0.00         Left Side Slope(h/v): 100.00        Right Side Slope(h/v): 100.00                   Invert(ft): 845.370        Control Elevation(ft): 845.370       Struct Opening Dim(ft): 9999.00                                               TABLE              Bottom Clip(ft): 0.000                            Top Clip(ft): 0.000                     Weir Discharge Coef: 3.200                  Orifice Discharge Coef: 0.600            ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: WEIR‐111‐BDRY       From Node: 111                     Group: PROPOSED              To Node: BDRY                     Flow: Both                    Count: 1                        Type: Vertical: Mavis      Geometry: Rectangular                         Span(in): 120.00                     Rise(in): 6.00                   Invert(ft): 844.000        Control Elevation(ft): 844.000                                               TABLE              Bottom Clip(in): 0.000                            Top Clip(in): 0.000                     Weir Discharge Coef: 3.200                  Orifice Discharge Coef: 0.600            ========================================================================================== ==== Percolation Links =================================================================== ==========================================================================================          Name:                     From Node:                          Flow: Both                    Group: BASE                  To Node:                         Count: 1                        Surface Area Option: Use 1st Point in Stage/Area Table           Vertical Flow Termination: Horizontal Flow Algorithm                       Aquifer Base Elev(ft): 0.000                         Perimeter 1(ft): 0.000                   Water Table Elev(ft): 0.000                         Perimeter 2(ft): 0.000            *****************************0.000                         Perimeter 3(ft): 0.000             Horiz Conductivity(ft/day): 0.000                     Distance 1 to 2(ft): 0.000              Vert Conductivity(ft/day): 0.000                     Distance 2 to 3(ft): 0.000                Effective Porosity(dec): 0.000                        Num Cells 1 to 2: 0                           Suction Head(in): 0.000                        Num Cells 2 to 3: 0                        Layer Thickness(ft): 0.000           ========================================================================================== ==== Hydrology Simulations =============================================================== ==========================================================================================          Name: 100YR‐24HR           Filename: S:\jobs\BWF\001\icpr\100YR‐24HR.R32                                                                                                                                                                                                                             56 11/15/21       Override Defaults: Yes                 Storm Duration(hrs): 24.00                     Rainfall File: NRCS‐TYPE‐II        Rainfall Amount(in): 6.46            Time(hrs)       Print Inc(min)  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 48.000          10.00           ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 10YR‐24HR            Filename: S:\jobs\BWF\001\icpr\10YR‐24HR.R32                                                                                                                                                                                                                                    Override Defaults: Yes                 Storm Duration(hrs): 24.00                     Rainfall File: NRCS‐TYPE‐II        Rainfall Amount(in): 3.83            Time(hrs)       Print Inc(min)  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 48.000          10.00           ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 2YR‐24HR             Filename: S:\jobs\BWF\001\icpr\2YR‐24HR.R32                                                                                                                                                                                                                                     Override Defaults: Yes                 Storm Duration(hrs): 24.00                     Rainfall File: NRCS‐TYPE‐II        Rainfall Amount(in): 2.66            Time(hrs)       Print Inc(min)  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 48.000          10.00           ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: WQU‐24HR             Filename: S:\jobs\BWF\001\icpr\WQU‐24HR.R32                                                                                                                                                                                                                                     Override Defaults: Yes                 Storm Duration(hrs): 24.00                     Rainfall File: NRCS‐TYPE‐II        Rainfall Amount(in): 1.00            Time(hrs)       Print Inc(min)  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 48.000          10.00           ========================================================================================== ==== Routing Simulations ================================================================= ==========================================================================================          Name: 100YR‐24HR          Hydrology Sim: 100YR‐24HR           Filename: S:\jobs\BWF\001\icpr\100YR‐24HR.I32                                                                                                                                                                                                                             57 11/15/21       Execute: Yes         Restart: No            Patch: No      Alternative: No            Max Delta Z(ft): 1.00                     Delta Z Factor: 0.00500             Time Step Optimizer: 10.00                   Start Time(hrs): 0.00                      End Time(hrs): 48.00                Min Calc Time(sec): 0.5000               Max Calc Time(sec): 60.0000                 Boundary Stages:                          Boundary Flows:                 Time(hrs)       Print Inc(min)  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 48.000          10.000          Group           Run   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐ BASE            Yes   PROPOSED        Yes   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 10YR‐24HR           Hydrology Sim: 10YR‐24HR            Filename: S:\jobs\BWF\001\icpr\10YR‐24HR.I32                                                                                                                                                                                                                                    Execute: No          Restart: No            Patch: No      Alternative: No            Max Delta Z(ft): 1.00                     Delta Z Factor: 0.00500             Time Step Optimizer: 10.00                   Start Time(hrs): 0.00                      End Time(hrs): 48.00                Min Calc Time(sec): 0.5000               Max Calc Time(sec): 60.0000                 Boundary Stages:                          Boundary Flows:                 Time(hrs)       Print Inc(min)  ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 48.000          10.000          Group           Run   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ ‐‐‐‐‐ BASE            Yes   PROPOSED        Yes   ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐          Name: 2YR‐24HR            Hydrology Sim: 2YR‐24HR             Filename: S:\jobs\BWF\001\icpr\2YR‐24HR.I32                                                                                                                                                                                                                                     Execute: No          Restart: No            Patch: No      Alternative: No            Max Delta Z(ft): 1.00                     Delta Z Factor: 0.00500             Time Step Optimizer: 10.00                   Start Time(hrs): 0.00                      End Time(hrs): 48.00                Min Calc Time(sec): 0.5000               Max Calc Time(sec): 60.0000                 Boundary Stages:                          Boundary Flows:                 58 11/15/21 ICPR INPUT DATA W/ 5.5” ORIFICE 59 11/15/21 INPUT DATA WITH 5.5" ORIFICE ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: 1.25xOVERALL Node: POND OVERFLOW Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 18.00 Area(ac): 1.85 Time Shift(hrs): 0.00 Curve Number: 80.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 102 Node: POND Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 6.00 Area(ac): 0.31 Time Shift(hrs): 0.00 Curve Number: 80.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 105 Node: 105 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 6.00 Area(ac): 0.06 Time Shift(hrs): 0.00 Curve Number: 97.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 106 Node: 106 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 7.00 Area(ac): 0.12 Time Shift(hrs): 0.00 Curve Number: 97.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 107 Node: 107 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 8.00 Area(ac): 0.12 Time Shift(hrs): 0.00 Curve Number: 95.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 108 Node: 108 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 17 60 11/15/21 INPUT DATA WITH 5.5" ORIFICE Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 6.00 Area(ac): 0.21 Time Shift(hrs): 0.00 Curve Number: 98.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 109 Node: 109 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 0.15 Time Shift(hrs): 0.00 Curve Number: 96.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 110 Node: 110 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 0.14 Time Shift(hrs): 0.00 Curve Number: 97.00 Max Allowable Q(cfs): 0.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 111 Node: 111 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 16.00 Area(ac): 0.36 Time Shift(hrs): 0.00 Curve Number: 79.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 1208 Node: 1208 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 10.00 Area(ac): 1.20 Time Shift(hrs): 0.00 Curve Number: 90.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: 1209 Node: 1209 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 10.00 Area(ac): 0.30 Time Shift(hrs): 0.00 Curve Number: 90.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 17 61 11/15/21 INPUT DATA WITH 5.5" ORIFICE ---------------------------------------------------------------------------------------------------- Name: D1 Node: D1 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 7.00 Area(ac): 0.13 Time Shift(hrs): 0.00 Curve Number: 83.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: D2 Node: D2 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 13.00 Area(ac): 0.60 Time Shift(hrs): 0.00 Curve Number: 79.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: D3 Node: D3 Status: Onsite Group: PROPOSED Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 0.04 Time Shift(hrs): 0.00 Curve Number: 80.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EX1 Node: EX1 Status: Onsite Group: EXISTING Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 9.00 Area(ac): 0.43 Time Shift(hrs): 0.00 Curve Number: 73.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EX1-CN=90 Node: EX1-CN=90 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 9.00 Area(ac): 0.43 Time Shift(hrs): 0.00 Curve Number: 90.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EX2 Node: EX2 Status: Onsite Group: EXISTING Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 13.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 17 62 11/15/21 INPUT DATA WITH 5.5" ORIFICE Area(ac): 0.72 Time Shift(hrs): 0.00 Curve Number: 69.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EX2-CN=90 Node: EX2-CN=90 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 13.00 Area(ac): 0.72 Time Shift(hrs): 0.00 Curve Number: 90.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EX3 Node: EX3 Status: Onsite Group: EXISTING Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 9.00 Area(ac): 1.10 Time Shift(hrs): 0.00 Curve Number: 71.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: EX3-CN=84 Node: EX3-CN=84 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 9.00 Area(ac): 1.10 Time Shift(hrs): 0.00 Curve Number: 84.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: OVERALL POND Node: OVERALL POND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 18.00 Area(ac): 1.48 Time Shift(hrs): 0.00 Curve Number: 80.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: WQU-CAPTURED Node: WQU-SIZING Status: Onsite Group: WQU Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 1.48 Time Shift(hrs): 0.00 Curve Number: 94.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: WQU-OVERALL Node: WQU-SIZING Status: Onsite Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 17 63 11/15/21 INPUT DATA WITH 5.5" ORIFICE Group: WQU Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.00 Time of Conc(min): 5.00 Area(ac): 2.25 Time Shift(hrs): 0.00 Curve Number: 91.00 Max Allowable Q(cfs): 999999.00 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: 100 Base Flow(cfs): 0.00 Init Stage(ft): 836.44 Group: PROPOSED Warn Stage(ft): 840.50 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 836.44 0.0004 840.50 0.0004 ------------------------------------------------------------------------------------------ Name: 101 Base Flow(cfs): 0.00 Init Stage(ft): 837.12 Group: PROPOSED Warn Stage(ft): 842.50 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 837.12 0.0003 842.50 0.0003 ------------------------------------------------------------------------------------------ Name: 105 Base Flow(cfs): 0.00 Init Stage(ft): 839.98 Group: PROPOSED Warn Stage(ft): 844.80 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 839.98 0.0006 844.80 0.0006 845.12 0.0300 ------------------------------------------------------------------------------------------ Name: 106 Base Flow(cfs): 0.00 Init Stage(ft): 840.32 Group: PROPOSED Warn Stage(ft): 844.05 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 840.32 0.0001 844.05 0.0001 844.11 0.0050 ------------------------------------------------------------------------------------------ Name: 107 Base Flow(cfs): 0.00 Init Stage(ft): 840.26 Group: PROPOSED Warn Stage(ft): 844.90 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 17 64 11/15/21 INPUT DATA WITH 5.5" ORIFICE 840.26 0.0004 844.90 0.0004 845.12 0.0300 ------------------------------------------------------------------------------------------ Name: 108 Base Flow(cfs): 0.00 Init Stage(ft): 840.47 Group: PROPOSED Warn Stage(ft): 845.23 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 840.47 0.0003 845.23 0.0003 ------------------------------------------------------------------------------------------ Name: 109 Base Flow(cfs): 0.00 Init Stage(ft): 840.62 Group: PROPOSED Warn Stage(ft): 844.90 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 840.62 0.0003 844.90 0.0003 845.37 0.0800 ------------------------------------------------------------------------------------------ Name: 110 Base Flow(cfs): 0.00 Init Stage(ft): 841.01 Group: PROPOSED Warn Stage(ft): 844.90 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 841.01 0.0001 844.90 0.0001 845.37 0.1000 ------------------------------------------------------------------------------------------ Name: 111 Base Flow(cfs): 0.00 Init Stage(ft): 841.90 Group: PROPOSED Warn Stage(ft): 844.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 841.90 0.0010 843.00 0.0030 844.00 0.0300 ------------------------------------------------------------------------------------------ Name: 1208 Base Flow(cfs): 0.00 Init Stage(ft): 836.68 Group: PROPOSED Warn Stage(ft): 839.48 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 836.68 0.0003 839.48 0.0003 840.00 0.2000 ------------------------------------------------------------------------------------------ Name: 1209 Base Flow(cfs): 0.00 Init Stage(ft): 836.02 Group: PROPOSED Warn Stage(ft): 839.44 Type: Stage/Area Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 17 65 11/15/21 INPUT DATA WITH 5.5" ORIFICE Stage(ft) Area(ac) --------------- --------------- 836.02 0.0003 839.44 0.0003 840.00 0.2000 ------------------------------------------------------------------------------------------ Name: 1210 Base Flow(cfs): 0.00 Init Stage(ft): 835.79 Group: PROPOSED Warn Stage(ft): 839.10 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 835.79 0.0003 839.10 0.0003 840.00 0.2000 ------------------------------------------------------------------------------------------ Name: BDRY Base Flow(cfs): 0.00 Init Stage(ft): 832.60 Group: PROPOSED Warn Stage(ft): 839.50 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 832.60 24.00 832.60 ------------------------------------------------------------------------------------------ Name: BDRY OVERFLOW Base Flow(cfs): 0.00 Init Stage(ft): 832.60 Group: BASE Warn Stage(ft): 833.00 Type: Time/Stage 8 Time(hrs) Stage(ft) --------------- --------------- 0.00 842.00 24.00 842.00 ------------------------------------------------------------------------------------------ Name: POND Base Flow(cfs): 0.00 Init Stage(ft): 839.18 Group: PROPOSED Warn Stage(ft): 843.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 839.18 0.0000 840.00 0.0210 841.00 0.0410 842.00 0.0690 843.00 0.1000 843.50 0.1500 ------------------------------------------------------------------------------------------ Name: POND OVERFLOW Base Flow(cfs): 0.00 Init Stage(ft): 839.18 Group: BASE Warn Stage(ft): 843.00 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 839.18 0.0000 840.00 0.0210 841.00 0.0410 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 7 of 17 66 11/15/21 INPUT DATA WITH 5.5" ORIFICE 842.00 0.0690 843.00 0.1000 843.50 0.1500 ========================================================================================== ==== Cross Sections ====================================================================== ========================================================================================== Name: Group: BASE Encroachment: No Station(ft) Elevation(ft) Manning's N --------------- --------------- --------------- ========================================================================================== ==== Pipes =============================================================================== ========================================================================================== Name: 100-1209 From Node: 100 Length(ft): 22.00 Group: PROPOSED To Node: 1209 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 836.44 836.23 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 101-100 From Node: 101 Length(ft): 254.00 Group: PROPOSED To Node: 100 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 837.12 836.54 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 105-POND From Node: 105 Length(ft): 46.00 Group: PROPOSED To Node: POND Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 18.00 18.00 Entrance Loss Coef: 0.00 Rise(in): 18.00 18.00 Exit Loss Coef: 1.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 8 of 17 67 11/15/21 INPUT DATA WITH 5.5" ORIFICE Invert(ft): 839.98 839.89 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 106-105 From Node: 106 Length(ft): 79.00 Group: PROPOSED To Node: 105 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 840.32 840.08 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 107-105 From Node: 107 Length(ft): 61.00 Group: PROPOSED To Node: 105 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 840.26 840.08 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 108-107 From Node: 108 Length(ft): 27.00 Group: PROPOSED To Node: 107 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 840.47 840.36 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 9 of 17 68 11/15/21 INPUT DATA WITH 5.5" ORIFICE Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 109-107 From Node: 109 Length(ft): 102.00 Group: PROPOSED To Node: 107 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 840.62 840.36 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 110-109 From Node: 110 Length(ft): 92.00 Group: PROPOSED To Node: 109 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 841.01 840.72 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dn Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 111-110 From Node: 111 Length(ft): 41.00 Group: PROPOSED To Node: 110 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 12.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 12.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 841.80 841.11 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 10 of 17 69 11/15/21 INPUT DATA WITH 5.5" ORIFICE Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 1208-100 From Node: 1208 Length(ft): 36.00 Group: PROPOSED To Node: 100 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 836.77 836.44 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 1209-1210 From Node: 1209 Length(ft): 29.00 Group: PROPOSED To Node: 1210 Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 15.00 12.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 12.00 Exit Loss Coef: 1.00 Invert(ft): 836.02 835.83 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall ---------------------------------------------------------------------------------------------------- Name: 1210-BDRY From Node: 1210 Length(ft): 141.00 Group: PROPOSED To Node: BDRY Count: 1 Friction Equation: Average Conveyance UPSTREAM DOWNSTREAM Solution Algorithm: Automatic Geometry: Circular Circular Flow: Both Span(in): 15.00 15.00 Entrance Loss Coef: 0.00 Rise(in): 15.00 15.00 Exit Loss Coef: 1.00 Invert(ft): 835.79 833.00 Bend Loss Coef: 0.00 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.00 0.00 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.00 0.00 Stabilizer Option: None Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 11 of 17 70 11/15/21 INPUT DATA WITH 5.5" ORIFICE ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: OUTLET From Node: POND Length(ft): 115.00 Group: PROPOSED To Node: 101 Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm: Automatic Span(in): 12.00 12.00 Flow: Both Rise(in): 12.00 12.00 Entrance Loss Coef: 0.000 Invert(ft): 837.580 837.220 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure OUTLET *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 5.50 Invert(ft): 839.180 Rise(in): 5.50 Control Elev(ft): 839.180 *** Weir 2 of 2 for Drop Structure OUTLET *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 24.00 Invert(ft): 843.000 Rise(in): 24.00 Control Elev(ft): 843.000 ---------------------------------------------------------------------------------------------------- Name: OUTLET OVERFLOW From Node: POND OVERFLOW Length(ft): 211.00 Group: BASE To Node: BDRY OVERFLOW Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Average Conveyance Geometry: Circular Circular Solution Algorithm: Automatic Span(in): 12.00 12.00 Flow: Both Rise(in): 12.00 12.00 Entrance Loss Coef: 0.000 Invert(ft): 837.870 837.220 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 2 for Drop Structure OUTLET OVERFLOW *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 12 of 17 71 11/15/21 INPUT DATA WITH 5.5" ORIFICE Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 6.00 Invert(ft): 839.470 Rise(in): 6.00 Control Elev(ft): 839.470 *** Weir 2 of 2 for Drop Structure OUTLET OVERFLOW *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 24.00 Invert(ft): 843.000 Rise(in): 24.00 Control Elev(ft): 843.000 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: OVERFLOW WEIR From Node: POND OVERFLOW Group: BASE To Node: BDRY OVERFLOW Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 6.00 Left Side Slope(h/v): 3.00 Right Side Slope(h/v): 3.00 Invert(ft): 842.300 Control Elevation(ft): 842.300 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: WEIR-105-106 From Node: 105 Group: PROPOSED To Node: 106 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 0.00 Left Side Slope(h/v): 60.00 Right Side Slope(h/v): 100.00 Invert(ft): 845.220 Control Elevation(ft): 845.220 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: WEIR-106-BDRY From Node: 106 Group: PROPOSED To Node: BDRY Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 0.00 Left Side Slope(h/v): 100.00 Right Side Slope(h/v): 100.00 Invert(ft): 844.110 Control Elevation(ft): 844.110 Struct Opening Dim(ft): 9999.00 TABLE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 13 of 17 72 11/15/21 INPUT DATA WITH 5.5" ORIFICE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: WEIR-107-105 From Node: 107 Group: PROPOSED To Node: 105 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 0.00 Left Side Slope(h/v): 100.00 Right Side Slope(h/v): 100.00 Invert(ft): 845.120 Control Elevation(ft): 845.120 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: WEIR-109-106 From Node: 109 Group: PROPOSED To Node: 106 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 0.00 Left Side Slope(h/v): 100.00 Right Side Slope(h/v): 100.00 Invert(ft): 845.370 Control Elevation(ft): 845.370 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: WEIR-110-109 From Node: 110 Group: PROPOSED To Node: 109 Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Trapezoidal Bottom Width(ft): 0.00 Left Side Slope(h/v): 100.00 Right Side Slope(h/v): 100.00 Invert(ft): 845.370 Control Elevation(ft): 845.370 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ---------------------------------------------------------------------------------------------------- Name: WEIR-111-BDRY From Node: 111 Group: PROPOSED To Node: BDRY Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 14 of 17 73 11/15/21 INPUT DATA WITH 5.5" ORIFICE Span(in): 120.00 Rise(in): 6.00 Invert(ft): 844.000 Control Elevation(ft): 844.000 TABLE Bottom Clip(in): 0.000 Top Clip(in): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Percolation Links =================================================================== ========================================================================================== Name: From Node: Flow: Both Group: BASE To Node: Count: 1 Surface Area Option: Use 1st Point in Stage/Area Table Vertical Flow Termination: Horizontal Flow Algorithm Aquifer Base Elev(ft): 0.000 Perimeter 1(ft): 0.000 Water Table Elev(ft): 0.000 Perimeter 2(ft): 0.000 *****************************0.000 Perimeter 3(ft): 0.000 Horiz Conductivity(ft/day): 0.000 Distance 1 to 2(ft): 0.000 Vert Conductivity(ft/day): 0.000 Distance 2 to 3(ft): 0.000 Effective Porosity(dec): 0.000 Num Cells 1 to 2: 0 Suction Head(in): 0.000 Num Cells 2 to 3: 0 Layer Thickness(ft): 0.000 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 100YR-24HR Filename: S:\jobs\BWF\001\icpr\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-TYPE-II Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 48.000 10.00 ---------------------------------------------------------------------------------------------------- Name: 10YR-24HR Filename: S:\jobs\BWF\001\icpr\10YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-TYPE-II Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 48.000 10.00 ---------------------------------------------------------------------------------------------------- Name: 2YR-24HR Filename: S:\jobs\BWF\001\icpr\2YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-TYPE-II Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 15 of 17 74 11/15/21 INPUT DATA WITH 5.5" ORIFICE 48.000 10.00 ---------------------------------------------------------------------------------------------------- Name: WQU-24HR Filename: S:\jobs\BWF\001\icpr\WQU-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: NRCS-TYPE-II Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 48.000 10.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: S:\jobs\BWF\001\icpr\100YR-24HR.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 10.000 Group Run --------------- ----- BASE Yes PROPOSED Yes ---------------------------------------------------------------------------------------------------- Name: 10YR-24HR Hydrology Sim: 10YR-24HR Filename: S:\jobs\BWF\001\icpr\10YR-24HR.I32 Execute: No Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 10.000 Group Run --------------- ----- BASE Yes PROPOSED Yes ---------------------------------------------------------------------------------------------------- Name: 2YR-24HR Hydrology Sim: 2YR-24HR Filename: S:\jobs\BWF\001\icpr\2YR-24HR.I32 Execute: No Restart: No Patch: No Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 16 of 17 75 11/15/21 INPUT DATA WITH 5.5" ORIFICE Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.00 Start Time(hrs): 0.00 End Time(hrs): 48.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 48.000 10.000 Group Run --------------- ----- BASE Yes PROPOSED Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 17 of 17 76 11/15/21 F. 1989 MASTER-PLAN DOCUMENTS 77 11/15/21 78 11/15/21 7911/15/21 55 08/06/21 8011/15/21 8111/15/21 82 11/15/21 83 11/15/21 8411/15/21 G. Kimley Horn Lakeside R & D TIR 85 11/15/21 8611/15/21 8711/15/21 8811/15/21 8911/15/21 9011/15/21 9111/15/21 9211/15/21 9311/15/21 9411/15/21 9511/15/21 9611/15/21 9711/15/21 9811/15/21 9911/15/21 10011/15/21 10111/15/21 10211/15/21 10311/15/21 10411/15/21 10511/15/21 10611/15/21 10711/15/21 10811/15/21 10911/15/21 11011/15/21 11111/15/21 11211/15/21 11311/15/21 11411/15/21 11511/15/21