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HomeMy WebLinkAbout22SITE1 Stormwater Report 031121Page 2 of 17 TABLE OF CONTENTS PAGE 1.0 INTRODUCTION 4 2.0 EXISTING CONDITIONS 4 3.0 PURPOSE OF REPORT 5 4.0 BASIS OF DESIGN 5 5.0 HYDROLOGIC AND HYDRAULIC METHODS 9 6.0 STORMWATER MANAGEMENT 9 7.0 MS4 GENERAL PERMIT 12 8.0 SOURCE CONTROL AND POLLUTION PREVENTION MAINTENANCE AND OPERATION 14 9.0 CONCLUSION 17 Page 3 of 17 FIGURES FIGURE 1 – SITE LOCATION MAP FIGURE 2 – FIRMETTE FIGURE 3 – EXISTING CONDITIONS DRAINAGE AREA MAP FIGURE 4 – POST-DEVELOPMENT DRAINAGE AREA MAP FIGURE 5 – STORMWATER SUMMARY – STORMWATER RUNOFF TECHNICAL APPENDIX SOIL PERMEABILITY TEST RESULTS WATER QUALITY VOLUME CALCULATIONS GROUNDWATER RECHARGE VOLUME CALCULATIONS STORMWATER BMPS - STAGE AND STORAGE SUMMARIES RIPRAP APRON DESIGN EXISTING CONDITIONS HYDROCAD REPORT POST-CONSTRUCTION HYDROCAD REPORT STORMCAD PRINTOUTS Page 4 of 17 1.0 INTRODUCTION Village Apartments, LLC proposes to construct three new multi-family apartment buildings at the existing Village Apartments complex located 232 Norwich-New London Turnpike, 82 Jerome Road and 15 Jerome Avenue in Uncasville-Montville, CT, as shown on Figure 1 – Site Location Map. The project includes construction of retaining walls, new parking areas, a new storm drainage system with underground detention/infiltration systems and a bioretention basin and the extension of new electric, cable TV, telephone and water and sewer utilities to the buildings. This report presents the basis of the project hydrologic and hydraulic analysis of the site, the design for the new site drainage systems, and Best Management Practices (BMPs) incorporated into the site design to mitigate peak rates of runoff and treat stormwater in accordance with the 2004 CTDEEP Stormwater Quality Manual (SQM). 2.0 EXISTING CONDITIONS The 12.02-acre parcel of property is bordered by residential development to the north, south and west along Jerome Avenue and Jerome Road and residential and commercial development to the east along Norwich-New London Turnpike (CT RT 32). Existing site improvements include two three-story apartment buildings and associated parking areas and a house that will be demolished. The site exhibits steep topography extending from the northeast portion of the property down to gently sloped terraces along an unnamed watercourse and adjacent wetlands and the residential properties along Jerome Avenue. The inland wetlands drain northerly into Oxoboxo Brook, a tributary of the Thames River. Per the CTDEEP Water Quality Classification Maps, groundwater at the site is classified as GA, defined as groundwater suitable for private and potential public supplies of drinking water without treatment, and as base flow for hydraulically-connected surface water bodies. Groundwater at the site is also classified as GAA defined as groundwater suitable for existing or potential public drinking water supply without treatment. This designation is likely the result of a former public water supply system that serviced Village Apartments. The site is located in FEMA Flood Hazard Zone ‘AE’ and ‘X’ per the Flood Insurance Rate Map (FIRM) New London County, Connecticut All Jurisdictions Panel 361 of 554, Community-Panel Number 09011C 0361J, map revised August 5, 2013 (See Figure 2 – FIRMette). Per the soil survey for New London County, soils at the site consist of Charlton-Chatfield-Rock Outcrop soil (Hydrologic Soil Group D) at the higher elevations of the site, well drained Hinckley loamy sand (Hydrologic Soil Group A) along the lower elevations of the site and Page 5 of 17 Timakwa and Natchaug soils, (Hydrologic Soil Group B/D) along the wetlands. A geotechnical investigation of the site confirmed these classifications. At the location of the stormwater management facilities along the lower elevations of the site, test pits indicated up to 40” of medium sand underlain by 30 inches of coarse sand and gravel. Laboratory testing of undisturbed soil samples from the test pits located at the stormwater management facilities indicated a permeability of the sandy soils of approximately 60 ft/day (see Technical Appendix). 3.0 PURPOSE OF REPORT As noted, this report presents the basis of design for stormwater management including drainage and stormwater treatment. The report demonstrates that the development: • Does not increase peak rates of runoff from watersheds encompassing the new buildings and parking areas. • Does not degrade the quality of receiving groundwater, wetlands or watercourses. • Complies with the CTDEEP General Permit for the Discharge of Stormwater from Small Municipal Separate Storm Sewer Systems (MS4 General Permit). 4.0 BASIS OF DESIGN The layout, grading and drainage design for the project are shown on the Site Development Plans. The basis of the grading and drainage design is as follows: 1. Rainfall data is from the National Weather Service NOAA Atlas 14, Volume 10, Version 3. 2. Drainage systems are designed to meet the greatest extent practical water quality and peak rate of runoff goals established in the CTDEEP Stormwater Quality Manual (SQM). 3. Building roof drainage systems are designed to convey runoff from a 100-year storm event and the parking lot drainage system is designed for a 25-year event. The drainage system for the new access road off of Jerome Avenue is designed for a 25-year event for conveyance and a 100-year event for gutter flow with minor bypass flow discharging to Jerome Avenue. 4. Low Impact Design (LID) features include infiltration of the Water Quality Volume (WQV) and Groundwater Recharge Volume where feasible (see Technical Appendix). 5. Stormwater treatment Best Management Practices (BMP) are designed to remove pollutants, such as nutrients, solids, metals, pathogens, pesticides and hydrocarbons from stormwater runoff and to reduce temperatures of runoff from paved surfaces during hot weather. Page 6 of 17 6. BMPs for this project include deep sumps on catch basins, a bioretention basin, underground infiltration/detention systems with isolator rows and Contech CDS stormwater pre-treatment units. 7. The bioretention basin is a primary treatment practice that provides 80% reduction of TSS and removes pollutants such as phosphorus, nitrogen, metals and pathogens via physical straining, adsorption of pollutants onto soil particles, microbial breakdown and plant uptake. A Contech CDS unit is used in place of a sediment forebay to remove sediments reducing TSS. 8. Guidance regarding the bioretention basin design soil mix is provided in the Rhode Island Stormwater Design and Installation Standards Manual which specifies USDA loamy sand to sandy loam classification with the 85- 88% sand, 8-12% silt, 0-2% clay and 3-5% organic matter (leaf compost) with a design permeability of 1.0 in/hr. The design permeability used to model exfiltration at the bioretention basins is 1.0 in/hr. 9. The bioretention basin is designed to contain the 100-year storm event with 1.0’ of freeboard and no overflow onto Jerome Avenue (see Stormwater BMPs – Stage and Storage Summaries, Technical Appendix). 10. The underground infiltration/detention systems are secondary treatment practices which, in combination with the Contech CDS units, provide 80% reduction of TSS and remove pollutants such as free oils and nutrients adsorbed onto soil particles. The system chambers are sized to infiltrate the WQV and mitigate post-development discharges (see Stormwater BMPs – Stage and Storage Summaries, Technical Appendix). 11. Except for the area encompassing the existing Building 1 roof and parking lot, infiltration of 100% of the WQV for the remaining site area will be achieved via the underground detention/infiltration systems and the bioretention basin. The permeability of the soils underlying were measured via laboratory testing of soil samples (see Soil Permeability Test Results, Technical Appendix) and reduced by a safety factor of 2.0 per the SQM. Design infiltration rates of 9.8 (TP-7), 21.5 (TP-6) and 5.0 in/hr (TP-17) were used for underground detention/Infiltration systems 1, 2 and 3 respectively. 12. Rip-rap aprons are located at all stormwater outlets to reduce velocities and have been sized for the 25-year storm event. The aprons are designed in accordance with State of Connecticut Department of Transportation Drainage Manual, dated October 2000 (Technical Appendix). APPROXIMATE SITE LOCATION APPROXIMATE SCALE IN FEET 0 2000 ©Loureiro Engineering Associates, Inc. All rights reserved 2019 Loureiro Engineering ●Construction ●EH&S ●Energy Waste ● Facility Services ● Laboratory DATE SCALE COMM. NO. PREPARED FOR: Loureiro Engineering Associates, Inc. 100 Fort Hill Road● Groton, Connecticut 06340 Phone: 860-448-0400 ● Fax: 860-448-0899 An Employee Owned Company ● www.Loureiro.com 1 DRAINAGE REPORT FIGURE 1 SITE LOCATION MAP VILLAGE APARTMENTS PHASE - III VILLAGE APARTMENTS LLC JEROME RD & JEROME AVE, UNCASVILLE - MONTVILLE, CT 1099 NORTH STREET, WHITE PLAINS, NY 88VA9.01 1" = 2,000'± 3/11/2021 V:\CT\MONTVILLE\JEROME RD-00\E&S PHASE III\DWGS\FIGURES\FIGURE 1 - SITE LOCATION MAP.DWG Tab: FIGURE 1 Saved: 1/6/2022 9:20 AM Plotted: 1/6/2022 9:20 AMMAP REFERENCE: SECTION OF THE USGS 7.5 MINUTE SERIES TOPOGRAPHIC MAP FOR UNCASVILLE, CT; MAP VERSION DATE 2018. FIGURE 2 Page 9 of 17 5.0 HYDROLOGIC AND HYDRAULIC METHODS Hydrologic and hydraulic analysis was completed in accordance with the Connecticut Department of Transportation Hydraulics and Drainage Manual using the following methods: 1. Pre and post-development hydrology were modeled using the HydroCAD computer program and the NRCS-Curve Number (CN) Method. 2. The design of drainage pipes was completed using the StormCAD computer program with the sub-catchment discharges to each inlet were estimated using the Rational Method or from the results of the HydroCAD model. Output data from all computer analysis and design are provided in the Technical Appendix. 6.0 STORMWATER MANAGEMENT Site improvements will increase impervious areas and the rate and volume of stormwater runoff from developed portions of the property. Hydrologic analysis of pre and post-development conditions was completed to assess these increases and to design mitigation measures to reduce post-development discharges as follows. Existing Condition Drainage Areas and Analysis Points The site is located at the top of a watershed and the property encompasses five sub-watershed areas that drain east, west and south as shown on the Figure 3 – Existing Conditions Watershed Area Map (Map Pocket) and described as follows: • DA1: Approximately 4.05 acres in the northern portion of the property exhibiting steep to moderately sloped wooded upland with some grassed areas that drains west toward the wetlands and watercourse. Analysis Point #1: the eastern edge of the wetland to which runoff from DA1 discharges. • DA2: Approximately 3.26 acres in the southwestern portion of the site comprised of moderately sloped wooded upland, the driveway from Jerome Road, Buildings 1 and 2 paved parking and adjacent grass area and the building roofs that drains either to an existing drainage system discharging to the wetlands or directly to the wetland via sheet flow. Analysis Point #2: the outlet of the 36” RCP driveway culvert to which DA2 discharges. For analysis purposes the DA2 is assumed to discharge at the 36” culvert and Analysis Points #1 and #2 are combined to model the total discharge to the wetland bordering the development. Page 10 of 17 • DA3: Approximately 2.65 acres in the eastern portion of the property that exhibits moderately sloped wooded upland, grass areas, small areas of pavement and building roofs that drain southeast towards abutting property. Analysis Point #3: the southeastern property boundary to which DA3 discharges. • DA4: Approximately 0.17 acres in the eastern corner of the property of pavement comprised of woods and grass that drains onto the abutting property. Analysis Point #4: the east property boundary to which DA4 discharges. • DA5: Approximately 1.08 acres in the southern portion of the property fronting Jerome Avenue, and a portion of the abutting properties along Jerome Avenue comprised of woods, grassed areas and building roofs that drain south to Jerome Avenue. Analysis Point #5: the south property boundary fronting Jerome Avenue to which DA5 drains. Modeling results for these subarea watersheds are provided in Figure 5 – Stormwater Summary and the hydrologic and hydraulic modeling parameters are provided in the HydroCAD printouts (Technical Appendix). Proposed Condition Drainage Areas and Analysis Points The proposed development results in the modification of some drainage areas and conversion of woods to approximately 3.5 acres of impervious building roof, paved parking lot and roadway surfaces with 2.0 acres of lawn. These conditions are shown on Figure 4 – Post-Development Drainage Area Map, and described as follows: DA1: For analysis purposes the proposed condition DA1 was subdivide into 3 subareas. • DA1.1: Approximately 2.03 acres of uncontrolled wooded upland and new lawn areas that drain west to the wetlands. • DA1.2: Approximately 3.06 acres of controlled wooded upland, paved parking, building roofs and lawn that drains to a new drainage system and underground detention/infiltration system 2. • DA1.3: Approximately 0.42 acres of controlled paved parking and lawn areas that drains to a new drainage system and underground detention/infiltration system 3. The hydrographs from these subareas are routed through the underground infiltration/detention systems and outflow hydrographs are combined at Link AP1 at Analysis Point #1 with subsequent discharge to wetland Link WL. DA2: For analysis purposes the proposed condition DA2 was subdivide into 2 subareas. • DA2.1: Approximately 0.83 acres of controlled paved parking, building roofs and lawn that drains to a new drainage system and underground detention/infiltration system 3. Page 11 of 17 • DA2.2 – Approximately 1.42 acres portion of uncontrolled woods, the Building 1 roof and associated paved parking and lawn that drains to the wetland at the outlet of the existing 36” RCP culvert. The hydrographs from DA2.1 are routed through the underground infiltration/detention systems and the outflow hydrographs are combined with the DA1 hydrographs at Link AP1, Analysis Point #1 with subsequent discharge to wetland Link 6L. The hydrographs from DA2.2 discharge to Link AP2, Analysis Point #2 with subsequent discharge to wetland Link WL. DA3: For analysis purposes the proposed condition DA3 was subdivide into 3 subareas. • DA3.1: Approximately 1.01 acres of controlled portions of existing drainage areas DA3 and DA4 comprised of upland, lawn and existing paved driveway that drains to a new drainage system and underground detention/infiltration system 1. • DA3.2: Approximately 0.15 acres of uncontrolled lawn area that drains onto abutting property. • DA3.3: Approximately 0.82 acres controlled paved parking and lawn area that drains to a new drainage system and underground detention/infiltration system 1. • DA3.4: Approximately 0.60 acres of controlled paved parking and lawn area that drains to a new drainage system and underground detention/infiltration system 2. The hydrographs from DA3.1 and DA3.3 are routed through the underground infiltration/detention system and the outflow hydrographs are combined at the bioretention basin Node B1, with subsequent discharge to Link AP5, Analysis Point #5 at Jerome Avenue. The hydrographs from DA3.4 discharges to Link AP3, Analysis Point #3. DA4: Approximately 0.03-acre uncontrolled portion of lawn that drains onto the abutting property at Link AP4, Analysis Point #4. DA5: For analysis purposes the proposed condition DA5 was subdivide into 2 subareas. • DA5.1: Approximately 0.92 acres of controlled paved parking, driveway and lawn that drains to new drainage systems and the bioretention basin. • DA5.2: Approximately 0.07 acres of uncontrolled portion of new paved drive and adjacent lawn area that drains to Jerome Avenue. The hydrographs from DA5.1 are routed through the bioretention basin with subsequent discharge to Link AP5, Analysis Point #5 at Jerome Avenue. The hydrographs from DA5.2 discharges to Link AP5, Analysis Point #5. Page 12 of 17 Modeling results for these subarea watersheds are provided in Figure 5 – Stormwater Summary and the hydrologic and hydraulic modeling parameters are provided in the HydroCAD printouts (Technical Appendix). The results indicate a reduction in post development discharges for all watersheds and all storm events equal to or less than pre-development conditions. Stormdrain System Outlet Locations Two new storm drain outlets are proposed as shown on the Site Development Plan. A new onsite outfall is proposed to replace the existing site storm drain outfall that discharges to the wetland/watercourse. The new outfall is a 24” HDPE with a flared end-section and riprap apron located in the vicinity of wetland flag WF #18. The new outlet at Jerome Avenue consists of a new 12” HDPE extending from the bioretention basin outlet control structure to an existing catch basin just west of the new driveway into the site. Pre-treatment will be provided prior to each underground detention/infiltration systems in the form of a Contech CDS hydrodynamic separator, as noted in section 4.0 Basis of Design. A summary of the stage and storage volume for the bioretention basin and each of the underground detention/infiltration systems is shown in the Technical Appendix. 7.0 MS4 GENERAL PERMIT In accordance with the MS4 General Permit the town has implemented a stormwater management plan intended to reduce the discharge of pollutants from municipal storm sewers. The plan requires that new developments be designed to reduce runoff and pollutant discharges to the maximum extent practical and to control construction site stormwater runoff in accordance with the CTDEEP General Permit for the Discharge of Construction and Dewatering Wastewaters. For this project the General Permit requires that new developments meet the runoff reduction standards in the CTDEEP SQM and to retain the entire WQV for the entire 12.02-acre site to the greatest extent achievable. As previously noted runoff reduction has been met and, except for subarea DA2.2 (1.4 acres) encompassing the existing Building 1 roof and parking lot, 100% retention the WQV for the remaining 10.6 acre site area has been met. ©Loureiro Engineering Associates, Inc. All rights reserved 2019 LoureiroEngineering ●Construction ●EH&S ●Energy Waste ● Facility Services ● Laboratory DATE SCALE COMM. NO. PREPARED FOR: Loureiro Engineering Associates, Inc. 100 Fort Hill Road● Groton, Connecticut 06340 Phone: 860-448-0400 ● Fax: 860-448-0899 An Employee Owned Company ● www.Loureiro.com 5 DRAINAGE REPORT FIGURE 5 - STORMWATER SUMMARY - STORMWATER RUNOFF VILLAGE APARTMENTS PHASE - III VILLAGE APARTMENTS LLC JEROME RD & JEROME AVE, UNCASVILLE - MONTVILLE, CT 1099 NORTH STREET, WHITE PLAINS, NY 88VA9.01 N.T.S. 3/11/2021 V:\CT\MONTVILLE\JEROME RD-00\E&S PHASE III\DWGS\FIGURES\DRAINAGE REPORT FIGURES.DWG Tab: FIGURE 5 Saved: 1/6/2022 9:21 AM Plotted: 1/6/2022 9:21 AMPEAK RATE OF RUNOFF (CFS) SUMMARY STORM FREQUENCY WETLANDS - ANALYSIS POINTS #1 AND #2 ANALYSIS POINT #3 EXISTING PROPOSED CHANGE EXISTING PROPOSED CHANGE 2 YEAR 2.93 2.62 -0.31 0.01 0.00 -0.01 10 YEAR 6.21 5.59 -0.62 0.19 0.01 -0.18 25 YEAR 8.96 8.23 -0.73 0.53 0.03 -0.5 100 YEAR 14.00 13.83 -0.17 1.36 0.12 -1.24 STORM FREQUENCY ANALYSIS POINT #4 ANALYSIS POINT #5 EXISTING PROPOSED CHANGE EXISTING PROPOSED CHANGE 2 YEAR 0.02 0.00 -0.02 0.01 0.00 -0.01 10 YEAR 0.16 0.00 -0.16 0.14 0.10 -0.04 25 YEAR 0.28 0.01 -0.27 0.34 0.31 -0.03 100 YEAR 0.50 0.02 -0.48 0.79 0.74 -0.05 RUNOFF VOLUME (ACRE-FEET) SUMMARY STORM FREQUENCY WETLANDS - ANALYSIS POINTS #1 AND #2 ANALYSIS POINT #3 EXISTING PROPOSED CHANGE EXISTING PROPOSED CHANGE 2 YEAR 0.384 0.199 -0.185 0.007 0.000 -0.007 10 YEAR 0.862 0.545 -0.317 0.076 0.003 -0.073 25 YEAR 1.222 0.828 -0.394 0.147 0.006 -0.141 100 YEAR 1.850 1.349 -0.501 0.292 0.013 -0.279 STORM FREQUENCY ANALYSIS POINT #4 ANALYSIS POINT #5 EXISTING PROPOSED CHANGE EXISTING PROPOSED CHANGE 2 YEAR 0.004 0.000 -0.004 0.006 0.001 -0.005 10 YEAR 0.014 0.001 -0.013 0.039 0.024 -0.015 25 YEAR 0.022 0.001 -0.021 0.072 0.090 0.018 100 YEAR 0.036 0.003 -0.033 0.136 0.238 0.103 Page 14 of 17 8.0 SOURCE CONTROL AND POLLUTION PREVENTION MAINTENANCE AND OPERATION Source control and pollution prevention practices for this project are intended to eliminate the generation of pollutants at their source, reduce the types and concentration of pollutants in stormwater runoff and to assure that the BMPs continue to function to remove oil and grease and TSS. The site property managers will be responsible for maintaining the stormwater management system and the goal of this section is to inform managers about system operations. The following maintenance and operation measures are recommended for source control. Parking Lots Parking lots will be swept, at a minimum, in the spring to remove winter accumulations of road sand. Landscaping Normal landscaping maintenance shall consist of pruning, mulching, planting, mowing lawns, raking leaves, etc. Use of fertilizers and pesticides will be controlled and limited to minimal amounts necessary for healthy landscape maintenance. Trees will be fertilized no more than once in the spring with an organic fertilizer. Shrubs and lawn will be fertilized with an organic slow-release fertilizer each spring. Liming of lawn areas to control pH will also be done in the spring if soil testing indicates that it is necessary. Pesticides will only be used as a control method when a problem has been clearly identified and other natural control methods are not successful. All pesticide applications shall be by licensed applicators, where necessary. Trash Collection Trash receptacles service the facility and a dumpster exists on-site. The pickup of trash will occur on a regular basis and all trash will be disposed of legally off-site. Outdoor Storage There will be no outdoor storage of hazardous chemicals, fertilizer, pesticides, or herbicides anywhere on site. Snow Removal & Storage Snow shall be shoveled and plowed from sidewalk and parking areas as soon as practical during and after winter storms and deposited in snow storage areas on the site or removed. Page 15 of 17 Catch Basins and Manholes A Connecticut-Licensed hauler shall pump the sumps of onsite catch basins and manholes, and shall dispose of the sand legally. For the first three years each catch basin and manhole shall be inspected every four months, with one inspection occurring during the month of April. Any debris occurring within one foot from the bottom of each sump shall be removed by Vacuum “Vactor” type of maintenance equipment. After the first three years the inspection schedule may be adjusted to meet actual operating conditions however, one inspection shall always be conducted in April. Stormtech Isolator Rows The isolator row shall be cleaned at the end of construction once the contributing areas are fully stabilized. For the first year of operation following construction, the chamber rows shall be inspected once every 6 months. After the first year of operation, the chambers shall be inspected a minimum of once per year. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of the sediment. When the average depth of accumulation exceeds 3", a clean-out should be performed and properly disposed off-site. Clean-out should be accomplished using a jetvac process. A detailed maintenance logbook shall be kept onsite for the units by the property owner/manager. Information is to include, but not be limited to, the date of inspection, record of sediment depth, general observations, and date of cleaning performed. Bioretention Basin Inspection, Maintenance & Repair Basin maintenance shall be performed by the site property managers. For the first three years, inspections shall be conducted every six months and/or after storm events of 2 inches of rainfall or greater. After three years, the basins shall be inspected at a minimum of once per year. The required inspections are listed below: 1. Check for sediment accumulation, trash, and debris in basins. 2. Check for blockages, structural integrity, and evidence of erosion at inlets, outlets, and overflow spillways. 3. Check that the trash rack at the inlet is clear and the outlet is functioning properly. 4. If there is an accumulation of organic debris or sediment on the floor of the basin, or if ponded water is regularly observed more than 48 hours after a rainfall event, the top 6" shall be removed and the exposed soil surface rototilled to a depth of 12". Sedimentation should be removed when it is visibly dry and readily separates from the basin floor to minimize smearing. After this work has been done, the bottom of the basin shall be Page 16 of 17 restored to its original condition including creating the same bottom of basin soil mix and seeding with the original seed mixture. 5. Vegetation along the basin floor and side slopes shall be mowed to 6" to 8" height as necessary. Grass clippings, leaves and accumulated sediment shall be removed at least twice per year. Mowing should not be performed when ground is soft to avoid creation of ruts and compaction. 6. Any woody vegetation shall be removed. 7. No pesticides or non-organic fertilizers shall be used within the basins. 8. Sediment removal in the in-line forebays shall occur at a minimum of once per year or when the sediment accumulation reaches 12" deep. 9. Bottom of basins shall have the top several inches of the filter bed material removed and replaced annually. 10. Sediment accumulation greater than 1.5" over the filter bed shall be removed annually or as necessary. 11. Inspect soil and repair eroded areas seasonally or as necessary. 12. Reinforce seed as needed or after two years to maintain 80% coverage. 13. Remove litter and debris seasonally or as necessary. Hydrodynamic Separators The separator shall be cleaned periodically during construction, and at the end of construction once the landscaped areas are fully stabilized. For the first year of operation following construction, the separator shall be inspected once every 4 months for the months of November, March, and July. A graduated measuring device shall be inserted into manhole and measurements of any accumulations will be recorded. Cleaning will occur when debris has accumulated to a depth of 20” or greater. After the first year of operation, the separator shall be inspected a minimum of twice per year in the same manner as described above. When the depth of accumulation reaches 20", a clean-out should be performed and sediment properly disposed of off-site. Debris will be removed by vacuum “Vactor” type of equipment. The manhole should then be pressure washed to remove remaining sediment and debris and the water should then be vacuumed out. Once cleaning is complete the manhole should be refilled with water. A detailed maintenance logbook shall be kept for the unit. Information is to include the date of inspection, record of grit depth, condition of tank, observation of any floatable debris, and date of cleaning performed. Page 17 of 17 9.0 CONCLUSION The new site improvements are consistent with the applicable zoning regulations. BMPs were incorporated in the site design that attenuate post-development runoff rates, treat the WQV and infiltrate the WQV and GRV from the development. N/F TOWN OF MONTVILLE VOLUME 36, PAGE 146N/F STANLEY P. WARD, JR. & ROSE MARY WARD VOLUME 222, PAGE 665 N/F HSUEH KUANG LIANG VOLUME 530, PAGE 557 N/F WALTER L. & LAUNA L. PRIGMORE VOLUME 534, PAGE 474 N/F WALTER G. MOODY & MYRNA M. MOODY VOLUME 101, PAGE 3 N/F JOHN C. MORIARTY VOLUME 653, PAGE 401 N/F I. CLIFTON BACHELEDER VOLUME 290, PAGE 432 N/F ROBERT G. AUSTIN & JANNA L. AUSTIN VOLUME 274, PAGE 463N/F SEBASTIAN CATALANO & ELANA M. CATALANO VOLUME 304, PAGE 278 N/F DAVID W. LAGRAM VOLUME 618, PAGE 300 N/F CHARLES A. PALARDY & JEANNE B. PALARDY VOLUME 266, PAGE 507N/F MICHAEL A. GDULA & DENISE R. GDULA VOLUME 348, PAGE 90 N/F ANG LESSLIDA LAO VOLUME 633, PAGE 531 N/F EDMUND O. BRAGDON VOLUME 296, PAGE 882 N/F CONNECTICUT MULTIFAMILY EQUITIES II, LLC VOLUME 582, PAGE 1061 N/F ALLISON WISNEIWSKI VOLUME 541, PAGE 1070 VOLUME 568, PAGE 12 N/F MONTVILLE CENTER MALL LLC VOLUME 598, PAGE 150 N/F DENISE GILBRIDE VOLUME 558, PAGE 512 NORWICH - NEW LONDON TURNPIKE (CONNECTICUT ROUTE 32)OVER H E A D U TI LI TI E S OVE R H E A D U TI LI TI E S VACANT PARCEL W BIT WALKBIT WALKBIT CURBN/F VILLAGE APARTMENTS, LLC VOLUME 650, PAGE 706 N/F VILLAGE APARTMENTS, LLC VOLUME 515, PAGE 149 C CBUILDING SET B A C K L I N E BUILDIN G S E T B A C K L I N E BUILDING SETBACK LINE6 4 64 64 64 64 64 641008878 9284 948674766 8 989690 668 2 80 7270120120 1 1 8 118 11 8 11 6116 1161161161141141 1 4 114114 11 2112 112112112110110110110110 108 108108108108 1081 0 8 108 108 1 0 8 106106 106 106106 106106106 106 106106106 106 104104104104104104104 104104104102 102102 102102 102102102102100 100 10 0 1 0 0 10010010010098989898989898 96969 6 9 6 96 9696 9494949494949292929292 92909090 90 90 9090908888 888888 8888 8888868 6 8686 86 86 86 8686 86 8684848484 84848282 828280 80 80 80 80 80 80 808080 7878 787878 7878 78 78 7 8 78 78 78 78 78787878 787878 78 7878 78 7878787878 7878 78787878787876 7 6 7676767676 7 6 76 76767676 767676 74 74 747 4 74 74 747474 727272727270707 0 706868686 8 66 66887884867476689066828072706 4 1021067 8 809 2 10090104747 6 68989 6 94668886848 2 7270 8 2 8278 7476 6 8 72 7 0 1021067 8 801089210090104747 6 98969488868 4827270 80 86 84 82 92 90 98 96 94 102 100 104 ANALYSIS POINT 2 DOWNSTREAM END OF 36" RCP CULVERT ANALYSIS POINT 1 EDGE OF WETLANDS LONGEST TRAVEL PATH (TYP) DRAINAGE AREA BOUNDARY (TYP) ANALYSIS POINT 3 PROPERTY LINE ANALYSIS POINT 4 PROPERTY LINE ANALYSIS POINT 5 PROPERTY LINE ALONG JEROME AVE PROPERTY BOUNDARY LINE (TYP) INLAND WETLAND EDGE OF INLAND WETLAND (TYP) EXISTING OUTFALL 15" HDPE PIPE WITH FLARED END-SECTION DA1 (4.046 AC.) DA2 (3.262 AC.) DA3 (2.645 AC.) DA4 (0.172 AC.) DA5 (1.081 AC.) SCALE IN FEET 0 60 DESCRIPTION OF REVISIONREV.DATEAPPR.DRAWINGDRAWN BYDATEAPPROVED BYSCALECOMM. NO.PREPARED FOR:DATESTAMPSHEET NO. NO. OF SHEETSLoureiroEngineering ●Construction ●EH&S ●EnergyWaste ● Facility Services● Laboratory©Loureiro Engineering Associates, Inc. All rights reserved 2019Loureiro Engineering Associates, Inc.100 Fort Hill Road● Groton, Connecticut 06340Phone: 860-448-0400 ● Fax: 860-448-0899An Employee Owned Company ● www.Loureiro.comFIGURE 3DRAINAGE REPORTFIGURE 3EXISTING CONDITIONS DRAINAGE AREA MAPVILLAGE APARTMENTS PHASE - IIIVILLAGE APARTMENTS LLC AND CONNECTICUT MULTIFAMILY EQUITIES II, LLC15 JEROME AVENUE, 82 JEROME ROAD AND 232 ROUTE 32, UNCASVILLE - MONTVILLE, CT1099 NORTH STREET, WHITE PLAINS, NY88VA9.011" = 60'BJM11/15/2021SMM11/15/2021V:\CT\MONTVILLE\JEROME RD-00\E&S PHASE III\DWGS\CARLSON\EXISTING HYDROLOGY.DWG Tab: EXISTING HYDROLOGY Saved: 1/6/2022 9:23 AM Plotted: 1/6/2022 9:23 AM 6 4 64 64 64 64 64 641008878 9284 948674766 8 989690 668 2 80 7270120120 1 1 8 118 11 8 11 6116 1161161161141141 1 4 114114 11 2112 112112112110110110110110 108 108108108108 1081 0 8 108 108 1 0 8 106106 106 106106 106106106 106 106106106 106104 104104104104104 104104104102102 102102 102102102102100 100 10 0 1 0 0 10010010010098989898989898 969 6 9 6 96 9696 94949494949292929292 92909090 90909088 888888 8888 88888686 86 86 86 8686 86 8684848484 84848282 828280 80 80 80 80 80 80 808080 7878 787878 7878 78 78 7 8 78 78 78 78 78787878 787878 78 7878 78 7878787878 7878 78787878787876 7 6 767676 7 6 76 76767676 767676 74 74 747 4 74 74 747474 7272727270707 0 706868686 8 66 66887884867476689066828072706 4 1021067 8 809 2 10090104747 6 68989 6 94668886848 2 7270 8 2 8278 7476 6 8 72 7 0 1021067 8 801089210090104747 6 98969488868 4827270 80 86 84 82 92 90 98 96 94 102 100 104 J EROME ROADBUILDI N G 1 BUILDING 23 STORY WOOD FRAME 3 STOR Y W O O D F R A M E FLOOR A R E A = 8 , 7 5 9 S F FLOOR AREA = 6 ,975 SFO/H ELECO/H TELR20-M ZONEC1 ZONER20 ZONEC1 ZONEWF1X WF2X WF4X WF5X WF3X WF1 WF3 WF5 WF6 WF7 WF8 WF9 WF10 WF11WF12 WF13 WF14 WF15 WF16 WF17 WF18 WF19 WF20 WF21 WF22WF23 WF24 WF25 WF26 WF27WF28 WF29 WF30 WF31 WF32 WF33WF34 69 FIRM ZONE AE FIRM ZONE X (OUTSIDE 0.2%)FI RM ZON E X (W I TH IN 0 . 2% )FIRM ZONE AEFIRM ZONE X (WITHIN 0.2%)FIRM ZONE X (OUTSIDE 0.2%)50' 50'R20 ZONER20-M ZONER20-M ZONER20 ZONER20 ZONE R20-M ZONE R20-M ZONER20 ZONEGOV U/G SEC U R I T Y CONDUI T30'30'81.03 xFF x 77.79 SILL JEROME A V E N U E C C15' 15' 15'50' 15' BUILDING SET B A C K L I N E BUILDIN G S E T B A C K L I N E BUILDING SETBACK LINEBUILDING A 44 UNITS BASEMENT SLAB FFE = 82.5 1ST FLOOR FFE = 92.0 BUILDING C 58 UNITS 1ST FLOOR FFE = 85.0 2ND FLOOR FFE = 94.5XBUILDING B 58 UNITS 1ST FLOOR FFE = 94.0 2ND FLOOR FFE = 103.5 24 UNITS 30 UNI T S78808272 808284867 9 74 7576 767580 808189 89 92 88 87 86 85 84 93 92 1028280 7 988106 104 102 100 98 96 9493 95 97 99 101 103 105 107 808 8 8 9 9 0 9 1 9 2 9 3 94 828380939091 9596979899 10192939483 82 75 76767578 77 747673747978 7284 817983 83 82 81 83 82 81 79 91 9291 90 91 90 90 82 8183 8079 807979 818284 8483 83 83858687 80 84 81 80 81807980 79 7 8 78 76 77 7778 777 7 7 6 7 8 7677 7 976748179777573 798183858790 75807876747282797775737181708998 96 94 92 908485 8786 8 8 9170 71100 101 97 95 93 74767573 71 72 7 8 70 8987858381 88868482 WF1X WF2X WF4X WF5X WF3X WF1 WF3 WF5 WF6 WF7 WF8 WF9 WF10 WF11WF12 WF13 WF14 WF15 WF16 WF17 WF18 WF19 WF20 WF21 WF22WF23 WF24 WF25 WF26 WF27WF28 WF29 WF30 WF31 WF32 WF33WF34 ANALYSIS POINT 2 DOWNSTREAM END OF 36" RCP CULVERT ANALYSIS POINT 1 EDGE OF WETLANDS LONGEST TRAVEL PATH (TYP) DRAINAGE AREA BOUNDARY (TYP) ANALYSIS POINT 3 PROPERTY LINE ANALYSIS POINT 4 PROPERTY LINE ANALYSIS POINT 5 PROPERTY LINE ALONG JEROME AVE PROPERTY BOUNDARY LINE (TYP) INLAND WETLAND EDGE OF INLAND WETLAND (TYP) NEW OUTFALL 24" HDPE PIPE WITH FLARED END-SECTION DA1.2 (3.062 AC.)DA3.1 (1.010 AC.) DA4 (0.032 AC.) DA5.1 (0.922 AC.) DA5.2 (0.072 AC.) NEW BIORETENTION BASIN 1 DA2.2 (1.416 AC.) DA2.1 (0.825 AC.) DA3.2 (0.147 AC.) DA1.1 (2.026 AC.) DA1.3 (0.418 AC.)DA3.3 (0.815 AC.) DA3.4 (0.601 AC.) NEW UNDERGROUND INFILTRATION/DETENTION SYSTEM NO. 3 NEW UNDERGROUND INFILTRATION/DETENTION SYSTEM NO. 2 NEW UNDERGROUND INFILTRATION/DETENTION SYSTEM NO. 1 LIMITS OF CLEARING (TYP) NEW OUTLET FROM BIORETENTION BASIN TO EXISTING CATCH BASIN ON JEROME AVENUE SCALE IN FEET 0 60 DESCRIPTION OF REVISIONREV.DATEAPPR.DRAWINGDRAWN BYDATEAPPROVED BYSCALECOMM. NO.PREPARED FOR:DATESTAMPSHEET NO. NO. OF SHEETSLoureiroEngineering ●Construction ●EH&S ●EnergyWaste ● Facility Services● Laboratory©Loureiro Engineering Associates, Inc. All rights reserved 2019Loureiro Engineering Associates, Inc.100 Fort Hill Road● Groton, Connecticut 06340Phone: 860-448-0400 ● Fax: 860-448-0899An Employee Owned Company ● www.Loureiro.comFIGURE 4DRAINAGE REPORTFIGURE 4POST-DEVELOPMENT DRAINAGE AREA MAPVILLAGE APARTMENTS PHASE - IIIVILLAGE APARTMENTS LLC AND CONNECTICUT MULTIFAMILY EQUITIES II, LLC15 JEROME AVENUE, 82 JEROME ROAD AND 232 ROUTE 32, UNCASVILLE - MONTVILLE, CT1099 NORTH STREET, WHITE PLAINS, NY 88VA9.011" = 60'BJM11/15/2021SMM11/15/2021V:\CT\MONTVILLE\JEROME RD-00\E&S PHASE III\DWGS\CARLSON\PROPOSED HYDROLOGY.DWG Tab: PROPOSED HYDROLOGY Saved: 1/6/2022 9:24 AM Plotted: 1/6/2022 9:24 AM Technical Appendices for Stormwater Management Report Property of Village Apartments, LLC 15 Jerome Avenue, 82 Jerome Road And 232 Route 32 Uncasville-Montville, Connecticut March 11, 2021 Prepared for: Village Apartments, LLC and Connecticut Multifamily Equities II, LLC 1099 North Street White Plains, NY 10605 Formerly Loureiro Engineering Associates, Inc. 100 Fort Hill Road • Groton, CT 06340 • 860-448-0400 • Fax 860-448-0899 • www.Loureiro.com An Employee-Owned Company Comm. No. 88VA9.01 SOIL PERMEABILITY TEST RESULTS XN 71°30'34" W 101.45' N 71°51'2 6 " E 26.64' N 3 5 ° 3 8 ' 4 9 " W 10 0 . 6 0 'N 6°37'56" E148.64'N 1 7 ° 2 6 ' 4 4 " W 1 7 3 . 6 8 ' S 79°37'54" E 142.70' S 83°39'39"E 274.12' S 82°25'49" E 64.41' S 82°00'59" E 162.78' S 83°07'09" E 33.56'S 12°59'41" W205.70'S 11°59'16" w128.08'S 85°58' 0 6 " W 188.80' S 86°27' 0 6 " W 205.93' S 86°04' 2 1 " W 66.77' N 78°0 7' 5 6" E 56.64' N 71°06'01" E58.04' N 2 0 ° 1 7 ' 4 6 " W 6 4 . 8 5 'N 52°53'11" E111.31'N 13°35'41" E126.67'S 79°02'39" E16.87'J E ROM E ROADBIT DRIVE CONCRETE MONCONC MONCONC MO N BIT CURBBIT CURBIRON PIP E CUT CROS S CUT CROS S AT REMAI N S O F CHISELED C R O S S BARWAY BARWAY A P P RO X IM A T E EDG E SWAM P S W A M P WELL WELLBROOKREMAINS OF OLD WIR E F E N C E S 71° 51' 26" W 225. 3 6' TO C O N C R E T E M O N (TIE LIN E O NLY)BROOKEDGE OF P A V E M E N T UNDERGR O U N D FUEL TAN K F I L L E R CONCRE T E W A L K ST ST ST ST ST OVERHEA D W I R E S ( T Y P ) ( S E E N O T E 4 A ) FOUND PER REF MAP 1AFOUNDPER REF. M A P 1 A PER REF MAP 1A FND. BUILDIN G 1 BUILDING 23 STORY WOOD FRAME 3 STORY W O O D F R A M E 24.28' 18 384'2281' 2281'384'523'523'FLOOR A R E A = 8 , 7 5 9 S . F FLOOR AREA = 6 ,975 S .F (BROKEN ) CATV OVERHAN G ( T Y P ) MB MB BROOKROW OF WHITE PINESNOTE: EN C R O A C H M E N T BITUMIN O U S W A L K 11 8 2 MONITOR WELLACC E SS D R IV E O/H C AT V O/H ELECO/H TEL BIT CUR B (NO EASEM E N T O F R E C O R D F O U N D ) TOWVOLUME 3 6, N/F STANLEY P. WARD, JR. & ROSE MARY WARD VOLUME 222, PAGE 665 N/F CHENG YU LIAN VOLUME 362, PAGE 517 N/F LAUNA LEE PRIGMORE VOLUME 171, PAGE 901 VOLUME 281, PAGE 363 VOLUME 281, PAGE 396 DRILL HOL E & CROSS PE R R E F MAP 1A N/FWALTER G. MOODY& MYRNA M. MOODY VOLUME 101, PAGE 3 N/F JOHN D. MacLELLAN III & REBECCA L. MacLELLAN VOLUME 306, PAGE 417 DRILL HOLE & CROSS PER REFMAP 1A N/FI. CLIFTON BACHELEDER VOLUME 290, PAGE 432 DRILL HOLE & CROSS FOUND CONCRE T E M O N U M E N T PER REF M A P 1 A CONCRE T E M O N U M E N T PER REF M A P 1 A DRILL H O L E P E R REF MAP 1 A N/F ROBERT G. AUSTIN & JANNA L. AUSTIN VOLUME 274, PAGE 463N/FSEBASTIAN CATALANO& ELANA M. CATALONO VOLUME 304, PAGE 278 N/FVINCENT E. LAGRAMROBERT J. LAGRAM & DAVID W. LAGRAM VOLUME 337, PAGE 513 N/F VOLUME 266, PAGE 507N/FMICHAEL A. GDULA& DENISE R. GDULA VOLUME 348, PAGE 90BOXWIRE FENCEN 02°48'51" E151.50'B R O K E N O F F C O N C R E T E M O N U M E N T P E R R E F M A P 1 A C2C1 WELL XN/FDEBORAH RADZVILOWICZ VOLUME 541, PAGE 1081 N/FEDMUND O. BRAGDON VOLUME 296, PAGE 882 N/FCONNECTICUT MULTIFAMILY EQUITIES II, LLC VOLUME 582, PAGE 1061 N/F ALLISON WISNEIWSKI VOLUME 541, PAGE 1070 VOLUME 568, PAGE 12 N/FTHOMAS MILLARAS VOLUME 378, PAGE 191 N/FTHOMAS PETER MILLARAS VOLUME 573, PAGE 309 N/F DENISE GILBRIDE VOLUME 558, PAGE 512 GRAVEL DRIVEWAY SHED SHED HOUSE WATERFAUCET SEE NOTE 3C SEE NOTE 3 D GRAVEL DRIVEWAY PAVED DRIVEWAY IRON PI P E ( F O U N D ) IRON P I P E I N CONCRE T E (NOT U S E D )N 06°19'30" E 186.22' (TO CENTERLINE OF WALL) MERESTONE (FOUND) IRON PIN (FOUND ) IRON P I P E (FOUND ) AREA OF E N C R O A C H M E N T VACANT PARCEL R20-M ZONEC1 ZONER20 ZONEC1 ZONES 07°37'32" W 205.83' (TO CENTERLINE OF WALL)(DEED - ABOUT 207 FEET FROM PIPE)(DEED - ABOUT 185 FEET TO PIPE)APPROXIM A T E W A T E R L I N E - N O T F I E L D V E R I F I E DUNDERGROUND UTILITYLINE LOCATION NOTKNOWN SEE NOTE 3ACEMENT BOUND (NOT FOUND) CEMENT B O U N D (NOT FO U N D ) 276.00' 87.00' 189.00'276.00' WF1X WF2X WF4X WF5X WF3X WF1 WF2WF3 WF5 WF6 WF7 WF8 WF9 WF10 WF11WF12 WF13 WF14 WF15 WF16 WF17 WF18 WF19 WF20 WF21 WF22WF23 WF24 WF25 WF26 WF27WF28 WF29 WF30 WF31 WF32 WF33WF34 69 FIRM ZON E A EFIRM ZON E X ( O U T S I D E 0 . 2 % ) F I RM ZON E X (W I T H IN 0 . 2% )FIRM ZONE AEFIRM ZONE X (WITHIN 0.2%)FIRM ZONE X (OUTSIDE 0.2%)50' 50'R20 ZONER20-M ZONER20-M ZONER20 ZONER20 ZONE R20-M ZONE R20-M ZONER20 ZONEGOV DRILL H O L E & C R O S S P E R REF MA P 1 A N 80°3 9' 5 1 " E 66.45' DRILL H O L E PER RE F M A P 1 A STONE MON PER REF MAP 1A TWO ROD (33.0') WIDE RIGHT OF WAY TO MAPLE AVENUE (PER VOL. 21 PG. 99 AND VOL. 21 PG. 100), NOW OVERGROWN WITHTREES DRILL HOLE PER REF MAP 1AREMAINS OFWIRE FENCEREMAINS OF OLD WIRE FENCE STONE MON PER REF MAP 1A STONE MON PER REF MAP 1 A CONCRETE MONUMENT PER REF MAP 1A CONCRETEMONUMENT PER REF MAP 1A RIGHT S T O I N GRE S S O R E G R ES S I N FAVOR OF M acL ELLA N PE R V OL. 3 06 PG. 41 7 A N D V OL. 102 P G. 80 CONC MO N P E R REF MAP 1 A CONC M O N (BROKE N)FOUND APPROXIMATELOCATION OF WATER MAIN PER REF MAP 1A.NO RECORD OFEASEMENT FOUND. CONCMON FOUND NO RIGHT TO INGRESS OR EGRESS FOUND ON RECORD CUT CRO S S FOUND CUT CROSS PER REF M AP 1A CUT CROSS PER REF MAP 1A SPLIT RA I L FENCE CONC MON FND BRICK LI G H T POST APPROXIMATE LOCATION OF WATER MAIN SERVING BUILDINGS ON PARCEL 1 (PER REF MAP 1A) BLOCK PUMP HOUSE & WELL EXCAVATEDAREA BITUMIN O U S DUMPST E R AREA U/G SEC U R I T Y CONDUIT CONCRE T E P A D W / OVERHA N G ( T Y P ) 31 CONCRETE COVER30'30'30' 15'50' 3 0 . 0 7 ' BLDG B 1ST FLOOR FFE = 94.0 2ND FLOOR FFE = 103.5 BLDG A BASEMENT SLAB = 84.5 1ST FLOOR FFE = 94.0 11 7 12 5 COMMUNITY BLDG 11 85 SPACES 9 912 13 15 TRASH 4 5 7 136 SPACES 7 11 10 8 46 SPACES BLDG C 1ST FLOOR FFE = 84.5 2ND FLOOR FFE = 94.09' TYP.18' TYP. 18' TYP. 24' TYP.18' TYP.9' TYP.24' TYP .9' TYP.24' TYP.767575 767575787980868788899091 82838485 100 101 102 103 104 105 106 107 108 109 95 90 851051009590 1001011021031041051051068580107 859 0 9 5 1 0 0 1 0 5 9 0 95 10 0 8 5 80 80 81 79 7895 87899091927777 777879828580787915 14 5 5 7 7 7 6 TRASH 13 767575 12 10 5 5 24' TYP. SCALE IN FEET 040 DESCRIPTION OF REVISIONREV.DATE APPR. DRAWINGDRAWN BY DATEAPPROVED BYSCALECOMM. NO.PREPARED FOR:DATESTAMPSHEET NO. NO. OF SHEETSLoureiro●●●●●©Loureiro Engineering Associates, Inc. All rights reserved 20191PRELIMINARY SITE LAYOUTVILLAGE APARTMENTS PHASE IIIVILLAGE APARTMENTS LLCJEROME ROAD, MONTVILLE, CT31 COGSWELL LANE, STAMFORD, CT88VA9.011" = 40BJM08/12/2020V:\CT\MONTVILLE\JEROME RD-00\E&S PHASE III\DWGS\PRELIMINARY SITE LAYOUT V2.DWG Tab: 24X36 Saved: 8/20/2020 4:10 PM Plotted: 8/20/2020 4:10 PMPARKING SUMMARY 46+85+136=267 SPACES - 31 REPLACEMENT SPACES EAST OF BUILDING 2 NET INCREASE IN SPACES = 236 SPACES 7(67%25,1*/2&$7,216 7(673,7/2&$7,216 &/$5(1&(:(/7,$662&,$7(6,1& 2&72%(5 $$ $ $$ $ $ $ %% % %% % %% & & & & & & & & 73 73 73 73 73 73 73 73 73 73 73 73 73 73 7373 73 7373 Proposed Apartment Buildings at Village III Village Apartment Road, Montville, CT Falling Head Permeability Test 10/26/20 Sample # Permeability (ft/day) Sample # Permeability (ft/day) TP-1, 5'-8' 109 TP-11, 5'-8' 3.2 TP-2, 5'-8' 9.1 TP-12, 3.5'-8' 1.1 TP-3, 4'-8' 86 TP-13, 1.5'-6' 2.9 TP-4, 4'-9' 155 TP-14, 6"-4'[ 97 TP-5, 4.5'-8' 243 TP-15, 3"- 3.8' 332 TP-6, 5'-8' 86 TP-16, 6.5' - 8' 16 TP-7, 4.5'-8' 39 TP-17, 4'-7' 20 TP-8, 4'-8' 49 TP-18, 6"-6' 112 TP-9, 5'-8' 194 TP-19, 4.3'-8' 0.68 TP-10, 5'-8.5' 5.6 WATER QUALITY VOLUME CALCULATIONS Water Quality Volume (WQV) 11.35        ac A = Area draining to the practice 5.37           ac AI = Impervious area draining to the practice 0.47           decimal I = Percent impervious area draining to the practice, in decimal form 0.48           unitless Rv = Runoff coefficient = 0.05 + (0.9 x I) 5.40           ac‐in WQV= 1” x Rv x A 19,604      cf WQV conversion (ac‐in x 43,560 sf/ac x 1ft/12”) Water Quality Flow (WQF) 1                inches P = Amount of rainfall.  For WQF in NH, P = 1".   0.48           inches Q = Water quality depth.  Q = WQV/A 93              unitless CN = Unit peak discharge curve number. CN =1000/(10+5P+10Q–10*[Q2 + 1.25*Q*P] 0.5) 0.7             inches S = Potential maximum retention.  S = (1000/CN)  ‐ 10 0.139        inches Ia = Initial abstraction.  Ia = 0.2S minutes Tc = Time of Concentration cfs/mi2/in qu is the unit peak discharge.  Obtain this value from TR‐55 exhibits 4‐II and 4‐III. ‐             cfs WQF = qu x WQV.  Conversion: to convert "cfs/mi2/in * ac‐in" to "cfs" multiply by 1mi2/640ac. GENERAL CALCULATIONS ‐ WQV and WQF (optional worksheet) Designer's Notes: Total Site Water Quality Volume for MS4 This worksheet may be useful when designing a BMP that does not fit into one of the specific worksheets  already provided (i.e. for a technology which is not a stormwater wetland, infiltration practice, etc.) NHDES Alteration of Terrain                                                                                                              Last Reviewed: August 2017 Water Quality Volume (WQV) 1.62 ac A = Area draining to the practice 0.59 ac AI = Impervious area draining to the practice 0.36 decimal I = Percent impervious area draining to the practice, in decimal form 0.38 unitless Rv = Runoff coefficient = 0.05 + (0.9 x I) 0.61 ac-in WQV= 1” x Rv x A 2,222 cf WQV conversion (ac-in x 43,560 sf/ac x 1ft/12”) Water Quality Flow (WQF) 1 inches P = Amount of rainfall. For WQF in NH, P = 1". 0.38 inches Q = Water quality depth. Q = WQV/A 91 unitless CN = Unit peak discharge curve number. CN =1000/(10+5P+10Q–10*[Q2 + 1.25*Q*P] 0.5) 0.9 inches S = Potential maximum retention. S = (1000/CN) - 10 0.188 inches Ia = Initial abstraction. Ia = 0.2S 10.0 minutes Tc = Time of Concentration 550.0 cfs/mi2/in qu is the unit peak discharge. Obtain this value from TR-55 exhibits 4-II and 4-III. 0.526 cfs WQF = qu x WQV. Conversion: to convert "cfs/mi2/in * ac-in" to "cfs" multiply by 1mi2/640ac. NHDES Alteration of Terrain Last Reviewed: August 2017 Impervious area, total area draining to practice, and time of concentration from StormCAD model Unit peak discharge interpolated from TR-55 exhibit 4-III GENERAL CALCULATIONS - WQV and WQF (optional worksheet) This worksheet may be useful when designing a BMP that does not fit into one of the specific worksheets already provided (i.e. for a technology which is not a stormwater wetland, infiltration practice, etc.) Designer's Notes:CDS-1 Water Quality Volume (WQV) 0.10           ac A = Area draining to the practice 0.10           ac AI = Impervious area draining to the practice 1.00           decimal I = Percent impervious area draining to the practice, in decimal form 0.95           unitless Rv = Runoff coefficient = 0.05 + (0.9 x I) 0.10           ac‐in WQV= 1” x Rv x A 359            cf WQV conversion (ac‐in x 43,560 sf/ac x 1ft/12”) Water Quality Flow (WQF) 1                inches P = Amount of rainfall.  For WQF in NH, P = 1".   0.95           inches Q = Water quality depth.  Q = WQV/A 100            unitless CN = Unit peak discharge curve number. CN =1000/(10+5P+10Q–10*[Q2 + 1.25*Q*P] 0.5) 0.0             inches S = Potential maximum retention.  S = (1000/CN)  ‐ 10 0.009        inches Ia = Initial abstraction.  Ia = 0.2S 5.0             minutes Tc = Time of Concentration 650.0       cfs/mi2/in qu is the unit peak discharge.  Obtain this value from TR‐55 exhibits 4‐II and 4‐III. 0.100        cfs WQF = qu x WQV.  Conversion: to convert "cfs/mi2/in * ac‐in" to "cfs" multiply by 1mi2/640ac. NHDES Alteration of Terrain                                                                                                              Last Reviewed: August 2017 GENERAL CALCULATIONS ‐ WQV and WQF (optional worksheet) Impervious area, total area draining to practice, and time of concentration from StormCAD model Designer's Notes: CDS‐2 This worksheet may be useful when designing a BMP that does not fit into one of the specific worksheets  already provided (i.e. for a technology which is not a stormwater wetland, infiltration practice, etc.) Unit peak discharge interpolated from TR‐55 exhibit 4‐III Water Quality Volume (WQV) 0.44           ac A = Area draining to the practice 0.21           ac AI = Impervious area draining to the practice 0.46           decimal I = Percent impervious area draining to the practice, in decimal form 0.47           unitless Rv = Runoff coefficient = 0.05 + (0.9 x I) 0.21           ac‐in WQV= 1” x Rv x A 750            cf WQV conversion (ac‐in x 43,560 sf/ac x 1ft/12”) Water Quality Flow (WQF) 1                inches P = Amount of rainfall.  For WQF in NH, P = 1".   0.47           inches Q = Water quality depth.  Q = WQV/A 93              unitless CN = Unit peak discharge curve number. CN =1000/(10+5P+10Q–10*[Q2 + 1.25*Q*P] 0.5) 0.7             inches S = Potential maximum retention.  S = (1000/CN)  ‐ 10 0.143        inches Ia = Initial abstraction.  Ia = 0.2S 10.0           minutes Tc = Time of Concentration 560.0       cfs/mi2/in qu is the unit peak discharge.  Obtain this value from TR‐55 exhibits 4‐II and 4‐III. 0.181        cfs WQF = qu x WQV.  Conversion: to convert "cfs/mi2/in * ac‐in" to "cfs" multiply by 1mi2/640ac. NHDES Alteration of Terrain                                                                                                              Last Reviewed: August 2017 GENERAL CALCULATIONS ‐ WQV and WQF (optional worksheet) Impervious area, total area draining to practice, and time of concentration from StormCAD model Designer's Notes: CDS‐3 This worksheet may be useful when designing a BMP that does not fit into one of the specific worksheets  already provided (i.e. for a technology which is not a stormwater wetland, infiltration practice, etc.) Unit peak discharge interpolated from TR‐55 exhibit 4‐III Water Quality Volume (WQV) 0.60           ac A = Area draining to the practice 0.51           ac AI = Impervious area draining to the practice 0.85           decimal I = Percent impervious area draining to the practice, in decimal form 0.82           unitless Rv = Runoff coefficient = 0.05 + (0.9 x I) 0.49           ac‐in WQV= 1” x Rv x A 1,779        cf WQV conversion (ac‐in x 43,560 sf/ac x 1ft/12”) Water Quality Flow (WQF) 1                inches P = Amount of rainfall.  For WQF in NH, P = 1".   0.82           inches Q = Water quality depth.  Q = WQV/A 98              unitless CN = Unit peak discharge curve number. CN =1000/(10+5P+10Q–10*[Q2 + 1.25*Q*P] 0.5) 0.2             inches S = Potential maximum retention.  S = (1000/CN)  ‐ 10 0.035        inches Ia = Initial abstraction.  Ia = 0.2S 5.0             minutes Tc = Time of Concentration 650.0       cfs/mi2/in qu is the unit peak discharge.  Obtain this value from TR‐55 exhibits 4‐II and 4‐III. 0.498        cfs WQF = qu x WQV.  Conversion: to convert "cfs/mi2/in * ac‐in" to "cfs" multiply by 1mi2/640ac. NHDES Alteration of Terrain                                                                                                              Last Reviewed: August 2017 Impervious area, total area draining to practice, and time of concentration from HydroCAD model Unit peak discharge interpolated from TR‐55 exhibit 4‐III GENERAL CALCULATIONS ‐ WQV and WQF (optional worksheet) This worksheet may be useful when designing a BMP that does not fit into one of the specific worksheets  already provided (i.e. for a technology which is not a stormwater wetland, infiltration practice, etc.) Designer's Notes: CDS‐4 Water Quality Volume (WQV) 3.06           ac A = Area draining to the practice 2.10           ac AI = Impervious area draining to the practice 0.69           decimal I = Percent impervious area draining to the practice, in decimal form 0.67           unitless Rv = Runoff coefficient = 0.05 + (0.9 x I) 2.04           ac‐in WQV= 1” x Rv x A 7,416        cf WQV conversion (ac‐in x 43,560 sf/ac x 1ft/12”) Water Quality Flow (WQF) 1                inches P = Amount of rainfall.  For WQF in NH, P = 1".   0.67           inches Q = Water quality depth.  Q = WQV/A 97              unitless CN = Unit peak discharge curve number. CN =1000/(10+5P+10Q–10*[Q2 + 1.25*Q*P] 0.5) 0.4             inches S = Potential maximum retention.  S = (1000/CN)  ‐ 10 0.072        inches Ia = Initial abstraction.  Ia = 0.2S 20.0           minutes Tc = Time of Concentration 480.0       cfs/mi2/in qu is the unit peak discharge.  Obtain this value from TR‐55 exhibits 4‐II and 4‐III. 1.532        cfs WQF = qu x WQV.  Conversion: to convert "cfs/mi2/in * ac‐in" to "cfs" multiply by 1mi2/640ac. NHDES Alteration of Terrain                                                                                                              Last Reviewed: August 2017 Impervious area, total area draining to practice, and time of concentration from HydroCAD model Unit peak discharge interpolated from TR‐55 exhibit 4‐III GENERAL CALCULATIONS ‐ WQV and WQF (optional worksheet) This worksheet may be useful when designing a BMP that does not fit into one of the specific worksheets  already provided (i.e. for a technology which is not a stormwater wetland, infiltration practice, etc.) Designer's Notes: CDS‐5 Water Quality Volume (WQV) 0.42           ac A = Area draining to the practice 0.36           ac AI = Impervious area draining to the practice 0.85           decimal I = Percent impervious area draining to the practice, in decimal form 0.81           unitless Rv = Runoff coefficient = 0.05 + (0.9 x I) 0.34           ac‐in WQV= 1” x Rv x A 1,236        cf WQV conversion (ac‐in x 43,560 sf/ac x 1ft/12”) Water Quality Flow (WQF) 1                inches P = Amount of rainfall.  For WQF in NH, P = 1".   0.81           inches Q = Water quality depth.  Q = WQV/A 98              unitless CN = Unit peak discharge curve number. CN =1000/(10+5P+10Q–10*[Q2 + 1.25*Q*P] 0.5) 0.2             inches S = Potential maximum retention.  S = (1000/CN)  ‐ 10 0.036        inches Ia = Initial abstraction.  Ia = 0.2S 5.0             minutes Tc = Time of Concentration 650.0       cfs/mi2/in qu is the unit peak discharge.  Obtain this value from TR‐55 exhibits 4‐II and 4‐III. 0.346        cfs WQF = qu x WQV.  Conversion: to convert "cfs/mi2/in * ac‐in" to "cfs" multiply by 1mi2/640ac. NHDES Alteration of Terrain                                                                                                              Last Reviewed: August 2017 Impervious area, total area draining to practice, and time of concentration from HydroCAD model Unit peak discharge interpolated from TR‐55 exhibit 4‐III GENERAL CALCULATIONS ‐ WQV and WQF (optional worksheet) This worksheet may be useful when designing a BMP that does not fit into one of the specific worksheets  already provided (i.e. for a technology which is not a stormwater wetland, infiltration practice, etc.) Designer's Notes: CDS‐6 Project Information Project Name Village Apartments Option #A Country UNITED_STATES State Connecticut City Uncasville Contact Information First Name Benjamin Last Name Miller Company Loureiro Engineering Phone #603-621-5718 Email bjmiller@loureiro.com Design Criteria Site Designation HDS1 Sizing Method Treatment Flow Rate Screening Required?No Treatment Flow Rate 0.53 Peak Flow (cfs)4.50 Groundwater Depth (ft)10 - 15 Pipe Invert Depth (ft)0 - 5 Bedrock Depth (ft)>15 Multiple Inlets?Yes Grate Inlet Required?Yes Pipe Size (in)18.00 Required Particle Size Distribution? No 90° between two inlets? Yes Treatment Selection Treatment Unit CDS System Model CDS2020-5-C Target Removal 80%Particle Size Distribution (PSD) 50 Hydrodynamic Separation Product Calculator Village Apartments HDS1 CDS CDS2020-5-C Project Information Project Name Village Apartments Option #A Country UNITED_STATES State Connecticut City Uncasville Contact Information First Name Benjamin Last Name Miller Company Loureiro Engineering Phone #603-621-5718 Email bjmiller@loureiro.com Design Criteria Site Designation HDS2 Sizing Method Treatment Flow Rate Screening Required?No Treatment Flow Rate 0.10 Peak Flow (cfs)0.80 Groundwater Depth (ft)10 - 15 Pipe Invert Depth (ft)0 - 5 Bedrock Depth (ft)10 - 15 Multiple Inlets?No Grate Inlet Required?Yes Pipe Size (in)12.00 Required Particle Size Distribution? No 90° between two inlets? N/A Treatment Selection Treatment Unit CDS System Model CDS1515-3-C Target Removal 80%Particle Size Distribution (PSD) 50 Hydrodynamic Separation Product Calculator Village Apartments HDS2 CDS CDS1515-3-C Project Information Project Name Village Apartments Option #A Country UNITED_STATES State Connecticut City Uncasville Contact Information First Name Benjamin Last Name Miller Company Loureiro Engineering Phone #603-621-5718 Email bjmiller@loureiro.com Design Criteria Site Designation HDS3 Sizing Method Treatment Flow Rate Screening Required?No Treatment Flow Rate 0.18 Peak Flow (cfs)1.99 Groundwater Depth (ft)10 - 15 Pipe Invert Depth (ft)0 - 5 Bedrock Depth (ft)>15 Multiple Inlets?No Grate Inlet Required?No Pipe Size (in)12.00 Required Particle Size Distribution? No 90° between two inlets? N/A Treatment Selection Treatment Unit CDS System Model CDS1515-3-C Target Removal 80%Particle Size Distribution (PSD) 50 Hydrodynamic Separation Product Calculator Village Apartments HDS3 CDS CDS1515-3-C Project Information Project Name Village Apartments Option #A Country UNITED_STATES State Connecticut City Uncasville Contact Information First Name Benjamin Last Name Miller Company Loureiro Engineering Phone #603-621-5718 Email bjmiller@loureiro.com Design Criteria Site Designation HDS2 Sizing Method Treatment Flow Rate Screening Required?No Treatment Flow Rate 0.10 Peak Flow (cfs)0.80 Groundwater Depth (ft)10 - 15 Pipe Invert Depth (ft)0 - 5 Bedrock Depth (ft)10 - 15 Multiple Inlets?No Grate Inlet Required?Yes Pipe Size (in)12.00 Required Particle Size Distribution? No 90° between two inlets? N/A Treatment Selection Treatment Unit CDS System Model CDS1515-3-C Target Removal 80%Particle Size Distribution (PSD) 50 Hydrodynamic Separation Product Calculator Village Apartments HDS2 CDS CDS1515-3-C Project Information Project Name Village Apartments Option #A Country UNITED_STATES State Connecticut City Uncasville Contact Information First Name Benjamin Last Name Miller Company Loureiro Engineering Phone #603-621-5718 Email bjmiller@loureiro.com Design Criteria Site Designation HDS5 Sizing Method Treatment Flow Rate Screening Required?No Treatment Flow Rate 1.53 Peak Flow (cfs)12.50 Groundwater Depth (ft)>15 Pipe Invert Depth (ft)10 - 15 Bedrock Depth (ft)>15 Multiple Inlets?No Grate Inlet Required?No Pipe Size (in)24.00 Required Particle Size Distribution? No 90° between two inlets? N/A Treatment Selection Treatment Unit CDS System Model CDS3035-6-C Target Removal 80%Particle Size Distribution (PSD) 50 Hydrodynamic Separation Product Calculator Village Apartments HDS5 CDS CDS3035-6-C Project Information Project Name Village Apartments Option #A Country UNITED_STATES State Connecticut City Uncasville Contact Information First Name Benjamin Last Name Miller Company Loureiro Engineering Phone #603-621-5718 Email bjmiller@loureiro.com Design Criteria Site Designation HDS6 Sizing Method Treatment Flow Rate Screening Required?No Treatment Flow Rate 0.35 Peak Flow (cfs)3.00 Groundwater Depth (ft)10 - 15 Pipe Invert Depth (ft)0 - 5 Bedrock Depth (ft)>15 Multiple Inlets?Yes Grate Inlet Required?No Pipe Size (in)15.00 Required Particle Size Distribution? No 90° between two inlets? No Treatment Selection Treatment Unit CDS System Model CDS2015-4-C Target Removal 80%Particle Size Distribution (PSD) 50 Hydrodynamic Separation Product Calculator Village Apartments HDS6 CDS CDS2015-4-C GROUNDWATER RECHARGE VOLUME CALCULATIONS (Env-Wq 1507.04) 2.79 ac Area of HSG A soil that was replaced by impervious cover 0.40" 2.36 ac Area of HSG B soil that was replaced by impervious cover 0.25" - ac Area of HSG C soil that was replaced by impervious cover 0.10" - ac Area of HSG D soil or impervious cover that was replaced by impervious cover 0.0" 0.33 inches Rd = Weighted groundwater recharge depth 1.7056 ac-in GRV = AI * Rd 6,191 cf GRV conversion (ac-in x 43,560 sf/ac x 1ft/12”) GROUNDWATER RECHARGE VOLULME (GRV) CALCULATION NHDES Alteration of Terrain Last Revised December 2017 Provide calculations below showing that the project meets the groundwater recharge requirements (Env- Wq 1507.04): STORMWATER BMPS - STAGE AND STORAGE SUMMARIES ©Loureiro Engineering Associates, Inc. All rights reserved 2019 LoureiroEngineering ●Construction ●EH&S ●Energy Waste ● Facility Services ● Laboratory DATE SCALE COMM. NO. PREPARED FOR: Loureiro Engineering Associates, Inc. 100 Fort Hill Road● Groton, Connecticut 06340 Phone: 860-448-0400 ● Fax: 860-448-0899 An Employee Owned Company ● www.Loureiro.com DRAINAGE REPORT TECHNICAL APPENDIX - STORMWATER BMPS - STAGE AND STORAGE SUMMARIES VILLAGE APARTMENTS PHASE - III VILLAGE APARTMENTS LLC JEROME RD & JEROME AVE, UNCASVILLE - MONTVILLE, CT 1099 NORTH STREET, WHITE PLAINS, NY 88VA9.01 N.T.S. 3/11/2021 V:\CT\MONTVILLE\JEROME RD-00\E&S PHASE III\DWGS\FIGURES\DRAINAGE REPORT FIGURES.DWG Tab: FIGURE 6A Saved: 1/6/2022 9:21 AM Plotted: 1/6/2022 9:22 AMUNDERGROUND DETENTION/INFILTRATION SYSTEM 1- STORMTECH SC-740 STORM FREQUENCY WATER SURFACE ELEVATION (FT.)STORAGE VOLUME (CF) WQV 73.01 12 2 YEAR 73.38 557 10 YEAR 74.10 2,512 25 YEAR 74.67 4,118 100 YEAR 75.78 6,729 UNDERGROUND DETENTION/INFILTRATION SYSTEM ELEVATIONS: TOP OF STONE ELEV. = 76.5 TOP OF CHAMBER ELEV. = 76.0 BOTTOM OF CHAMBER ELEV. = 73.5 BOTTOM OF STONE ELEV. = 73.0 OUTLET CONTROL STRUCTURE ELEVATIONS: TOP OF FRAME ELEV. = 80.10 RECTANGULAR WEIR INV. ELEV. = 76.00 4" ORIFICE INV. ELEV. = 74.75 4" ORIFICE INV. ELEV. = 73.75 12" INV. OUT ELEV. = 73.50 BIORETENTION BASIN 1 STORM FREQUENCY WATER SURFACE ELEVATION (FT.)STORAGE VOLUME (CF) WQV 72.00 1 2 YEAR 72.10 210 10 YEAR 72.71 1,700 25 YEAR 73.18 3,051 100 YEAR 73.98 5,879 BASIN ELEVATIONS: TOP OF BASIN ELEV. = 75.00 BOTTOM OF BASIN ELEV. = 72.00 OUTLET CONTROL STRUCTURE ELEVATIONS: TOP OF FRAME ELEV. = 74.75 4" ORIFICE INV. ELEV. = 73.50 4" ORIFICE INV. ELEV. = 72.50 12" INV. OUT ELEV. = 72.50 ©Loureiro Engineering Associates, Inc. All rights reserved 2019 LoureiroEngineering ●Construction ●EH&S ●Energy Waste ● Facility Services ● Laboratory DATE SCALE COMM. NO. PREPARED FOR: Loureiro Engineering Associates, Inc. 100 Fort Hill Road● Groton, Connecticut 06340 Phone: 860-448-0400 ● Fax: 860-448-0899 An Employee Owned Company ● www.Loureiro.com DRAINAGE REPORT TECHNICAL APPENDIX - STORMWATER BMPS - STAGE AND STORAGE SUMMARIES VILLAGE APARTMENTS PHASE - III VILLAGE APARTMENTS LLC JEROME RD & JEROME AVE, UNCASVILLE - MONTVILLE, CT 1099 NORTH STREET, WHITE PLAINS, NY 88VA9.01 N.T.S. 3/11/2021 V:\CT\MONTVILLE\JEROME RD-00\E&S PHASE III\DWGS\FIGURES\DRAINAGE REPORT FIGURES.DWG Tab: FIGURE 6B Saved: 1/6/2022 9:21 AM Plotted: 1/6/2022 9:22 AMUNDERGROUND DETENTION/INFILTRATION SYSTEM 2 - STORMTECH SC-740 STORM FREQUENCY WATER SURFACE ELEVATION (FT.)STORAGE VOLUME (CF) WQV 72.51 18 2 YEAR 73.02 1,696 10 YEAR 73.85 7,095 25 YEAR 74.48 10,866 100 YEAR 75.78 16,483 UNDERGROUND DETENTION/INFILTRATION SYSTEM ELEVATIONS: TOP OF STONE ELEV. = 76.0 TOP OF CHAMBER ELEV. = 75.5 BOTTOM OF CHAMBER ELEV. = 73.0 BOTTOM OF STONE ELEV. = 72.5 OUTLET CONTROL STRUCTURE ELEVATIONS: TOP OF FRAME ELEV. = 79.60 RECTANGULAR WEIR INV. ELEV. = 75.50 8" ORIFICE INV. ELEV. = 73.00 15" INV. OUT ELEV. = 73.00 UNDERGROUND DETENTION/INFILTRATION SYSTEM 3 - STORMTECH SC-310 STORM FREQUENCY WATER SURFACE ELEVATION (FT.)STORAGE VOLUME (CF) WQV 70.69 329 2 YEAR 71.38 2,156 10 YEAR 71.81 3,475 25 YEAR 72.07 4,156 100 YEAR 72.52 4,997 UNDERGROUND DETENTION/INFILTRATION SYSTEM ELEVATIONS: TOP OF STONE ELEV. = 72.83 TOP OF CHAMBER ELEV. = 72.33 BOTTOM OF CHAMBER ELEV. = 71.0 BOTTOM OF STONE ELEV. = 70.5 OUTLET CONTROL STRUCTURE ELEVATIONS: TOP OF FRAME ELEV. = 78.45 18" INV. OUT ELEV. = 71.10 RIPRAP APRON DESIGN Outlet Protection Design Outlet 1 Reference: A. Apron width at culvert end (W1) = 3 Sp where Sp = outlet pipe diameter B. Apron length (La) = 3 (Q-5) + 10 (Sp)3/2 C. Apron width at downstream end (W) = 3Sp + 0.7La where La = apron length Type B Riprap Apron (Tailwater Condition) : TW>0.5 dia of outlet Peak Q(25yr)=0.37 cfs PIPE DIA=1 ft A. W1= 3(Sp ) = ft 3 ft B. La = 3 ( Q-5 ) + 10 = ft 10 ft (Sp) 1.5 *Use Min. La=10 ft (Table 11-13.1 of Drainage Manual) C. W2 = 3(Sp ) + 0.7(La) = ft 10 ft V(25yr)=3.67 fps Therfore; Use Modified Riprap Connecticut Department of Transportation Drainage Manual, Dated October 2000 Outlet Protection Design Outlet 2 Reference: A. Apron width at culvert end (W1) = 3 Sp where Sp = outlet pipe diameter B. Apron length (La) = 3 (Q-5) + 10 (Sp)3/2 C. Apron width at downstream end (W) = 3Sp + 0.7La where La = apron length Type B Riprap Apron (Tailwater Condition) : TW>0.5 dia of outlet Peak Q(25yr)=1.97 cfs PIPE DIA=1 ft A. W1= 3(Sp ) = ft 3 ft B. La = 3 ( Q-5 ) + 10 = ft 10 ft (Sp) 1.5 *Use Min. La=10 ft (Table 11-13.1 of Drainage Manual) C. W2 = 3(Sp ) + 0.7(La) = ft 10 ft V(25yr)=2.53 fps Therfore; Use Modified Riprap Connecticut Department of Transportation Drainage Manual, Dated October 2000 Outlet Protection Design Outlet 3 Reference: A. Apron width at culvert end (W1) = 3 Sp where Sp = outlet pipe diameter B. Apron length (La) = 1.8 (Q-5) + 10 (Sp)3/2 C. Apron width at downstream end (W) = 3Sp + 0.7La where La = apron length Type A Riprap Apron (Tailwater Condition) : TW<0.5 dia of outlet Peak Q(25yr)=4.94 cfs PIPE DIA=1.5 ft A. W1= 3(Sp ) = ft 5 ft B. La = 1.8 ( Q-5 ) + 10 = ft 12 ft (Sp) 1.5 *Use Min. La=12 ft (Table 11-12.1 of Drainage Manual) C. W2 = 3(Sp ) + 0.7(La) = ft 13 ft V(25yr)=4.5 fps Therfore; Use Modified Riprap Connecticut Department of Transportation Drainage Manual, Dated October 2000 EXISTING CONDITIONS HYDROCAD REPORT DA1 DA1 DA2 DA2 DA3 DA3 DA4 DA4 DA5 DA5 AP1 Analysis Point 1 - Edge of Wetlands AP2 Analysis Point 2 - Downstream End of 36" RCP Culvert AP3 Analysis Point 3 - Southeast PL AP4 Analysis Point 4 - East PL AP5 Analysis Point 5 - PL along Jerome Ave WL Wetlands Routing Diagram for Existing HydrologyPrepared by {enter your company name here}, Printed 2/19/2021 HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 1.999 39 >75% Grass cover, Good HSG A (DA1, DA2, DA3, DA4, DA5) 0.593 61 >75% Grass cover, Good HSG B (DA1, DA2, DA3, DA5) 1.010 98 Paved parking HSG A (DA2, DA3, DA4) 0.385 98 Paved parking HSG B (DA2, DA3) 0.352 98 Roofs HSG A (DA2, DA3, DA5) 0.158 98 Roofs HSG B (DA2, DA5) 3.051 30 Woods, Good HSG A (DA1, DA2, DA3, DA4, DA5) 3.636 55 Woods, Good HSG B (DA1, DA2, DA3, DA5) 0.022 77 Woods, Good HSG D (DA1) 11.206 53 TOTAL AREA Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 6.412 HSG A DA1, DA2, DA3, DA4, DA5 4.772 HSG B DA1, DA2, DA3, DA5 0.000 HSG C 0.022 HSG D DA1 0.000 Other 11.206 TOTAL AREA Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 1.999 0.593 0.000 0.000 0.000 2.592 >75% Grass cover, Good DA1, DA2, DA3, DA4, DA5 1.010 0.385 0.000 0.000 0.000 1.395 Paved parking DA2, DA3, DA4 0.352 0.158 0.000 0.000 0.000 0.510 Roofs DA2, DA3, DA5 3.051 3.636 0.000 0.022 0.000 6.709 Woods, Good DA1, DA2, DA3, DA4, DA5 6.412 4.772 0.000 0.022 0.000 11.206 TOTAL AREA Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 DA2 0.00 0.00 553.0 0.0100 0.012 15.0 0.0 0.0 Type III 24-hr 2-Year Rainfall=3.46"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=4.046 ac 0.00% Impervious Runoff Depth=0.06"Subcatchment DA1: DA1 Flow Length=573' Tc=30.6 min CN=44 Runoff=0.03 cfs 0.021 af Runoff Area=3.262 ac 52.79% Impervious Runoff Depth=1.34"Subcatchment DA2: DA2 Flow Length=845' Tc=27.3 min CN=76 Runoff=2.93 cfs 0.363 af Runoff Area=2.645 ac 2.50% Impervious Runoff Depth=0.03"Subcatchment DA3: DA3 Flow Length=700' Tc=50.5 min CN=42 Runoff=0.01 cfs 0.007 af Runoff Area=0.172 ac 29.07% Impervious Runoff Depth=0.30"Subcatchment DA4: DA4 Tc=5.0 min CN=54 Runoff=0.02 cfs 0.004 af Runoff Area=1.081 ac 6.20% Impervious Runoff Depth=0.06"Subcatchment DA5: DA5 Flow Length=261' Tc=37.8 min CN=44 Runoff=0.01 cfs 0.006 af Inflow=0.03 cfs 0.021 afLink AP1: Analysis Point 1 - Edge of Wetlands Primary=0.03 cfs 0.021 af Inflow=2.93 cfs 0.363 afLink AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Primary=2.93 cfs 0.363 af Inflow=0.01 cfs 0.007 afLink AP3: Analysis Point 3 - Southeast PL Primary=0.01 cfs 0.007 af Inflow=0.02 cfs 0.004 afLink AP4: Analysis Point 4 - East PL Primary=0.02 cfs 0.004 af Inflow=0.01 cfs 0.006 afLink AP5: Analysis Point 5 - PL along Jerome Ave Primary=0.01 cfs 0.006 af Inflow=2.93 cfs 0.384 afLink WL: Wetlands Primary=2.93 cfs 0.384 af Total Runoff Area = 11.206 ac Runoff Volume = 0.401 af Average Runoff Depth = 0.43" 83.00% Pervious = 9.301 ac 17.00% Impervious = 1.905 ac Type III 24-hr 2-Year Rainfall=3.46"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1: DA1 Runoff = 0.03 cfs @ 15.47 hrs, Volume= 0.021 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description 1.557 30 Woods, Good HSG A 0.022 77 Woods, Good HSG D 1.988 55 Woods, Good HSG B 0.373 39 >75% Grass cover, Good HSG A 0.106 61 >75% Grass cover, Good HSG B 4.046 44 Weighted Average 4.046 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.9 100 0.0876 0.08 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 10.7 473 0.0870 0.74 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 30.6 573 Total Summary for Subcatchment DA2: DA2 Runoff = 2.93 cfs @ 12.41 hrs, Volume= 0.363 af, Depth= 1.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description * 0.923 98 Paved parking HSG A * 0.384 98 Paved parking HSG B * 0.157 98 Roofs HSG B * 0.258 98 Roofs HSG A * 0.113 30 Woods, Good HSG A * 0.675 55 Woods, Good HSG B * 0.400 39 >75% Grass cover, Good HSG A * 0.352 61 >75% Grass cover, Good HSG B 3.262 76 Weighted Average 1.540 47.21% Pervious Area 1.722 52.79% Impervious Area Type III 24-hr 2-Year Rainfall=3.46"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.5 100 0.0577 0.07 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 1.9 119 0.1822 1.07 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.6 553 0.0100 5.70 7.00 Pipe Channel, Pipe Flow 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.012 Corrugated PP, smooth interior 0.3 73 0.0444 3.61 57.70 Trap/Vee/Rect Channel Flow, Channel Flow Bot.W=4.00' D=2.00' Z= 2.0 '/' Top.W=12.00' n= 0.100 Earth, dense brush, high stage 27.3 845 Total Summary for Subcatchment DA3: DA3 Runoff = 0.01 cfs @ 17.34 hrs, Volume= 0.007 af, Depth= 0.03" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description * 1.167 30 Woods, Good HSG A * 0.001 98 Paved parking HSG B * 0.037 98 Paved parking HSG A * 0.028 98 Roofs HSG A * 0.913 55 Woods, Good HSG B * 0.467 39 >75% Grass cover, Good HSG A * 0.032 61 >75% Grass cover, Good HSG B 2.645 42 Weighted Average 2.579 97.50% Pervious Area 0.066 2.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.9 100 0.0291 0.05 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 3.4 131 0.0645 0.63 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.1 87 0.0359 1.33 Shallow Concentrated Flow, Shallow Conc. Flow Short Grass Pasture Kv= 7.0 fps 0.2 50 0.0285 3.43 Shallow Concentrated Flow, Shallow Conc. Flow Paved Kv= 20.3 fps 1.8 197 0.0689 1.84 Shallow Concentrated Flow, Shallow Conc. Flow Short Grass Pasture Kv= 7.0 fps 13.1 135 0.0047 0.17 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 50.5 700 Total Type III 24-hr 2-Year Rainfall=3.46"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA4: DA4 Runoff = 0.02 cfs @ 12.29 hrs, Volume= 0.004 af, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description 0.050 98 Paved parking HSG A 0.048 30 Woods, Good HSG A 0.074 39 >75% Grass cover, Good HSG A 0.172 54 Weighted Average 0.122 70.93% Pervious Area 0.050 29.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min.Tc for Paved Areas Summary for Subcatchment DA5: DA5 Runoff = 0.01 cfs @ 15.58 hrs, Volume= 0.006 af, Depth= 0.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description * 0.166 30 Woods, Good HSG A * 0.001 98 Roofs HSG B * 0.066 98 Roofs HSG A * 0.060 55 Woods, Good HSG B * 0.685 39 >75% Grass cover, Good HSG A * 0.103 61 >75% Grass cover, Good HSG B 1.081 44 Weighted Average 1.014 93.80% Pervious Area 0.067 6.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 97 0.0328 0.06 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 1.3 3 0.0025 0.04 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 7.7 161 0.0025 0.35 Shallow Concentrated Flow, Shallow Conc. Flow Short Grass Pasture Kv= 7.0 fps 37.8 261 Total Type III 24-hr 2-Year Rainfall=3.46"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 10HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP1: Analysis Point 1 - Edge of Wetlands Inflow Area = 4.046 ac, 0.00% Impervious, Inflow Depth = 0.06" for 2-Year event Inflow = 0.03 cfs @ 15.47 hrs, Volume= 0.021 af Primary = 0.03 cfs @ 15.47 hrs, Volume= 0.021 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Inflow Area = 3.262 ac, 52.79% Impervious, Inflow Depth = 1.34" for 2-Year event Inflow = 2.93 cfs @ 12.41 hrs, Volume= 0.363 af Primary = 2.93 cfs @ 12.41 hrs, Volume= 0.363 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP3: Analysis Point 3 - Southeast PL Inflow Area = 2.645 ac, 2.50% Impervious, Inflow Depth = 0.03" for 2-Year event Inflow = 0.01 cfs @ 17.34 hrs, Volume= 0.007 af Primary = 0.01 cfs @ 17.34 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP4: Analysis Point 4 - East PL Inflow Area = 0.172 ac, 29.07% Impervious, Inflow Depth = 0.30" for 2-Year event Inflow = 0.02 cfs @ 12.29 hrs, Volume= 0.004 af Primary = 0.02 cfs @ 12.29 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP5: Analysis Point 5 - PL along Jerome Ave Inflow Area = 1.081 ac, 6.20% Impervious, Inflow Depth = 0.06" for 2-Year event Inflow = 0.01 cfs @ 15.58 hrs, Volume= 0.006 af Primary = 0.01 cfs @ 15.58 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link WL: Wetlands Inflow Area = 7.308 ac, 23.56% Impervious, Inflow Depth = 0.63" for 2-Year event Inflow = 2.93 cfs @ 12.41 hrs, Volume= 0.384 af Primary = 2.93 cfs @ 12.41 hrs, Volume= 0.384 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=4.046 ac 0.00% Impervious Runoff Depth=0.43"Subcatchment DA1: DA1 Flow Length=573' Tc=30.6 min CN=44 Runoff=0.56 cfs 0.146 af Runoff Area=3.262 ac 52.79% Impervious Runoff Depth=2.63"Subcatchment DA2: DA2 Flow Length=845' Tc=27.3 min CN=76 Runoff=5.92 cfs 0.716 af Runoff Area=2.645 ac 2.50% Impervious Runoff Depth=0.34"Subcatchment DA3: DA3 Flow Length=700' Tc=50.5 min CN=42 Runoff=0.19 cfs 0.076 af Runoff Area=0.172 ac 29.07% Impervious Runoff Depth=0.98"Subcatchment DA4: DA4 Tc=5.0 min CN=54 Runoff=0.16 cfs 0.014 af Runoff Area=1.081 ac 6.20% Impervious Runoff Depth=0.43"Subcatchment DA5: DA5 Flow Length=261' Tc=37.8 min CN=44 Runoff=0.14 cfs 0.039 af Inflow=0.56 cfs 0.146 afLink AP1: Analysis Point 1 - Edge of Wetlands Primary=0.56 cfs 0.146 af Inflow=5.92 cfs 0.716 afLink AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Primary=5.92 cfs 0.716 af Inflow=0.19 cfs 0.076 afLink AP3: Analysis Point 3 - Southeast PL Primary=0.19 cfs 0.076 af Inflow=0.16 cfs 0.014 afLink AP4: Analysis Point 4 - East PL Primary=0.16 cfs 0.014 af Inflow=0.14 cfs 0.039 afLink AP5: Analysis Point 5 - PL along Jerome Ave Primary=0.14 cfs 0.039 af Inflow=6.21 cfs 0.862 afLink WL: Wetlands Primary=6.21 cfs 0.862 af Total Runoff Area = 11.206 ac Runoff Volume = 0.991 af Average Runoff Depth = 1.06" 83.00% Pervious = 9.301 ac 17.00% Impervious = 1.905 ac Type III 24-hr 10-Year Rainfall=5.12"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 12HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1: DA1 Runoff = 0.56 cfs @ 12.68 hrs, Volume= 0.146 af, Depth= 0.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description 1.557 30 Woods, Good HSG A 0.022 77 Woods, Good HSG D 1.988 55 Woods, Good HSG B 0.373 39 >75% Grass cover, Good HSG A 0.106 61 >75% Grass cover, Good HSG B 4.046 44 Weighted Average 4.046 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.9 100 0.0876 0.08 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 10.7 473 0.0870 0.74 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 30.6 573 Total Summary for Subcatchment DA2: DA2 Runoff = 5.92 cfs @ 12.38 hrs, Volume= 0.716 af, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description * 0.923 98 Paved parking HSG A * 0.384 98 Paved parking HSG B * 0.157 98 Roofs HSG B * 0.258 98 Roofs HSG A * 0.113 30 Woods, Good HSG A * 0.675 55 Woods, Good HSG B * 0.400 39 >75% Grass cover, Good HSG A * 0.352 61 >75% Grass cover, Good HSG B 3.262 76 Weighted Average 1.540 47.21% Pervious Area 1.722 52.79% Impervious Area Type III 24-hr 10-Year Rainfall=5.12"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 13HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.5 100 0.0577 0.07 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 1.9 119 0.1822 1.07 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.6 553 0.0100 5.70 7.00 Pipe Channel, Pipe Flow 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.012 Corrugated PP, smooth interior 0.3 73 0.0444 3.61 57.70 Trap/Vee/Rect Channel Flow, Channel Flow Bot.W=4.00' D=2.00' Z= 2.0 '/' Top.W=12.00' n= 0.100 Earth, dense brush, high stage 27.3 845 Total Summary for Subcatchment DA3: DA3 Runoff = 0.19 cfs @ 13.08 hrs, Volume= 0.076 af, Depth= 0.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description * 1.167 30 Woods, Good HSG A * 0.001 98 Paved parking HSG B * 0.037 98 Paved parking HSG A * 0.028 98 Roofs HSG A * 0.913 55 Woods, Good HSG B * 0.467 39 >75% Grass cover, Good HSG A * 0.032 61 >75% Grass cover, Good HSG B 2.645 42 Weighted Average 2.579 97.50% Pervious Area 0.066 2.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.9 100 0.0291 0.05 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 3.4 131 0.0645 0.63 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.1 87 0.0359 1.33 Shallow Concentrated Flow, Shallow Conc. Flow Short Grass Pasture Kv= 7.0 fps 0.2 50 0.0285 3.43 Shallow Concentrated Flow, Shallow Conc. Flow Paved Kv= 20.3 fps 1.8 197 0.0689 1.84 Shallow Concentrated Flow, Shallow Conc. Flow Short Grass Pasture Kv= 7.0 fps 13.1 135 0.0047 0.17 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 50.5 700 Total Type III 24-hr 10-Year Rainfall=5.12"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 14HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA4: DA4 Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.014 af, Depth= 0.98" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description 0.050 98 Paved parking HSG A 0.048 30 Woods, Good HSG A 0.074 39 >75% Grass cover, Good HSG A 0.172 54 Weighted Average 0.122 70.93% Pervious Area 0.050 29.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min.Tc for Paved Areas Summary for Subcatchment DA5: DA5 Runoff = 0.14 cfs @ 12.80 hrs, Volume= 0.039 af, Depth= 0.43" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description * 0.166 30 Woods, Good HSG A * 0.001 98 Roofs HSG B * 0.066 98 Roofs HSG A * 0.060 55 Woods, Good HSG B * 0.685 39 >75% Grass cover, Good HSG A * 0.103 61 >75% Grass cover, Good HSG B 1.081 44 Weighted Average 1.014 93.80% Pervious Area 0.067 6.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 97 0.0328 0.06 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 1.3 3 0.0025 0.04 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 7.7 161 0.0025 0.35 Shallow Concentrated Flow, Shallow Conc. Flow Short Grass Pasture Kv= 7.0 fps 37.8 261 Total Type III 24-hr 10-Year Rainfall=5.12"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 15HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP1: Analysis Point 1 - Edge of Wetlands Inflow Area = 4.046 ac, 0.00% Impervious, Inflow Depth = 0.43" for 10-Year event Inflow = 0.56 cfs @ 12.68 hrs, Volume= 0.146 af Primary = 0.56 cfs @ 12.68 hrs, Volume= 0.146 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Inflow Area = 3.262 ac, 52.79% Impervious, Inflow Depth = 2.63" for 10-Year event Inflow = 5.92 cfs @ 12.38 hrs, Volume= 0.716 af Primary = 5.92 cfs @ 12.38 hrs, Volume= 0.716 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP3: Analysis Point 3 - Southeast PL Inflow Area = 2.645 ac, 2.50% Impervious, Inflow Depth = 0.34" for 10-Year event Inflow = 0.19 cfs @ 13.08 hrs, Volume= 0.076 af Primary = 0.19 cfs @ 13.08 hrs, Volume= 0.076 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP4: Analysis Point 4 - East PL Inflow Area = 0.172 ac, 29.07% Impervious, Inflow Depth = 0.98" for 10-Year event Inflow = 0.16 cfs @ 12.09 hrs, Volume= 0.014 af Primary = 0.16 cfs @ 12.09 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP5: Analysis Point 5 - PL along Jerome Ave Inflow Area = 1.081 ac, 6.20% Impervious, Inflow Depth = 0.43" for 10-Year event Inflow = 0.14 cfs @ 12.80 hrs, Volume= 0.039 af Primary = 0.14 cfs @ 12.80 hrs, Volume= 0.039 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link WL: Wetlands Inflow Area = 7.308 ac, 23.56% Impervious, Inflow Depth = 1.42" for 10-Year event Inflow = 6.21 cfs @ 12.41 hrs, Volume= 0.862 af Primary = 6.21 cfs @ 12.41 hrs, Volume= 0.862 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 16HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=4.046 ac 0.00% Impervious Runoff Depth=0.80"Subcatchment DA1: DA1 Flow Length=573' Tc=30.6 min CN=44 Runoff=1.38 cfs 0.268 af Runoff Area=3.262 ac 52.79% Impervious Runoff Depth=3.51"Subcatchment DA2: DA2 Flow Length=845' Tc=27.3 min CN=76 Runoff=7.91 cfs 0.954 af Runoff Area=2.645 ac 2.50% Impervious Runoff Depth=0.67"Subcatchment DA3: DA3 Flow Length=700' Tc=50.5 min CN=42 Runoff=0.53 cfs 0.147 af Runoff Area=0.172 ac 29.07% Impervious Runoff Depth=1.52"Subcatchment DA4: DA4 Tc=5.0 min CN=54 Runoff=0.28 cfs 0.022 af Runoff Area=1.081 ac 6.20% Impervious Runoff Depth=0.80"Subcatchment DA5: DA5 Flow Length=261' Tc=37.8 min CN=44 Runoff=0.34 cfs 0.072 af Inflow=1.38 cfs 0.268 afLink AP1: Analysis Point 1 - Edge of Wetlands Primary=1.38 cfs 0.268 af Inflow=7.91 cfs 0.954 afLink AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Primary=7.91 cfs 0.954 af Inflow=0.53 cfs 0.147 afLink AP3: Analysis Point 3 - Southeast PL Primary=0.53 cfs 0.147 af Inflow=0.28 cfs 0.022 afLink AP4: Analysis Point 4 - East PL Primary=0.28 cfs 0.022 af Inflow=0.34 cfs 0.072 afLink AP5: Analysis Point 5 - PL along Jerome Ave Primary=0.34 cfs 0.072 af Inflow=8.96 cfs 1.222 afLink WL: Wetlands Primary=8.96 cfs 1.222 af Total Runoff Area = 11.206 ac Runoff Volume = 1.463 af Average Runoff Depth = 1.57" 83.00% Pervious = 9.301 ac 17.00% Impervious = 1.905 ac Type III 24-hr 25-Year Rainfall=6.15"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 17HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1: DA1 Runoff = 1.38 cfs @ 12.58 hrs, Volume= 0.268 af, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description 1.557 30 Woods, Good HSG A 0.022 77 Woods, Good HSG D 1.988 55 Woods, Good HSG B 0.373 39 >75% Grass cover, Good HSG A 0.106 61 >75% Grass cover, Good HSG B 4.046 44 Weighted Average 4.046 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.9 100 0.0876 0.08 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 10.7 473 0.0870 0.74 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 30.6 573 Total Summary for Subcatchment DA2: DA2 Runoff = 7.91 cfs @ 12.38 hrs, Volume= 0.954 af, Depth= 3.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description * 0.923 98 Paved parking HSG A * 0.384 98 Paved parking HSG B * 0.157 98 Roofs HSG B * 0.258 98 Roofs HSG A * 0.113 30 Woods, Good HSG A * 0.675 55 Woods, Good HSG B * 0.400 39 >75% Grass cover, Good HSG A * 0.352 61 >75% Grass cover, Good HSG B 3.262 76 Weighted Average 1.540 47.21% Pervious Area 1.722 52.79% Impervious Area Type III 24-hr 25-Year Rainfall=6.15"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 18HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.5 100 0.0577 0.07 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 1.9 119 0.1822 1.07 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.6 553 0.0100 5.70 7.00 Pipe Channel, Pipe Flow 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.012 Corrugated PP, smooth interior 0.3 73 0.0444 3.61 57.70 Trap/Vee/Rect Channel Flow, Channel Flow Bot.W=4.00' D=2.00' Z= 2.0 '/' Top.W=12.00' n= 0.100 Earth, dense brush, high stage 27.3 845 Total Summary for Subcatchment DA3: DA3 Runoff = 0.53 cfs @ 12.91 hrs, Volume= 0.147 af, Depth= 0.67" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description * 1.167 30 Woods, Good HSG A * 0.001 98 Paved parking HSG B * 0.037 98 Paved parking HSG A * 0.028 98 Roofs HSG A * 0.913 55 Woods, Good HSG B * 0.467 39 >75% Grass cover, Good HSG A * 0.032 61 >75% Grass cover, Good HSG B 2.645 42 Weighted Average 2.579 97.50% Pervious Area 0.066 2.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.9 100 0.0291 0.05 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 3.4 131 0.0645 0.63 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.1 87 0.0359 1.33 Shallow Concentrated Flow, Shallow Conc. Flow Short Grass Pasture Kv= 7.0 fps 0.2 50 0.0285 3.43 Shallow Concentrated Flow, Shallow Conc. Flow Paved Kv= 20.3 fps 1.8 197 0.0689 1.84 Shallow Concentrated Flow, Shallow Conc. Flow Short Grass Pasture Kv= 7.0 fps 13.1 135 0.0047 0.17 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 50.5 700 Total Type III 24-hr 25-Year Rainfall=6.15"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 19HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA4: DA4 Runoff = 0.28 cfs @ 12.09 hrs, Volume= 0.022 af, Depth= 1.52" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description 0.050 98 Paved parking HSG A 0.048 30 Woods, Good HSG A 0.074 39 >75% Grass cover, Good HSG A 0.172 54 Weighted Average 0.122 70.93% Pervious Area 0.050 29.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min.Tc for Paved Areas Summary for Subcatchment DA5: DA5 Runoff = 0.34 cfs @ 12.69 hrs, Volume= 0.072 af, Depth= 0.80" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description * 0.166 30 Woods, Good HSG A * 0.001 98 Roofs HSG B * 0.066 98 Roofs HSG A * 0.060 55 Woods, Good HSG B * 0.685 39 >75% Grass cover, Good HSG A * 0.103 61 >75% Grass cover, Good HSG B 1.081 44 Weighted Average 1.014 93.80% Pervious Area 0.067 6.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 97 0.0328 0.06 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 1.3 3 0.0025 0.04 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 7.7 161 0.0025 0.35 Shallow Concentrated Flow, Shallow Conc. Flow Short Grass Pasture Kv= 7.0 fps 37.8 261 Total Type III 24-hr 25-Year Rainfall=6.15"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 20HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP1: Analysis Point 1 - Edge of Wetlands Inflow Area = 4.046 ac, 0.00% Impervious, Inflow Depth = 0.80" for 25-Year event Inflow = 1.38 cfs @ 12.58 hrs, Volume= 0.268 af Primary = 1.38 cfs @ 12.58 hrs, Volume= 0.268 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Inflow Area = 3.262 ac, 52.79% Impervious, Inflow Depth = 3.51" for 25-Year event Inflow = 7.91 cfs @ 12.38 hrs, Volume= 0.954 af Primary = 7.91 cfs @ 12.38 hrs, Volume= 0.954 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP3: Analysis Point 3 - Southeast PL Inflow Area = 2.645 ac, 2.50% Impervious, Inflow Depth = 0.67" for 25-Year event Inflow = 0.53 cfs @ 12.91 hrs, Volume= 0.147 af Primary = 0.53 cfs @ 12.91 hrs, Volume= 0.147 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP4: Analysis Point 4 - East PL Inflow Area = 0.172 ac, 29.07% Impervious, Inflow Depth = 1.52" for 25-Year event Inflow = 0.28 cfs @ 12.09 hrs, Volume= 0.022 af Primary = 0.28 cfs @ 12.09 hrs, Volume= 0.022 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP5: Analysis Point 5 - PL along Jerome Ave Inflow Area = 1.081 ac, 6.20% Impervious, Inflow Depth = 0.80" for 25-Year event Inflow = 0.34 cfs @ 12.69 hrs, Volume= 0.072 af Primary = 0.34 cfs @ 12.69 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link WL: Wetlands Inflow Area = 7.308 ac, 23.56% Impervious, Inflow Depth = 2.01" for 25-Year event Inflow = 8.96 cfs @ 12.41 hrs, Volume= 1.222 af Primary = 8.96 cfs @ 12.41 hrs, Volume= 1.222 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 21HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=4.046 ac 0.00% Impervious Runoff Depth=1.51"Subcatchment DA1: DA1 Flow Length=573' Tc=30.6 min CN=44 Runoff=3.25 cfs 0.509 af Runoff Area=3.262 ac 52.79% Impervious Runoff Depth=4.93"Subcatchment DA2: DA2 Flow Length=845' Tc=27.3 min CN=76 Runoff=11.08 cfs 1.340 af Runoff Area=2.645 ac 2.50% Impervious Runoff Depth=1.32"Subcatchment DA3: DA3 Flow Length=700' Tc=50.5 min CN=42 Runoff=1.36 cfs 0.292 af Runoff Area=0.172 ac 29.07% Impervious Runoff Depth=2.51"Subcatchment DA4: DA4 Tc=5.0 min CN=54 Runoff=0.50 cfs 0.036 af Runoff Area=1.081 ac 6.20% Impervious Runoff Depth=1.51"Subcatchment DA5: DA5 Flow Length=261' Tc=37.8 min CN=44 Runoff=0.79 cfs 0.136 af Inflow=3.25 cfs 0.509 afLink AP1: Analysis Point 1 - Edge of Wetlands Primary=3.25 cfs 0.509 af Inflow=11.08 cfs 1.340 afLink AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Primary=11.08 cfs 1.340 af Inflow=1.36 cfs 0.292 afLink AP3: Analysis Point 3 - Southeast PL Primary=1.36 cfs 0.292 af Inflow=0.50 cfs 0.036 afLink AP4: Analysis Point 4 - East PL Primary=0.50 cfs 0.036 af Inflow=0.79 cfs 0.136 afLink AP5: Analysis Point 5 - PL along Jerome Ave Primary=0.79 cfs 0.136 af Inflow=14.00 cfs 1.850 afLink WL: Wetlands Primary=14.00 cfs 1.850 af Total Runoff Area = 11.206 ac Runoff Volume = 2.314 af Average Runoff Depth = 2.48" 83.00% Pervious = 9.301 ac 17.00% Impervious = 1.905 ac Type III 24-hr 100-Year Rainfall=7.75"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 22HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1: DA1 Runoff = 3.25 cfs @ 12.51 hrs, Volume= 0.509 af, Depth= 1.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description 1.557 30 Woods, Good HSG A 0.022 77 Woods, Good HSG D 1.988 55 Woods, Good HSG B 0.373 39 >75% Grass cover, Good HSG A 0.106 61 >75% Grass cover, Good HSG B 4.046 44 Weighted Average 4.046 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 19.9 100 0.0876 0.08 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 10.7 473 0.0870 0.74 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 30.6 573 Total Summary for Subcatchment DA2: DA2 Runoff = 11.08 cfs @ 12.37 hrs, Volume= 1.340 af, Depth= 4.93" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description * 0.923 98 Paved parking HSG A * 0.384 98 Paved parking HSG B * 0.157 98 Roofs HSG B * 0.258 98 Roofs HSG A * 0.113 30 Woods, Good HSG A * 0.675 55 Woods, Good HSG B * 0.400 39 >75% Grass cover, Good HSG A * 0.352 61 >75% Grass cover, Good HSG B 3.262 76 Weighted Average 1.540 47.21% Pervious Area 1.722 52.79% Impervious Area Type III 24-hr 100-Year Rainfall=7.75"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 23HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 23.5 100 0.0577 0.07 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 1.9 119 0.1822 1.07 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.6 553 0.0100 5.70 7.00 Pipe Channel, Pipe Flow 15.0" Round Area= 1.2 sf Perim= 3.9' r= 0.31' n= 0.012 Corrugated PP, smooth interior 0.3 73 0.0444 3.61 57.70 Trap/Vee/Rect Channel Flow, Channel Flow Bot.W=4.00' D=2.00' Z= 2.0 '/' Top.W=12.00' n= 0.100 Earth, dense brush, high stage 27.3 845 Total Summary for Subcatchment DA3: DA3 Runoff = 1.36 cfs @ 12.85 hrs, Volume= 0.292 af, Depth= 1.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description * 1.167 30 Woods, Good HSG A * 0.001 98 Paved parking HSG B * 0.037 98 Paved parking HSG A * 0.028 98 Roofs HSG A * 0.913 55 Woods, Good HSG B * 0.467 39 >75% Grass cover, Good HSG A * 0.032 61 >75% Grass cover, Good HSG B 2.645 42 Weighted Average 2.579 97.50% Pervious Area 0.066 2.50% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 30.9 100 0.0291 0.05 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 3.4 131 0.0645 0.63 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.1 87 0.0359 1.33 Shallow Concentrated Flow, Shallow Conc. Flow Short Grass Pasture Kv= 7.0 fps 0.2 50 0.0285 3.43 Shallow Concentrated Flow, Shallow Conc. Flow Paved Kv= 20.3 fps 1.8 197 0.0689 1.84 Shallow Concentrated Flow, Shallow Conc. Flow Short Grass Pasture Kv= 7.0 fps 13.1 135 0.0047 0.17 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 50.5 700 Total Type III 24-hr 100-Year Rainfall=7.75"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 24HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA4: DA4 Runoff = 0.50 cfs @ 12.08 hrs, Volume= 0.036 af, Depth= 2.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description 0.050 98 Paved parking HSG A 0.048 30 Woods, Good HSG A 0.074 39 >75% Grass cover, Good HSG A 0.172 54 Weighted Average 0.122 70.93% Pervious Area 0.050 29.07% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Min.Tc for Paved Areas Summary for Subcatchment DA5: DA5 Runoff = 0.79 cfs @ 12.64 hrs, Volume= 0.136 af, Depth= 1.51" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description * 0.166 30 Woods, Good HSG A * 0.001 98 Roofs HSG B * 0.066 98 Roofs HSG A * 0.060 55 Woods, Good HSG B * 0.685 39 >75% Grass cover, Good HSG A * 0.103 61 >75% Grass cover, Good HSG B 1.081 44 Weighted Average 1.014 93.80% Pervious Area 0.067 6.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 28.8 97 0.0328 0.06 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 1.3 3 0.0025 0.04 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 7.7 161 0.0025 0.35 Shallow Concentrated Flow, Shallow Conc. Flow Short Grass Pasture Kv= 7.0 fps 37.8 261 Total Type III 24-hr 100-Year Rainfall=7.75"Existing Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 25HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP1: Analysis Point 1 - Edge of Wetlands Inflow Area = 4.046 ac, 0.00% Impervious, Inflow Depth = 1.51" for 100-Year event Inflow = 3.25 cfs @ 12.51 hrs, Volume= 0.509 af Primary = 3.25 cfs @ 12.51 hrs, Volume= 0.509 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Inflow Area = 3.262 ac, 52.79% Impervious, Inflow Depth = 4.93" for 100-Year event Inflow = 11.08 cfs @ 12.37 hrs, Volume= 1.340 af Primary = 11.08 cfs @ 12.37 hrs, Volume= 1.340 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP3: Analysis Point 3 - Southeast PL Inflow Area = 2.645 ac, 2.50% Impervious, Inflow Depth = 1.32" for 100-Year event Inflow = 1.36 cfs @ 12.85 hrs, Volume= 0.292 af Primary = 1.36 cfs @ 12.85 hrs, Volume= 0.292 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP4: Analysis Point 4 - East PL Inflow Area = 0.172 ac, 29.07% Impervious, Inflow Depth = 2.51" for 100-Year event Inflow = 0.50 cfs @ 12.08 hrs, Volume= 0.036 af Primary = 0.50 cfs @ 12.08 hrs, Volume= 0.036 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link AP5: Analysis Point 5 - PL along Jerome Ave Inflow Area = 1.081 ac, 6.20% Impervious, Inflow Depth = 1.51" for 100-Year event Inflow = 0.79 cfs @ 12.64 hrs, Volume= 0.136 af Primary = 0.79 cfs @ 12.64 hrs, Volume= 0.136 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Summary for Link WL: Wetlands Inflow Area = 7.308 ac, 23.56% Impervious, Inflow Depth = 3.04" for 100-Year event Inflow = 14.00 cfs @ 12.41 hrs, Volume= 1.850 af Primary = 14.00 cfs @ 12.41 hrs, Volume= 1.850 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs POST-CONSTRUCTION HYDROCAD REPORT DA1.1 DA1.1 DA1.2 DA1.2 DA1.3 DA1.3 DA2.1 DA2.1 DA2.2 DA2.2 DA3.1 DA3.1 DA3.2 DA3.2 DA3.3 DA3.3 DA3.4 DA3.4 DA4 DA4 DA5.1 DA5.1 DA5.2 DA5.2 B1 Bioretention Basin 1 CB17CB CB17 U/G1 Underground Detention/Infiltration System 1 U/G2 Underground Detention/Infiltration System 2 U/G3 Underground Detention/Infiltration System 3 YD1CB YD-1 AP1 Analysis Point 1 - Edge of Wetlands AP2 Analysis Point 2 - Downstream End of 36" RCP Culvert AP3 Analysis Point 3 - Southeast PL AP4 Analysis Point 4 - East PL AP5 Analysis Point 5 - PL along Jerome Ave WL Wetlands Routing Diagram for Proposed HydrologyPrepared by {enter your company name here}, Printed 2/19/2021 HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 2HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 2.696 39 >75% Grass cover, Good HSG A (DA1.1, DA1.2, DA1.3, DA2.1, DA2.2, DA3.1, DA3.2, DA3.3, DA3.4, DA4, DA5.1, DA5.2) 1.864 61 >75% Grass cover, Good HSG B (DA1.1, DA1.2, DA1.3, DA2.1, DA3.1, DA3.4, DA5.1) 0.001 80 >75% Grass cover, Good HSG D (DA1.1) 2.248 98 Paved parking HSG A (DA1.1, DA1.2, DA1.3, DA2.1, DA2.2, DA3.1, DA3.3, DA3.4, DA5.1, DA5.2) 1.639 98 Paved parking HSG B (DA1.1, DA1.2, DA1.3, DA2.1, DA3.1, DA3.4, DA5.1) 0.576 98 Roofs HSG A (DA1.2, DA2.1, DA2.2, DA3.1, DA5.1) 0.902 98 Roofs HSG B (DA1.2, DA2.1, DA5.1) 0.906 30 Woods, Good HSG A (DA1.1, DA2.2, DA3.1) 0.493 55 Woods, Good HSG B (DA1.1, DA1.2, DA3.1) 0.021 77 Woods, Good HSG D (DA1.1) 11.346 71 TOTAL AREA Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 3HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 6.426 HSG A DA1.1, DA1.2, DA1.3, DA2.1, DA2.2, DA3.1, DA3.2, DA3.3, DA3.4, DA4, DA5.1, DA5.2 4.898 HSG B DA1.1, DA1.2, DA1.3, DA2.1, DA3.1, DA3.4, DA5.1 0.000 HSG C 0.022 HSG D DA1.1 0.000 Other 11.346 TOTAL AREA Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 4HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 2.696 1.864 0.000 0.001 0.000 4.561 >75% Grass cover, Good DA1.1, DA1.2, DA1.3, DA2.1, DA2.2, DA3.1, DA3.2, DA3.3, DA3.4, DA4, DA5.1, DA5.2 2.248 1.639 0.000 0.000 0.000 3.887 Paved parking DA1.1, DA1.2, DA1.3, DA2.1, DA2.2, DA3.1, DA3.3, DA3.4, DA5.1, DA5.2 0.576 0.902 0.000 0.000 0.000 1.478 Roofs DA1.2, DA2.1, DA2.2, DA3.1, DA5.1 0.906 0.493 0.000 0.021 0.000 1.420 Woods, Good DA1.1, DA1.2, DA2.2, DA3.1 6.426 4.898 0.000 0.022 0.000 11.346 TOTAL AREA Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 5HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 DA1.2 0.00 0.00 630.0 0.0200 0.012 18.0 0.0 0.0 2 B1 72.50 72.14 71.0 0.0051 0.012 12.0 0.0 0.0 3 CB17 70.50 69.90 120.0 0.0050 0.012 24.0 0.0 0.0 4 U/G1 73.50 72.00 125.0 0.0120 0.012 12.0 0.0 0.0 5 U/G2 73.00 71.75 251.0 0.0050 0.012 15.0 0.0 0.0 6 U/G3 71.10 71.00 20.0 0.0050 0.012 18.0 0.0 0.0 7 YD1 76.40 75.30 221.0 0.0050 0.012 12.0 0.0 0.0 Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 6HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.026 ac 0.10% Impervious Runoff Depth=0.02"Subcatchment DA1.1: DA1.1 Flow Length=557' Tc=28.7 min CN=41 Runoff=0.01 cfs 0.004 af Runoff Area=3.062 ac 68.71% Impervious Runoff Depth=2.06"Subcatchment DA1.2: DA1.2 Flow Length=899' Tc=20.3 min CN=86 Runoff=4.96 cfs 0.526 af Runoff Area=0.418 ac 84.93% Impervious Runoff Depth=2.41"Subcatchment DA1.3: DA1.3 Tc=5.0 min CN=90 Runoff=1.21 cfs 0.084 af Runoff Area=0.825 ac 60.00% Impervious Runoff Depth=1.75"Subcatchment DA2.1: DA2.1 Tc=5.0 min CN=82 Runoff=1.75 cfs 0.120 af Runoff Area=1.416 ac 68.29% Impervious Runoff Depth=1.53"Subcatchment DA2.2: DA2.2 Tc=5.0 min CN=79 Runoff=2.62 cfs 0.181 af Runoff Area=1.010 ac 7.23% Impervious Runoff Depth=0.24"Subcatchment DA3.1: DA3.1 Flow Length=416' Tc=19.1 min CN=52 Runoff=0.08 cfs 0.020 af Runoff Area=0.147 ac 0.00% Impervious Runoff Depth=0.01"Subcatchment DA3.2: DA3.2 Tc=5.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=0.815 ac 75.71% Impervious Runoff Depth=1.90"Subcatchment DA3.3: DA3.3 Tc=5.0 min CN=84 Runoff=1.89 cfs 0.129 af Runoff Area=0.601 ac 85.02% Impervious Runoff Depth=2.50"Subcatchment DA3.4: DA3.4 Tc=5.0 min CN=91 Runoff=1.79 cfs 0.125 af Runoff Area=0.032 ac 0.00% Impervious Runoff Depth=0.01"Subcatchment DA4: DA4 Tc=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=0.922 ac 24.84% Impervious Runoff Depth=0.37"Subcatchment DA5.1: DA5.1 Tc=10.0 min CN=56 Runoff=0.16 cfs 0.028 af Runoff Area=0.072 ac 16.67% Impervious Runoff Depth=0.16"Subcatchment DA5.2: DA5.2 Tc=5.0 min CN=49 Runoff=0.00 cfs 0.001 af Peak Elev=72.10' Storage=210 cf Inflow=0.16 cfs 0.028 afPond B1: Bioretention Basin 1 Discarded=0.05 cfs 0.028 af Primary=0.00 cfs 0.000 af Outflow=0.05 cfs 0.028 af Peak Elev=70.75' Inflow=0.30 cfs 0.014 afPond CB17: CB17 24.0" Round Culvert n=0.012 L=120.0' S=0.0050 '/' Outflow=0.30 cfs 0.014 af Peak Elev=73.38' Storage=557 cf Inflow=1.89 cfs 0.149 afPond U/G1: Underground Detention/Infiltration Discarded=0.82 cfs 0.149 af Primary=0.00 cfs 0.000 af Outflow=0.82 cfs 0.149 af Peak Elev=73.02' Storage=1,696 cf Inflow=5.69 cfs 0.652 afPond U/G2: Underground Discarded=3.94 cfs 0.652 af Primary=0.00 cfs 0.000 af Outflow=3.94 cfs 0.652 af Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 7HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Peak Elev=71.38' Storage=2,156 cf Inflow=2.96 cfs 0.204 afPond U/G3: Underground Discarded=0.50 cfs 0.191 af Primary=0.30 cfs 0.014 af Outflow=0.80 cfs 0.204 af Peak Elev=76.55' Inflow=0.08 cfs 0.020 afPond YD1: YD-1 12.0" Round Culvert n=0.012 L=221.0' S=0.0050 '/' Outflow=0.08 cfs 0.020 af Inflow=0.30 cfs 0.017 afLink AP1: Analysis Point 1 - Edge of Wetlands Primary=0.30 cfs 0.017 af Inflow=2.62 cfs 0.181 afLink AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Primary=2.62 cfs 0.181 af Inflow=0.00 cfs 0.000 afLink AP3: Analysis Point 3 - Southeast PL Primary=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afLink AP4: Analysis Point 4 - East PL Primary=0.00 cfs 0.000 af Inflow=0.00 cfs 0.001 afLink AP5: Analysis Point 5 - PL along Jerome Ave Primary=0.00 cfs 0.001 af Inflow=2.62 cfs 0.199 afLink WL: Wetlands Primary=2.62 cfs 0.199 af Total Runoff Area = 11.346 ac Runoff Volume = 1.220 af Average Runoff Depth = 1.29" 52.71% Pervious = 5.981 ac 47.29% Impervious = 5.365 ac Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 8HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.1: DA1.1 Runoff = 0.01 cfs @ 17.57 hrs, Volume= 0.004 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description * 0.729 30 Woods, Good HSG A * 0.021 77 Woods, Good HSG D * 0.125 55 Woods, Good HSG B * 0.001 98 Paved parking HSG A * 0.001 98 Paved parking HSG B * 0.813 39 >75% Grass cover, Good HSG A * 0.335 61 >75% Grass cover, Good HSG B * 0.001 80 >75% Grass cover, Good HSG D 2.026 41 Weighted Average 2.024 99.90% Pervious Area 0.002 0.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.3 100 0.1082 0.09 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 10.4 457 0.0854 0.73 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 28.7 557 Total Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 9HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.2: DA1.2 Runoff = 4.96 cfs @ 12.28 hrs, Volume= 0.526 af, Depth= 2.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description * 0.228 98 Roofs HSG A * 0.744 98 Roofs HSG B * 0.095 55 Woods, Good HSG B * 0.034 98 Paved parking HSG A * 1.098 98 Paved parking HSG B * 0.011 39 >75% Grass cover, Good HSG A * 0.852 61 >75% Grass cover, Good HSG B 3.062 86 Weighted Average 0.958 31.29% Pervious Area 2.104 68.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 90 0.0968 0.09 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 0.5 10 0.2845 0.32 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 0.3 54 0.2455 3.47 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 0.7 115 0.0183 2.75 Shallow Concentrated Flow, Shallow Conc. Paved Kv= 20.3 fps 1.2 630 0.0200 9.11 16.09 Pipe Channel, Pipe Flow 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Corrugated PP, smooth interior 20.3 899 Total Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 10HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.3: DA1.3 Runoff = 1.21 cfs @ 12.07 hrs, Volume= 0.084 af, Depth= 2.41" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description 0.298 98 Paved parking HSG A 0.057 98 Paved parking HSG B 0.040 39 >75% Grass cover, Good HSG A 0.023 61 >75% Grass cover, Good HSG B 0.418 90 Weighted Average 0.063 15.07% Pervious Area 0.355 84.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 11HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA2.1: DA2.1 Runoff = 1.75 cfs @ 12.08 hrs, Volume= 0.120 af, Depth= 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description 0.059 98 Roofs HSG A 0.124 98 Paved parking HSG B 0.155 98 Paved parking HSG A 0.157 98 Roofs HSG B 0.060 39 >75% Grass cover, Good HSG A 0.270 61 >75% Grass cover, Good HSG B 0.825 82 Weighted Average 0.330 40.00% Pervious Area 0.495 60.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 12HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA2.2: DA2.2 Runoff = 2.62 cfs @ 12.08 hrs, Volume= 0.181 af, Depth= 1.53" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description 0.768 98 Paved parking HSG A 0.199 98 Roofs HSG A 0.113 30 Woods, Good HSG A 0.336 39 >75% Grass cover, Good HSG A 1.416 79 Weighted Average 0.449 31.71% Pervious Area 0.967 68.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 13HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.1: DA3.1 Runoff = 0.08 cfs @ 12.55 hrs, Volume= 0.020 af, Depth= 0.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description * 0.064 30 Woods, Good HSG A * 0.273 55 Woods, Good HSG B * 0.001 98 Paved parking HSG B * 0.048 98 Paved parking HSG A * 0.024 98 Roofs HSG A * 0.349 39 >75% Grass cover, Good HSG A * 0.251 61 >75% Grass cover, Good HSG B 1.010 52 Weighted Average 0.937 92.77% Pervious Area 0.073 7.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 57 0.0572 0.24 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 10.9 43 0.0724 0.07 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 2.2 74 0.0492 0.55 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.1 87 0.0359 1.33 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 0.2 50 0.0285 3.43 Shallow Concentrated Flow, Shallow Conc. Paved Kv= 20.3 fps 0.8 105 0.0906 2.11 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 19.1 416 Total Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 14HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.2: DA3.2 Runoff = 0.00 cfs @ 22.85 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description 0.000 98 Paved parking HSG A 0.147 39 >75% Grass cover, Good HSG A 0.147 39 Weighted Average 0.147 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 15HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.3: DA3.3 Runoff = 1.89 cfs @ 12.07 hrs, Volume= 0.129 af, Depth= 1.90" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description 0.617 98 Paved parking HSG A 0.198 39 >75% Grass cover, Good HSG A 0.815 84 Weighted Average 0.198 24.29% Pervious Area 0.617 75.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 16HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.4: DA3.4 Runoff = 1.79 cfs @ 12.07 hrs, Volume= 0.125 af, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description 0.154 98 Paved parking HSG A 0.357 98 Paved parking HSG B 0.042 39 >75% Grass cover, Good HSG A 0.048 61 >75% Grass cover, Good HSG B 0.601 91 Weighted Average 0.090 14.98% Pervious Area 0.511 85.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 17HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA4: DA4 Runoff = 0.00 cfs @ 22.90 hrs, Volume= 0.000 af, Depth= 0.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description * 0.000 98 Paved parking HSG A * 0.032 39 >75% Grass cover, Good HSG A 0.032 39 Weighted Average 0.032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 18HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA5.1: DA5.1 Runoff = 0.16 cfs @ 12.32 hrs, Volume= 0.028 af, Depth= 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description 0.001 98 Roofs HSG B 0.066 98 Roofs HSG A 0.161 98 Paved parking HSG A 0.001 98 Paved parking HSG B 0.608 39 >75% Grass cover, Good HSG A 0.085 61 >75% Grass cover, Good HSG B 0.922 56 Weighted Average 0.693 75.16% Pervious Area 0.229 24.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 19HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA5.2: DA5.2 Runoff = 0.00 cfs @ 12.43 hrs, Volume= 0.001 af, Depth= 0.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46" Area (ac) CN Description 0.012 98 Paved parking HSG A 0.060 39 >75% Grass cover, Good HSG A 0.072 49 Weighted Average 0.060 83.33% Pervious Area 0.012 16.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 20HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond B1: Bioretention Basin 1 Inflow Area = 2.747 ac, 33.45% Impervious, Inflow Depth = 0.12" for 2-Year event Inflow = 0.16 cfs @ 12.32 hrs, Volume= 0.028 af Outflow = 0.05 cfs @ 13.32 hrs, Volume= 0.028 af, Atten= 70%, Lag= 60.1 min Discarded = 0.05 cfs @ 13.32 hrs, Volume= 0.028 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 72.10' @ 13.32 hrs Surf.Area= 2,156 sf Storage= 210 cf Plug-Flow detention time= 36.2 min calculated for 0.028 af (100% of inflow) Center-of-Mass det. time= 36.2 min ( 973.3 - 937.1 ) Volume Invert Avail.Storage Storage Description #1 72.00' 10,356 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 72.00 2,067 0 0 73.00 2,957 2,512 2,512 74.00 3,907 3,432 5,944 75.00 4,917 4,412 10,356 Device Routing Invert Outlet Devices #1 Primary 72.50'12.0" Round Culvert L= 71.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 72.50' / 72.14' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 72.50'4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 73.50'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 74.75'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 72.00'1.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.05 cfs @ 13.32 hrs HW=72.10' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.05 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=72.00' TW=0.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 21HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond B1: Bioretention Basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 72.00 2,067 0 72.05 2,111 104 72.10 2,156 211 72.15 2,201 320 72.20 2,245 431 72.25 2,290 545 72.30 2,334 660 72.35 2,378 778 72.40 2,423 898 72.45 2,468 1,020 72.50 2,512 1,145 72.55 2,556 1,271 72.60 2,601 1,400 72.65 2,646 1,532 72.70 2,690 1,665 72.75 2,735 1,801 72.80 2,779 1,938 72.85 2,823 2,078 72.90 2,868 2,221 72.95 2,913 2,365 73.00 2,957 2,512 73.05 3,004 2,661 73.10 3,052 2,812 73.15 3,100 2,966 73.20 3,147 3,122 73.25 3,195 3,281 73.30 3,242 3,442 73.35 3,289 3,605 73.40 3,337 3,771 73.45 3,385 3,939 73.50 3,432 4,109 73.55 3,479 4,282 73.60 3,527 4,457 73.65 3,575 4,635 73.70 3,622 4,815 73.75 3,670 4,997 73.80 3,717 5,182 73.85 3,764 5,369 73.90 3,812 5,558 73.95 3,860 5,750 74.00 3,907 5,944 74.05 3,957 6,141 74.10 4,008 6,340 74.15 4,059 6,541 74.20 4,109 6,746 74.25 4,160 6,952 74.30 4,210 7,162 74.35 4,260 7,373 74.40 4,311 7,588 74.45 4,362 7,804 74.50 4,412 8,024 74.55 4,462 8,246 74.60 4,513 8,470 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 74.65 4,564 8,697 74.70 4,614 8,926 74.75 4,665 9,158 74.80 4,715 9,393 74.85 4,765 9,630 74.90 4,816 9,869 74.95 4,867 10,111 75.00 4,917 10,356 Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 22HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond CB17: CB17 Inflow Area = 4.906 ac, 70.63% Impervious, Inflow Depth = 0.03" for 2-Year event Inflow = 0.30 cfs @ 12.44 hrs, Volume= 0.014 af Outflow = 0.30 cfs @ 12.44 hrs, Volume= 0.014 af, Atten= 0%, Lag= 0.0 min Primary = 0.30 cfs @ 12.44 hrs, Volume= 0.014 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 70.75' @ 12.44 hrs Flood Elev= 80.00' Device Routing Invert Outlet Devices #1 Primary 70.50'24.0" Round Culvert L= 120.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 70.50' / 69.90' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.30 cfs @ 12.44 hrs HW=70.75' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.30 cfs @ 2.04 fps) Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 23HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond CB17: CB17 Elevation (feet) Storage (cubic-feet) 70.50 0 70.60 0 70.70 0 70.80 0 70.90 0 71.00 0 71.10 0 71.20 0 71.30 0 71.40 0 71.50 0 71.60 0 71.70 0 71.80 0 71.90 0 72.00 0 72.10 0 72.20 0 72.30 0 72.40 0 72.50 0 72.60 0 72.70 0 72.80 0 72.90 0 73.00 0 73.10 0 73.20 0 73.30 0 73.40 0 73.50 0 73.60 0 73.70 0 73.80 0 73.90 0 74.00 0 74.10 0 74.20 0 74.30 0 74.40 0 74.50 0 74.60 0 74.70 0 74.80 0 74.90 0 75.00 0 75.10 0 75.20 0 75.30 0 75.40 0 75.50 0 75.60 0 75.70 0 Elevation (feet) Storage (cubic-feet) 75.80 0 75.90 0 76.00 0 76.10 0 76.20 0 76.30 0 76.40 0 76.50 0 76.60 0 76.70 0 76.80 0 76.90 0 77.00 0 77.10 0 77.20 0 77.30 0 77.40 0 77.50 0 77.60 0 77.70 0 77.80 0 77.90 0 78.00 0 78.10 0 78.20 0 78.30 0 78.40 0 78.50 0 78.60 0 78.70 0 78.80 0 78.90 0 79.00 0 79.10 0 79.20 0 79.30 0 79.40 0 79.50 0 79.60 0 79.70 0 79.80 0 79.90 0 80.00 0 Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 24HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G1: Underground Detention/Infiltration System 1 Inflow Area = 1.825 ac, 37.81% Impervious, Inflow Depth = 0.98" for 2-Year event Inflow = 1.89 cfs @ 12.08 hrs, Volume= 0.149 af Outflow = 0.82 cfs @ 12.01 hrs, Volume= 0.149 af, Atten= 56%, Lag= 0.0 min Discarded = 0.82 cfs @ 12.01 hrs, Volume= 0.149 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 73.38' @ 12.28 hrs Surf.Area= 3,626 sf Storage= 557 cf Plug-Flow detention time= 2.8 min calculated for 0.149 af (100% of inflow) Center-of-Mass det. time= 2.7 min ( 848.4 - 845.6 ) Volume Invert Avail.Storage Storage Description #1A 73.00' 3,257 cf 44.25'W x 81.94'L x 3.50'H Field A 12,690 cf Overall - 4,548 cf Embedded = 8,142 cf x 40.0% Voids #2A 73.50' 4,548 cf ADS_StormTech SC-740 +Cap x 99 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 99 Chambers in 9 Rows 7,805 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 73.50'12.0" Round Culvert L= 125.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 73.50' / 72.00' S= 0.0120 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 73.75'4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 74.75'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 76.00'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 73.00'9.800 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.82 cfs @ 12.01 hrs HW=73.04' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.82 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=73.00' TW=72.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 25HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G1: Underground Detention/Infiltration System 1 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 11 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 79.94' Row Length +12.0" End Stone x 2 = 81.94' Base Length 9 Rows x 51.0" Wide + 6.0" Spacing x 8 + 12.0" Side Stone x 2 = 44.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 99 Chambers x 45.9 cf = 4,548.1 cf Chamber Storage 12,689.9 cf Field - 4,548.1 cf Chambers = 8,141.9 cf Stone x 40.0% Voids = 3,256.8 cf Stone Storage Chamber Storage + Stone Storage = 7,804.8 cf = 0.179 af Overall Storage Efficiency = 61.5% Overall System Size = 81.94' x 44.25' x 3.50' 99 Chambers 470.0 cy Field 301.6 cy Stone Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 26HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G1: Underground Detention/Infiltration System 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 73.00 3,626 0 73.05 3,626 73 73.10 3,626 145 73.15 3,626 218 73.20 3,626 290 73.25 3,626 363 73.30 3,626 435 73.35 3,626 508 73.40 3,626 580 73.45 3,626 653 73.50 3,626 725 73.55 3,626 876 73.60 3,626 1,027 73.65 3,626 1,178 73.70 3,626 1,329 73.75 3,626 1,479 73.80 3,626 1,628 73.85 3,626 1,777 73.90 3,626 1,926 73.95 3,626 2,073 74.00 3,626 2,221 74.05 3,626 2,367 74.10 3,626 2,513 74.15 3,626 2,659 74.20 3,626 2,803 74.25 3,626 2,947 74.30 3,626 3,090 74.35 3,626 3,232 74.40 3,626 3,374 74.45 3,626 3,514 74.50 3,626 3,654 74.55 3,626 3,793 74.60 3,626 3,931 74.65 3,626 4,068 74.70 3,626 4,203 74.75 3,626 4,338 74.80 3,626 4,472 74.85 3,626 4,604 74.90 3,626 4,735 74.95 3,626 4,865 75.00 3,626 4,993 75.05 3,626 5,120 75.10 3,626 5,246 75.15 3,626 5,370 75.20 3,626 5,492 75.25 3,626 5,612 75.30 3,626 5,731 75.35 3,626 5,847 75.40 3,626 5,962 75.45 3,626 6,074 75.50 3,626 6,184 75.55 3,626 6,291 75.60 3,626 6,395 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 75.65 3,626 6,496 75.70 3,626 6,593 75.75 3,626 6,684 75.80 3,626 6,770 75.85 3,626 6,851 75.90 3,626 6,930 75.95 3,626 7,006 76.00 3,626 7,080 76.05 3,626 7,152 76.10 3,626 7,225 76.15 3,626 7,297 76.20 3,626 7,370 76.25 3,626 7,442 76.30 3,626 7,515 76.35 3,626 7,587 76.40 3,626 7,660 76.45 3,626 7,732 76.50 3,626 7,805 Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 27HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G2: Underground Detention/Infiltration System 2 Inflow Area = 3.663 ac, 71.39% Impervious, Inflow Depth = 2.14" for 2-Year event Inflow = 5.69 cfs @ 12.26 hrs, Volume= 0.652 af Outflow = 3.94 cfs @ 12.48 hrs, Volume= 0.652 af, Atten= 31%, Lag= 13.2 min Discarded = 3.94 cfs @ 12.10 hrs, Volume= 0.652 af Primary = 0.00 cfs @ 12.48 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 73.02' @ 12.48 hrs Surf.Area= 7,911 sf Storage= 1,696 cf Plug-Flow detention time= 1.7 min calculated for 0.652 af (100% of inflow) Center-of-Mass det. time= 1.7 min ( 827.6 - 825.9 ) Volume Invert Avail.Storage Storage Description #1A 72.50' 7,014 cf 82.25'W x 96.18'L x 3.50'H Field A 27,687 cf Overall - 10,153 cf Embedded = 17,534 cf x 40.0% Voids #2A 73.00' 10,153 cf ADS_StormTech SC-740 +Cap x 221 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 221 Chambers in 17 Rows 17,166 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 73.00'15.0" Round Culvert L= 251.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 73.00' / 71.75' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #2 Device 1 73.00'8.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 75.50'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 72.50'21.500 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=3.94 cfs @ 12.10 hrs HW=72.54' (Free Discharge) 4=Exfiltration (Exfiltration Controls 3.94 cfs) Primary OutFlow Max=0.00 cfs @ 12.48 hrs HW=73.02' TW=70.74' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.00 cfs @ 0.36 fps) 2=Orifice/Grate (Passes 0.00 cfs of 0.00 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 28HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G2: Underground Detention/Infiltration System 2 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 13 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 94.18' Row Length +12.0" End Stone x 2 = 96.18' Base Length 17 Rows x 51.0" Wide + 6.0" Spacing x 16 + 12.0" Side Stone x 2 = 82.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 221 Chambers x 45.9 cf = 10,152.7 cf Chamber Storage 27,686.9 cf Field - 10,152.7 cf Chambers = 17,534.1 cf Stone x 40.0% Voids = 7,013.6 cf Stone Storage Chamber Storage + Stone Storage = 17,166.4 cf = 0.394 af Overall Storage Efficiency = 62.0% Overall System Size = 96.18' x 82.25' x 3.50' 221 Chambers 1,025.4 cy Field 649.4 cy Stone Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 29HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G2: Underground Detention/Infiltration System 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 72.50 7,911 0 72.55 7,911 158 72.60 7,911 316 72.65 7,911 475 72.70 7,911 633 72.75 7,911 791 72.80 7,911 949 72.85 7,911 1,107 72.90 7,911 1,266 72.95 7,911 1,424 73.00 7,911 1,582 73.05 7,911 1,916 73.10 7,911 2,249 73.15 7,911 2,582 73.20 7,911 2,915 73.25 7,911 3,246 73.30 7,911 3,576 73.35 7,911 3,905 73.40 7,911 4,233 73.45 7,911 4,559 73.50 7,911 4,884 73.55 7,911 5,208 73.60 7,911 5,530 73.65 7,911 5,851 73.70 7,911 6,170 73.75 7,911 6,487 73.80 7,911 6,803 73.85 7,911 7,117 73.90 7,911 7,429 73.95 7,911 7,739 74.00 7,911 8,048 74.05 7,911 8,354 74.10 7,911 8,658 74.15 7,911 8,960 74.20 7,911 9,259 74.25 7,911 9,556 74.30 7,911 9,850 74.35 7,911 10,142 74.40 7,911 10,431 74.45 7,911 10,717 74.50 7,911 11,000 74.55 7,911 11,280 74.60 7,911 11,557 74.65 7,911 11,830 74.70 7,911 12,099 74.75 7,911 12,364 74.80 7,911 12,624 74.85 7,911 12,881 74.90 7,911 13,133 74.95 7,911 13,380 75.00 7,911 13,621 75.05 7,911 13,857 75.10 7,911 14,086 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 75.15 7,911 14,307 75.20 7,911 14,519 75.25 7,911 14,719 75.30 7,911 14,907 75.35 7,911 15,086 75.40 7,911 15,257 75.45 7,911 15,423 75.50 7,911 15,584 75.55 7,911 15,742 75.60 7,911 15,901 75.65 7,911 16,059 75.70 7,911 16,217 75.75 7,911 16,375 75.80 7,911 16,534 75.85 7,911 16,692 75.90 7,911 16,850 75.95 7,911 17,008 76.00 7,911 17,166 Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 30HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G3: Underground Detention/Infiltration System 3 Inflow Area = 1.243 ac, 68.38% Impervious, Inflow Depth = 1.97" for 2-Year event Inflow = 2.96 cfs @ 12.07 hrs, Volume= 0.204 af Outflow = 0.80 cfs @ 12.44 hrs, Volume= 0.204 af, Atten= 73%, Lag= 22.0 min Discarded = 0.50 cfs @ 11.78 hrs, Volume= 0.191 af Primary = 0.30 cfs @ 12.44 hrs, Volume= 0.014 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 71.38' @ 12.44 hrs Surf.Area= 4,328 sf Storage= 2,156 cf Plug-Flow detention time= 21.2 min calculated for 0.204 af (100% of inflow) Center-of-Mass det. time= 21.2 min ( 841.0 - 819.8 ) Volume Invert Avail.Storage Storage Description #1A 70.50' 3,037 cf 58.17'W x 74.40'L x 2.33'H Field A - Volume of Voids 10,098 cf Overall - 2,506 cf Embedded = 7,592 cf x 40.0% Voids #2A 71.00' 2,506 cf ADS_StormTech SC-310 +Cap x 170 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 170 Chambers in 17 Rows 5,543 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 71.10'18.0" Round Culvert L= 20.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 71.10' / 71.00' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 70.50'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.50 cfs @ 11.78 hrs HW=70.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.50 cfs) Primary OutFlow Max=0.30 cfs @ 12.44 hrs HW=71.38' TW=70.75' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.30 cfs @ 1.98 fps) Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 31HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G3: Underground Detention/Infiltration System 3 - Chamber Wizard Field A - Volume of Voids Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 10 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 72.40' Row Length +12.0" End Stone x 2 = 74.40' Base Length 17 Rows x 34.0" Wide + 6.0" Spacing x 16 + 12.0" Side Stone x 2 = 58.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 170 Chambers x 14.7 cf = 2,506.1 cf Chamber Storage 10,097.7 cf Field - 2,506.1 cf Chambers = 7,591.6 cf Stone x 40.0% Voids = 3,036.6 cf Stone Storage Chamber Storage + Stone Storage = 5,542.8 cf = 0.127 af Overall Storage Efficiency = 54.9% Overall System Size = 74.40' x 58.17' x 2.33' 170 Chambers 374.0 cy Field 281.2 cy Stone Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 32HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G3: Underground Detention/Infiltration System 3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 70.50 4,328 0 70.55 4,328 87 70.60 4,328 173 70.65 4,328 260 70.70 4,328 346 70.75 4,328 433 70.80 4,328 519 70.85 4,328 606 70.90 4,328 692 70.95 4,328 779 71.00 4,328 866 71.05 4,328 1,039 71.10 4,328 1,213 71.15 4,328 1,385 71.20 4,328 1,556 71.25 4,328 1,726 71.30 4,328 1,894 71.35 4,328 2,060 71.40 4,328 2,225 71.45 4,328 2,387 71.50 4,328 2,547 71.55 4,328 2,705 71.60 4,328 2,861 71.65 4,328 3,014 71.70 4,328 3,165 71.75 4,328 3,313 71.80 4,328 3,457 71.85 4,328 3,598 71.90 4,328 3,734 71.95 4,328 3,867 72.00 4,328 3,994 72.05 4,328 4,115 72.10 4,328 4,228 72.15 4,328 4,333 72.20 4,328 4,432 72.25 4,328 4,527 72.30 4,328 4,618 72.35 4,328 4,706 72.40 4,328 4,793 72.45 4,328 4,879 72.50 4,328 4,966 72.55 4,328 5,052 72.60 4,328 5,139 72.65 4,328 5,225 72.70 4,328 5,312 72.75 4,328 5,399 72.80 4,328 5,485 Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 33HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond YD1: YD-1 Inflow Area = 1.010 ac, 7.23% Impervious, Inflow Depth = 0.24" for 2-Year event Inflow = 0.08 cfs @ 12.55 hrs, Volume= 0.020 af Outflow = 0.08 cfs @ 12.55 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min Primary = 0.08 cfs @ 12.55 hrs, Volume= 0.020 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 76.55' @ 12.55 hrs Flood Elev= 78.00' Device Routing Invert Outlet Devices #1 Primary 76.40'12.0" Round Culvert L= 221.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 76.40' / 75.30' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.08 cfs @ 12.55 hrs HW=76.55' TW=73.25' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.08 cfs @ 1.51 fps) Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 34HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond YD1: YD-1 Elevation (feet) Storage (cubic-feet) 76.40 0 76.42 0 76.44 0 76.46 0 76.48 0 76.50 0 76.52 0 76.54 0 76.56 0 76.58 0 76.60 0 76.62 0 76.64 0 76.66 0 76.68 0 76.70 0 76.72 0 76.74 0 76.76 0 76.78 0 76.80 0 76.82 0 76.84 0 76.86 0 76.88 0 76.90 0 76.92 0 76.94 0 76.96 0 76.98 0 77.00 0 77.02 0 77.04 0 77.06 0 77.08 0 77.10 0 77.12 0 77.14 0 77.16 0 77.18 0 77.20 0 77.22 0 77.24 0 77.26 0 77.28 0 77.30 0 77.32 0 77.34 0 77.36 0 77.38 0 77.40 0 77.42 0 77.44 0 Elevation (feet) Storage (cubic-feet) 77.46 0 77.48 0 77.50 0 77.52 0 77.54 0 77.56 0 77.58 0 77.60 0 77.62 0 77.64 0 77.66 0 77.68 0 77.70 0 77.72 0 77.74 0 77.76 0 77.78 0 77.80 0 77.82 0 77.84 0 77.86 0 77.88 0 77.90 0 77.92 0 77.94 0 77.96 0 77.98 0 78.00 0 Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 35HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP1: Analysis Point 1 - Edge of Wetlands Inflow Area = 6.932 ac, 50.01% Impervious, Inflow Depth = 0.03" for 2-Year event Inflow = 0.30 cfs @ 12.44 hrs, Volume= 0.017 af Primary = 0.30 cfs @ 12.44 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 36HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Inflow Area = 1.416 ac, 68.29% Impervious, Inflow Depth = 1.53" for 2-Year event Inflow = 2.62 cfs @ 12.08 hrs, Volume= 0.181 af Primary = 2.62 cfs @ 12.08 hrs, Volume= 0.181 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 37HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP3: Analysis Point 3 - Southeast PL Inflow Area = 0.147 ac, 0.00% Impervious, Inflow Depth = 0.01" for 2-Year event Inflow = 0.00 cfs @ 22.85 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 22.85 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 38HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP4: Analysis Point 4 - East PL Inflow Area = 0.032 ac, 0.00% Impervious, Inflow Depth = 0.01" for 2-Year event Inflow = 0.00 cfs @ 22.90 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 22.90 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 39HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP5: Analysis Point 5 - PL along Jerome Ave Inflow Area = 2.819 ac, 33.03% Impervious, Inflow Depth = 0.00" for 2-Year event Inflow = 0.00 cfs @ 12.43 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 12.43 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 2-Year Rainfall=3.46"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 40HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link WL: Wetlands Inflow Area = 8.348 ac, 53.11% Impervious, Inflow Depth = 0.29" for 2-Year event Inflow = 2.62 cfs @ 12.08 hrs, Volume= 0.199 af Primary = 2.62 cfs @ 12.08 hrs, Volume= 0.199 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 41HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.026 ac 0.10% Impervious Runoff Depth=0.30"Subcatchment DA1.1: DA1.1 Flow Length=557' Tc=28.7 min CN=41 Runoff=0.14 cfs 0.051 af Runoff Area=3.062 ac 68.71% Impervious Runoff Depth=3.58"Subcatchment DA1.2: DA1.2 Flow Length=899' Tc=20.3 min CN=86 Runoff=8.52 cfs 0.913 af Runoff Area=0.418 ac 84.93% Impervious Runoff Depth=3.99"Subcatchment DA1.3: DA1.3 Tc=5.0 min CN=90 Runoff=1.95 cfs 0.139 af Runoff Area=0.825 ac 60.00% Impervious Runoff Depth=3.19"Subcatchment DA2.1: DA2.1 Tc=5.0 min CN=82 Runoff=3.19 cfs 0.219 af Runoff Area=1.416 ac 68.29% Impervious Runoff Depth=2.91"Subcatchment DA2.2: DA2.2 Tc=5.0 min CN=79 Runoff=5.00 cfs 0.343 af Runoff Area=1.010 ac 7.23% Impervious Runoff Depth=0.86"Subcatchment DA3.1: DA3.1 Flow Length=416' Tc=19.1 min CN=52 Runoff=0.51 cfs 0.072 af Runoff Area=0.147 ac 0.00% Impervious Runoff Depth=0.22"Subcatchment DA3.2: DA3.2 Tc=5.0 min CN=39 Runoff=0.01 cfs 0.003 af Runoff Area=0.815 ac 75.71% Impervious Runoff Depth=3.38"Subcatchment DA3.3: DA3.3 Tc=5.0 min CN=84 Runoff=3.32 cfs 0.230 af Runoff Area=0.601 ac 85.02% Impervious Runoff Depth=4.10"Subcatchment DA3.4: DA3.4 Tc=5.0 min CN=91 Runoff=2.86 cfs 0.205 af Runoff Area=0.032 ac 0.00% Impervious Runoff Depth=0.22"Subcatchment DA4: DA4 Tc=10.0 min CN=39 Runoff=0.00 cfs 0.001 af Runoff Area=0.922 ac 24.84% Impervious Runoff Depth=1.10"Subcatchment DA5.1: DA5.1 Tc=10.0 min CN=56 Runoff=0.86 cfs 0.085 af Runoff Area=0.072 ac 16.67% Impervious Runoff Depth=0.69"Subcatchment DA5.2: DA5.2 Tc=5.0 min CN=49 Runoff=0.04 cfs 0.004 af Peak Elev=72.71' Storage=1,700 cf Inflow=0.87 cfs 0.094 afPond B1: Bioretention Basin 1 Discarded=0.06 cfs 0.074 af Primary=0.09 cfs 0.020 af Outflow=0.15 cfs 0.094 af Peak Elev=71.23' Inflow=2.52 cfs 0.151 afPond CB17: CB17 24.0" Round Culvert n=0.012 L=120.0' S=0.0050 '/' Outflow=2.52 cfs 0.151 af Peak Elev=74.10' Storage=2,512 cf Inflow=3.42 cfs 0.302 afPond U/G1: Underground Discarded=0.82 cfs 0.292 af Primary=0.18 cfs 0.009 af Outflow=1.00 cfs 0.302 af Peak Elev=73.85' Storage=7,095 cf Inflow=9.69 cfs 1.119 afPond U/G2: Underground Discarded=3.94 cfs 1.054 af Primary=1.20 cfs 0.065 af Outflow=5.14 cfs 1.119 af Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 42HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Peak Elev=71.81' Storage=3,475 cf Inflow=5.14 cfs 0.358 afPond U/G3: Underground Discarded=0.50 cfs 0.272 af Primary=1.69 cfs 0.086 af Outflow=2.19 cfs 0.358 af Peak Elev=76.80' Inflow=0.51 cfs 0.072 afPond YD1: YD-1 12.0" Round Culvert n=0.012 L=221.0' S=0.0050 '/' Outflow=0.51 cfs 0.072 af Inflow=2.56 cfs 0.202 afLink AP1: Analysis Point 1 - Edge of Wetlands Primary=2.56 cfs 0.202 af Inflow=5.00 cfs 0.343 afLink AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Primary=5.00 cfs 0.343 af Inflow=0.01 cfs 0.003 afLink AP3: Analysis Point 3 - Southeast PL Primary=0.01 cfs 0.003 af Inflow=0.00 cfs 0.001 afLink AP4: Analysis Point 4 - East PL Primary=0.00 cfs 0.001 af Inflow=0.10 cfs 0.024 afLink AP5: Analysis Point 5 - PL along Jerome Ave Primary=0.10 cfs 0.024 af Inflow=5.59 cfs 0.545 afLink WL: Wetlands Primary=5.59 cfs 0.545 af Total Runoff Area = 11.346 ac Runoff Volume = 2.265 af Average Runoff Depth = 2.40" 52.71% Pervious = 5.981 ac 47.29% Impervious = 5.365 ac Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 43HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.1: DA1.1 Runoff = 0.14 cfs @ 12.73 hrs, Volume= 0.051 af, Depth= 0.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description * 0.729 30 Woods, Good HSG A * 0.021 77 Woods, Good HSG D * 0.125 55 Woods, Good HSG B * 0.001 98 Paved parking HSG A * 0.001 98 Paved parking HSG B * 0.813 39 >75% Grass cover, Good HSG A * 0.335 61 >75% Grass cover, Good HSG B * 0.001 80 >75% Grass cover, Good HSG D 2.026 41 Weighted Average 2.024 99.90% Pervious Area 0.002 0.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.3 100 0.1082 0.09 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 10.4 457 0.0854 0.73 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 28.7 557 Total Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 44HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.2: DA1.2 Runoff = 8.52 cfs @ 12.27 hrs, Volume= 0.913 af, Depth= 3.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description * 0.228 98 Roofs HSG A * 0.744 98 Roofs HSG B * 0.095 55 Woods, Good HSG B * 0.034 98 Paved parking HSG A * 1.098 98 Paved parking HSG B * 0.011 39 >75% Grass cover, Good HSG A * 0.852 61 >75% Grass cover, Good HSG B 3.062 86 Weighted Average 0.958 31.29% Pervious Area 2.104 68.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 90 0.0968 0.09 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 0.5 10 0.2845 0.32 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 0.3 54 0.2455 3.47 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 0.7 115 0.0183 2.75 Shallow Concentrated Flow, Shallow Conc. Paved Kv= 20.3 fps 1.2 630 0.0200 9.11 16.09 Pipe Channel, Pipe Flow 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Corrugated PP, smooth interior 20.3 899 Total Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 45HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.3: DA1.3 Runoff = 1.95 cfs @ 12.07 hrs, Volume= 0.139 af, Depth= 3.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description 0.298 98 Paved parking HSG A 0.057 98 Paved parking HSG B 0.040 39 >75% Grass cover, Good HSG A 0.023 61 >75% Grass cover, Good HSG B 0.418 90 Weighted Average 0.063 15.07% Pervious Area 0.355 84.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 46HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA2.1: DA2.1 Runoff = 3.19 cfs @ 12.07 hrs, Volume= 0.219 af, Depth= 3.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description 0.059 98 Roofs HSG A 0.124 98 Paved parking HSG B 0.155 98 Paved parking HSG A 0.157 98 Roofs HSG B 0.060 39 >75% Grass cover, Good HSG A 0.270 61 >75% Grass cover, Good HSG B 0.825 82 Weighted Average 0.330 40.00% Pervious Area 0.495 60.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 47HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA2.2: DA2.2 Runoff = 5.00 cfs @ 12.07 hrs, Volume= 0.343 af, Depth= 2.91" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description 0.768 98 Paved parking HSG A 0.199 98 Roofs HSG A 0.113 30 Woods, Good HSG A 0.336 39 >75% Grass cover, Good HSG A 1.416 79 Weighted Average 0.449 31.71% Pervious Area 0.967 68.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 48HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.1: DA3.1 Runoff = 0.51 cfs @ 12.34 hrs, Volume= 0.072 af, Depth= 0.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description * 0.064 30 Woods, Good HSG A * 0.273 55 Woods, Good HSG B * 0.001 98 Paved parking HSG B * 0.048 98 Paved parking HSG A * 0.024 98 Roofs HSG A * 0.349 39 >75% Grass cover, Good HSG A * 0.251 61 >75% Grass cover, Good HSG B 1.010 52 Weighted Average 0.937 92.77% Pervious Area 0.073 7.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 57 0.0572 0.24 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 10.9 43 0.0724 0.07 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 2.2 74 0.0492 0.55 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.1 87 0.0359 1.33 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 0.2 50 0.0285 3.43 Shallow Concentrated Flow, Shallow Conc. Paved Kv= 20.3 fps 0.8 105 0.0906 2.11 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 19.1 416 Total Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 49HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.2: DA3.2 Runoff = 0.01 cfs @ 12.44 hrs, Volume= 0.003 af, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description 0.000 98 Paved parking HSG A 0.147 39 >75% Grass cover, Good HSG A 0.147 39 Weighted Average 0.147 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 50HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.3: DA3.3 Runoff = 3.32 cfs @ 12.07 hrs, Volume= 0.230 af, Depth= 3.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description 0.617 98 Paved parking HSG A 0.198 39 >75% Grass cover, Good HSG A 0.815 84 Weighted Average 0.198 24.29% Pervious Area 0.617 75.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 51HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.4: DA3.4 Runoff = 2.86 cfs @ 12.07 hrs, Volume= 0.205 af, Depth= 4.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description 0.154 98 Paved parking HSG A 0.357 98 Paved parking HSG B 0.042 39 >75% Grass cover, Good HSG A 0.048 61 >75% Grass cover, Good HSG B 0.601 91 Weighted Average 0.090 14.98% Pervious Area 0.511 85.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 52HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA4: DA4 Runoff = 0.00 cfs @ 12.52 hrs, Volume= 0.001 af, Depth= 0.22" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description * 0.000 98 Paved parking HSG A * 0.032 39 >75% Grass cover, Good HSG A 0.032 39 Weighted Average 0.032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 53HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA5.1: DA5.1 Runoff = 0.86 cfs @ 12.16 hrs, Volume= 0.085 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description 0.001 98 Roofs HSG B 0.066 98 Roofs HSG A 0.161 98 Paved parking HSG A 0.001 98 Paved parking HSG B 0.608 39 >75% Grass cover, Good HSG A 0.085 61 >75% Grass cover, Good HSG B 0.922 56 Weighted Average 0.693 75.16% Pervious Area 0.229 24.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 54HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA5.2: DA5.2 Runoff = 0.04 cfs @ 12.11 hrs, Volume= 0.004 af, Depth= 0.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12" Area (ac) CN Description 0.012 98 Paved parking HSG A 0.060 39 >75% Grass cover, Good HSG A 0.072 49 Weighted Average 0.060 83.33% Pervious Area 0.012 16.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 55HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond B1: Bioretention Basin 1 Inflow Area = 2.747 ac, 33.45% Impervious, Inflow Depth = 0.41" for 10-Year event Inflow = 0.87 cfs @ 12.17 hrs, Volume= 0.094 af Outflow = 0.15 cfs @ 13.18 hrs, Volume= 0.094 af, Atten= 82%, Lag= 60.7 min Discarded = 0.06 cfs @ 13.18 hrs, Volume= 0.074 af Primary = 0.09 cfs @ 13.18 hrs, Volume= 0.020 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 72.71' @ 13.18 hrs Surf.Area= 2,701 sf Storage= 1,700 cf Plug-Flow detention time= 227.1 min calculated for 0.094 af (100% of inflow) Center-of-Mass det. time= 227.0 min ( 1,104.3 - 877.2 ) Volume Invert Avail.Storage Storage Description #1 72.00' 10,356 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 72.00 2,067 0 0 73.00 2,957 2,512 2,512 74.00 3,907 3,432 5,944 75.00 4,917 4,412 10,356 Device Routing Invert Outlet Devices #1 Primary 72.50'12.0" Round Culvert L= 71.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 72.50' / 72.14' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 72.50'4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 73.50'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 74.75'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 72.00'1.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.06 cfs @ 13.18 hrs HW=72.71' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.06 cfs) Primary OutFlow Max=0.09 cfs @ 13.18 hrs HW=72.71' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.09 cfs of 0.15 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.09 cfs @ 1.57 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 56HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond B1: Bioretention Basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 72.00 2,067 0 72.05 2,111 104 72.10 2,156 211 72.15 2,201 320 72.20 2,245 431 72.25 2,290 545 72.30 2,334 660 72.35 2,378 778 72.40 2,423 898 72.45 2,468 1,020 72.50 2,512 1,145 72.55 2,556 1,271 72.60 2,601 1,400 72.65 2,646 1,532 72.70 2,690 1,665 72.75 2,735 1,801 72.80 2,779 1,938 72.85 2,823 2,078 72.90 2,868 2,221 72.95 2,913 2,365 73.00 2,957 2,512 73.05 3,004 2,661 73.10 3,052 2,812 73.15 3,100 2,966 73.20 3,147 3,122 73.25 3,195 3,281 73.30 3,242 3,442 73.35 3,289 3,605 73.40 3,337 3,771 73.45 3,385 3,939 73.50 3,432 4,109 73.55 3,479 4,282 73.60 3,527 4,457 73.65 3,575 4,635 73.70 3,622 4,815 73.75 3,670 4,997 73.80 3,717 5,182 73.85 3,764 5,369 73.90 3,812 5,558 73.95 3,860 5,750 74.00 3,907 5,944 74.05 3,957 6,141 74.10 4,008 6,340 74.15 4,059 6,541 74.20 4,109 6,746 74.25 4,160 6,952 74.30 4,210 7,162 74.35 4,260 7,373 74.40 4,311 7,588 74.45 4,362 7,804 74.50 4,412 8,024 74.55 4,462 8,246 74.60 4,513 8,470 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 74.65 4,564 8,697 74.70 4,614 8,926 74.75 4,665 9,158 74.80 4,715 9,393 74.85 4,765 9,630 74.90 4,816 9,869 74.95 4,867 10,111 75.00 4,917 10,356 Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 57HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond CB17: CB17 Inflow Area = 4.906 ac, 70.63% Impervious, Inflow Depth = 0.37" for 10-Year event Inflow = 2.52 cfs @ 12.40 hrs, Volume= 0.151 af Outflow = 2.52 cfs @ 12.40 hrs, Volume= 0.151 af, Atten= 0%, Lag= 0.0 min Primary = 2.52 cfs @ 12.40 hrs, Volume= 0.151 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 71.23' @ 12.40 hrs Flood Elev= 80.00' Device Routing Invert Outlet Devices #1 Primary 70.50'24.0" Round Culvert L= 120.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 70.50' / 69.90' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=2.52 cfs @ 12.40 hrs HW=71.23' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.52 cfs @ 3.62 fps) Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 58HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond CB17: CB17 Elevation (feet) Storage (cubic-feet) 70.50 0 70.60 0 70.70 0 70.80 0 70.90 0 71.00 0 71.10 0 71.20 0 71.30 0 71.40 0 71.50 0 71.60 0 71.70 0 71.80 0 71.90 0 72.00 0 72.10 0 72.20 0 72.30 0 72.40 0 72.50 0 72.60 0 72.70 0 72.80 0 72.90 0 73.00 0 73.10 0 73.20 0 73.30 0 73.40 0 73.50 0 73.60 0 73.70 0 73.80 0 73.90 0 74.00 0 74.10 0 74.20 0 74.30 0 74.40 0 74.50 0 74.60 0 74.70 0 74.80 0 74.90 0 75.00 0 75.10 0 75.20 0 75.30 0 75.40 0 75.50 0 75.60 0 75.70 0 Elevation (feet) Storage (cubic-feet) 75.80 0 75.90 0 76.00 0 76.10 0 76.20 0 76.30 0 76.40 0 76.50 0 76.60 0 76.70 0 76.80 0 76.90 0 77.00 0 77.10 0 77.20 0 77.30 0 77.40 0 77.50 0 77.60 0 77.70 0 77.80 0 77.90 0 78.00 0 78.10 0 78.20 0 78.30 0 78.40 0 78.50 0 78.60 0 78.70 0 78.80 0 78.90 0 79.00 0 79.10 0 79.20 0 79.30 0 79.40 0 79.50 0 79.60 0 79.70 0 79.80 0 79.90 0 80.00 0 Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 59HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G1: Underground Detention/Infiltration System 1 Inflow Area = 1.825 ac, 37.81% Impervious, Inflow Depth = 1.98" for 10-Year event Inflow = 3.42 cfs @ 12.08 hrs, Volume= 0.302 af Outflow = 1.00 cfs @ 12.53 hrs, Volume= 0.302 af, Atten= 71%, Lag= 27.4 min Discarded = 0.82 cfs @ 11.87 hrs, Volume= 0.292 af Primary = 0.18 cfs @ 12.53 hrs, Volume= 0.009 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 74.10' @ 12.53 hrs Surf.Area= 3,626 sf Storage= 2,512 cf Plug-Flow detention time= 15.1 min calculated for 0.302 af (100% of inflow) Center-of-Mass det. time= 15.1 min ( 849.1 - 834.0 ) Volume Invert Avail.Storage Storage Description #1A 73.00' 3,257 cf 44.25'W x 81.94'L x 3.50'H Field A 12,690 cf Overall - 4,548 cf Embedded = 8,142 cf x 40.0% Voids #2A 73.50' 4,548 cf ADS_StormTech SC-740 +Cap x 99 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 99 Chambers in 9 Rows 7,805 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 73.50'12.0" Round Culvert L= 125.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 73.50' / 72.00' S= 0.0120 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 73.75'4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 74.75'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 76.00'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 73.00'9.800 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.82 cfs @ 11.87 hrs HW=73.04' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.82 cfs) Primary OutFlow Max=0.18 cfs @ 12.53 hrs HW=74.10' TW=72.55' (Dynamic Tailwater) 1=Culvert (Passes 0.18 cfs of 1.30 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.18 cfs @ 2.06 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 60HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G1: Underground Detention/Infiltration System 1 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 11 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 79.94' Row Length +12.0" End Stone x 2 = 81.94' Base Length 9 Rows x 51.0" Wide + 6.0" Spacing x 8 + 12.0" Side Stone x 2 = 44.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 99 Chambers x 45.9 cf = 4,548.1 cf Chamber Storage 12,689.9 cf Field - 4,548.1 cf Chambers = 8,141.9 cf Stone x 40.0% Voids = 3,256.8 cf Stone Storage Chamber Storage + Stone Storage = 7,804.8 cf = 0.179 af Overall Storage Efficiency = 61.5% Overall System Size = 81.94' x 44.25' x 3.50' 99 Chambers 470.0 cy Field 301.6 cy Stone Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 61HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G1: Underground Detention/Infiltration System 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 73.00 3,626 0 73.05 3,626 73 73.10 3,626 145 73.15 3,626 218 73.20 3,626 290 73.25 3,626 363 73.30 3,626 435 73.35 3,626 508 73.40 3,626 580 73.45 3,626 653 73.50 3,626 725 73.55 3,626 876 73.60 3,626 1,027 73.65 3,626 1,178 73.70 3,626 1,329 73.75 3,626 1,479 73.80 3,626 1,628 73.85 3,626 1,777 73.90 3,626 1,926 73.95 3,626 2,073 74.00 3,626 2,221 74.05 3,626 2,367 74.10 3,626 2,513 74.15 3,626 2,659 74.20 3,626 2,803 74.25 3,626 2,947 74.30 3,626 3,090 74.35 3,626 3,232 74.40 3,626 3,374 74.45 3,626 3,514 74.50 3,626 3,654 74.55 3,626 3,793 74.60 3,626 3,931 74.65 3,626 4,068 74.70 3,626 4,203 74.75 3,626 4,338 74.80 3,626 4,472 74.85 3,626 4,604 74.90 3,626 4,735 74.95 3,626 4,865 75.00 3,626 4,993 75.05 3,626 5,120 75.10 3,626 5,246 75.15 3,626 5,370 75.20 3,626 5,492 75.25 3,626 5,612 75.30 3,626 5,731 75.35 3,626 5,847 75.40 3,626 5,962 75.45 3,626 6,074 75.50 3,626 6,184 75.55 3,626 6,291 75.60 3,626 6,395 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 75.65 3,626 6,496 75.70 3,626 6,593 75.75 3,626 6,684 75.80 3,626 6,770 75.85 3,626 6,851 75.90 3,626 6,930 75.95 3,626 7,006 76.00 3,626 7,080 76.05 3,626 7,152 76.10 3,626 7,225 76.15 3,626 7,297 76.20 3,626 7,370 76.25 3,626 7,442 76.30 3,626 7,515 76.35 3,626 7,587 76.40 3,626 7,660 76.45 3,626 7,732 76.50 3,626 7,805 Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 62HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G2: Underground Detention/Infiltration System 2 Inflow Area = 3.663 ac, 71.39% Impervious, Inflow Depth = 3.66" for 10-Year event Inflow = 9.69 cfs @ 12.25 hrs, Volume= 1.119 af Outflow = 5.14 cfs @ 12.57 hrs, Volume= 1.119 af, Atten= 47%, Lag= 19.1 min Discarded = 3.94 cfs @ 11.99 hrs, Volume= 1.054 af Primary = 1.20 cfs @ 12.57 hrs, Volume= 0.065 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 73.85' @ 12.57 hrs Surf.Area= 7,911 sf Storage= 7,095 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 7.4 min ( 818.3 - 811.0 ) Volume Invert Avail.Storage Storage Description #1A 72.50' 7,014 cf 82.25'W x 96.18'L x 3.50'H Field A 27,687 cf Overall - 10,153 cf Embedded = 17,534 cf x 40.0% Voids #2A 73.00' 10,153 cf ADS_StormTech SC-740 +Cap x 221 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 221 Chambers in 17 Rows 17,166 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 73.00'15.0" Round Culvert L= 251.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 73.00' / 71.75' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #2 Device 1 73.00'8.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 75.50'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 72.50'21.500 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=3.94 cfs @ 11.99 hrs HW=72.54' (Free Discharge) 4=Exfiltration (Exfiltration Controls 3.94 cfs) Primary OutFlow Max=1.20 cfs @ 12.57 hrs HW=73.85' TW=71.18' (Dynamic Tailwater) 1=Culvert (Passes 1.20 cfs of 2.40 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.20 cfs @ 3.45 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 63HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G2: Underground Detention/Infiltration System 2 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 13 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 94.18' Row Length +12.0" End Stone x 2 = 96.18' Base Length 17 Rows x 51.0" Wide + 6.0" Spacing x 16 + 12.0" Side Stone x 2 = 82.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 221 Chambers x 45.9 cf = 10,152.7 cf Chamber Storage 27,686.9 cf Field - 10,152.7 cf Chambers = 17,534.1 cf Stone x 40.0% Voids = 7,013.6 cf Stone Storage Chamber Storage + Stone Storage = 17,166.4 cf = 0.394 af Overall Storage Efficiency = 62.0% Overall System Size = 96.18' x 82.25' x 3.50' 221 Chambers 1,025.4 cy Field 649.4 cy Stone Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 64HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G2: Underground Detention/Infiltration System 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 72.50 7,911 0 72.55 7,911 158 72.60 7,911 316 72.65 7,911 475 72.70 7,911 633 72.75 7,911 791 72.80 7,911 949 72.85 7,911 1,107 72.90 7,911 1,266 72.95 7,911 1,424 73.00 7,911 1,582 73.05 7,911 1,916 73.10 7,911 2,249 73.15 7,911 2,582 73.20 7,911 2,915 73.25 7,911 3,246 73.30 7,911 3,576 73.35 7,911 3,905 73.40 7,911 4,233 73.45 7,911 4,559 73.50 7,911 4,884 73.55 7,911 5,208 73.60 7,911 5,530 73.65 7,911 5,851 73.70 7,911 6,170 73.75 7,911 6,487 73.80 7,911 6,803 73.85 7,911 7,117 73.90 7,911 7,429 73.95 7,911 7,739 74.00 7,911 8,048 74.05 7,911 8,354 74.10 7,911 8,658 74.15 7,911 8,960 74.20 7,911 9,259 74.25 7,911 9,556 74.30 7,911 9,850 74.35 7,911 10,142 74.40 7,911 10,431 74.45 7,911 10,717 74.50 7,911 11,000 74.55 7,911 11,280 74.60 7,911 11,557 74.65 7,911 11,830 74.70 7,911 12,099 74.75 7,911 12,364 74.80 7,911 12,624 74.85 7,911 12,881 74.90 7,911 13,133 74.95 7,911 13,380 75.00 7,911 13,621 75.05 7,911 13,857 75.10 7,911 14,086 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 75.15 7,911 14,307 75.20 7,911 14,519 75.25 7,911 14,719 75.30 7,911 14,907 75.35 7,911 15,086 75.40 7,911 15,257 75.45 7,911 15,423 75.50 7,911 15,584 75.55 7,911 15,742 75.60 7,911 15,901 75.65 7,911 16,059 75.70 7,911 16,217 75.75 7,911 16,375 75.80 7,911 16,534 75.85 7,911 16,692 75.90 7,911 16,850 75.95 7,911 17,008 76.00 7,911 17,166 Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 65HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G3: Underground Detention/Infiltration System 3 Inflow Area = 1.243 ac, 68.38% Impervious, Inflow Depth = 3.46" for 10-Year event Inflow = 5.14 cfs @ 12.07 hrs, Volume= 0.358 af Outflow = 2.19 cfs @ 12.26 hrs, Volume= 0.358 af, Atten= 57%, Lag= 11.2 min Discarded = 0.50 cfs @ 11.64 hrs, Volume= 0.272 af Primary = 1.69 cfs @ 12.26 hrs, Volume= 0.086 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 71.81' @ 12.26 hrs Surf.Area= 4,328 sf Storage= 3,475 cf Plug-Flow detention time= 22.0 min calculated for 0.358 af (100% of inflow) Center-of-Mass det. time= 22.0 min ( 826.5 - 804.5 ) Volume Invert Avail.Storage Storage Description #1A 70.50' 3,037 cf 58.17'W x 74.40'L x 2.33'H Field A - Volume of Voids 10,098 cf Overall - 2,506 cf Embedded = 7,592 cf x 40.0% Voids #2A 71.00' 2,506 cf ADS_StormTech SC-310 +Cap x 170 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 170 Chambers in 17 Rows 5,543 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 71.10'18.0" Round Culvert L= 20.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 71.10' / 71.00' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 70.50'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.50 cfs @ 11.64 hrs HW=70.53' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.50 cfs) Primary OutFlow Max=1.69 cfs @ 12.26 hrs HW=71.81' TW=71.16' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.69 cfs @ 3.03 fps) Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 66HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G3: Underground Detention/Infiltration System 3 - Chamber Wizard Field A - Volume of Voids Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 10 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 72.40' Row Length +12.0" End Stone x 2 = 74.40' Base Length 17 Rows x 34.0" Wide + 6.0" Spacing x 16 + 12.0" Side Stone x 2 = 58.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 170 Chambers x 14.7 cf = 2,506.1 cf Chamber Storage 10,097.7 cf Field - 2,506.1 cf Chambers = 7,591.6 cf Stone x 40.0% Voids = 3,036.6 cf Stone Storage Chamber Storage + Stone Storage = 5,542.8 cf = 0.127 af Overall Storage Efficiency = 54.9% Overall System Size = 74.40' x 58.17' x 2.33' 170 Chambers 374.0 cy Field 281.2 cy Stone Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 67HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G3: Underground Detention/Infiltration System 3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 70.50 4,328 0 70.55 4,328 87 70.60 4,328 173 70.65 4,328 260 70.70 4,328 346 70.75 4,328 433 70.80 4,328 519 70.85 4,328 606 70.90 4,328 692 70.95 4,328 779 71.00 4,328 866 71.05 4,328 1,039 71.10 4,328 1,213 71.15 4,328 1,385 71.20 4,328 1,556 71.25 4,328 1,726 71.30 4,328 1,894 71.35 4,328 2,060 71.40 4,328 2,225 71.45 4,328 2,387 71.50 4,328 2,547 71.55 4,328 2,705 71.60 4,328 2,861 71.65 4,328 3,014 71.70 4,328 3,165 71.75 4,328 3,313 71.80 4,328 3,457 71.85 4,328 3,598 71.90 4,328 3,734 71.95 4,328 3,867 72.00 4,328 3,994 72.05 4,328 4,115 72.10 4,328 4,228 72.15 4,328 4,333 72.20 4,328 4,432 72.25 4,328 4,527 72.30 4,328 4,618 72.35 4,328 4,706 72.40 4,328 4,793 72.45 4,328 4,879 72.50 4,328 4,966 72.55 4,328 5,052 72.60 4,328 5,139 72.65 4,328 5,225 72.70 4,328 5,312 72.75 4,328 5,399 72.80 4,328 5,485 Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 68HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond YD1: YD-1 Inflow Area = 1.010 ac, 7.23% Impervious, Inflow Depth = 0.86" for 10-Year event Inflow = 0.51 cfs @ 12.34 hrs, Volume= 0.072 af Outflow = 0.51 cfs @ 12.34 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.0 min Primary = 0.51 cfs @ 12.34 hrs, Volume= 0.072 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 76.80' @ 12.34 hrs Flood Elev= 78.00' Device Routing Invert Outlet Devices #1 Primary 76.40'12.0" Round Culvert L= 221.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 76.40' / 75.30' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.51 cfs @ 12.34 hrs HW=76.80' TW=74.01' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.51 cfs @ 2.60 fps) Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 69HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond YD1: YD-1 Elevation (feet) Storage (cubic-feet) 76.40 0 76.42 0 76.44 0 76.46 0 76.48 0 76.50 0 76.52 0 76.54 0 76.56 0 76.58 0 76.60 0 76.62 0 76.64 0 76.66 0 76.68 0 76.70 0 76.72 0 76.74 0 76.76 0 76.78 0 76.80 0 76.82 0 76.84 0 76.86 0 76.88 0 76.90 0 76.92 0 76.94 0 76.96 0 76.98 0 77.00 0 77.02 0 77.04 0 77.06 0 77.08 0 77.10 0 77.12 0 77.14 0 77.16 0 77.18 0 77.20 0 77.22 0 77.24 0 77.26 0 77.28 0 77.30 0 77.32 0 77.34 0 77.36 0 77.38 0 77.40 0 77.42 0 77.44 0 Elevation (feet) Storage (cubic-feet) 77.46 0 77.48 0 77.50 0 77.52 0 77.54 0 77.56 0 77.58 0 77.60 0 77.62 0 77.64 0 77.66 0 77.68 0 77.70 0 77.72 0 77.74 0 77.76 0 77.78 0 77.80 0 77.82 0 77.84 0 77.86 0 77.88 0 77.90 0 77.92 0 77.94 0 77.96 0 77.98 0 78.00 0 Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 70HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP1: Analysis Point 1 - Edge of Wetlands Inflow Area = 6.932 ac, 50.01% Impervious, Inflow Depth = 0.35" for 10-Year event Inflow = 2.56 cfs @ 12.41 hrs, Volume= 0.202 af Primary = 2.56 cfs @ 12.41 hrs, Volume= 0.202 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 71HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Inflow Area = 1.416 ac, 68.29% Impervious, Inflow Depth = 2.91" for 10-Year event Inflow = 5.00 cfs @ 12.07 hrs, Volume= 0.343 af Primary = 5.00 cfs @ 12.07 hrs, Volume= 0.343 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 72HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP3: Analysis Point 3 - Southeast PL Inflow Area = 0.147 ac, 0.00% Impervious, Inflow Depth = 0.22" for 10-Year event Inflow = 0.01 cfs @ 12.44 hrs, Volume= 0.003 af Primary = 0.01 cfs @ 12.44 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 73HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP4: Analysis Point 4 - East PL Inflow Area = 0.032 ac, 0.00% Impervious, Inflow Depth = 0.22" for 10-Year event Inflow = 0.00 cfs @ 12.52 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 12.52 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 74HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP5: Analysis Point 5 - PL along Jerome Ave Inflow Area = 2.819 ac, 33.03% Impervious, Inflow Depth = 0.10" for 10-Year event Inflow = 0.10 cfs @ 13.17 hrs, Volume= 0.024 af Primary = 0.10 cfs @ 13.17 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=5.12"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 75HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link WL: Wetlands Inflow Area = 8.348 ac, 53.11% Impervious, Inflow Depth = 0.78" for 10-Year event Inflow = 5.59 cfs @ 12.09 hrs, Volume= 0.545 af Primary = 5.59 cfs @ 12.09 hrs, Volume= 0.545 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 76HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.026 ac 0.10% Impervious Runoff Depth=0.61"Subcatchment DA1.1: DA1.1 Flow Length=557' Tc=28.7 min CN=41 Runoff=0.45 cfs 0.102 af Runoff Area=3.062 ac 68.71% Impervious Runoff Depth=4.55"Subcatchment DA1.2: DA1.2 Flow Length=899' Tc=20.3 min CN=86 Runoff=10.74 cfs 1.162 af Runoff Area=0.418 ac 84.93% Impervious Runoff Depth=4.99"Subcatchment DA1.3: DA1.3 Tc=5.0 min CN=90 Runoff=2.41 cfs 0.174 af Runoff Area=0.825 ac 60.00% Impervious Runoff Depth=4.13"Subcatchment DA2.1: DA2.1 Tc=5.0 min CN=82 Runoff=4.10 cfs 0.284 af Runoff Area=1.416 ac 68.29% Impervious Runoff Depth=3.81"Subcatchment DA2.2: DA2.2 Tc=5.0 min CN=79 Runoff=6.54 cfs 0.450 af Runoff Area=1.010 ac 7.23% Impervious Runoff Depth=1.37"Subcatchment DA3.1: DA3.1 Flow Length=416' Tc=19.1 min CN=52 Runoff=0.93 cfs 0.115 af Runoff Area=0.147 ac 0.00% Impervious Runoff Depth=0.49"Subcatchment DA3.2: DA3.2 Tc=5.0 min CN=39 Runoff=0.03 cfs 0.006 af Runoff Area=0.815 ac 75.71% Impervious Runoff Depth=4.34"Subcatchment DA3.3: DA3.3 Tc=5.0 min CN=84 Runoff=4.23 cfs 0.295 af Runoff Area=0.601 ac 85.02% Impervious Runoff Depth=5.10"Subcatchment DA3.4: DA3.4 Tc=5.0 min CN=91 Runoff=3.52 cfs 0.256 af Runoff Area=0.032 ac 0.00% Impervious Runoff Depth=0.49"Subcatchment DA4: DA4 Tc=10.0 min CN=39 Runoff=0.01 cfs 0.001 af Runoff Area=0.922 ac 24.84% Impervious Runoff Depth=1.69"Subcatchment DA5.1: DA5.1 Tc=10.0 min CN=56 Runoff=1.44 cfs 0.130 af Runoff Area=0.072 ac 16.67% Impervious Runoff Depth=1.14"Subcatchment DA5.2: DA5.2 Tc=5.0 min CN=49 Runoff=0.08 cfs 0.007 af Peak Elev=73.18' Storage=3,051 cf Inflow=1.61 cfs 0.168 afPond B1: Bioretention Basin 1 Discarded=0.07 cfs 0.085 af Primary=0.30 cfs 0.083 af Outflow=0.37 cfs 0.168 af Peak Elev=71.42' Inflow=3.82 cfs 0.276 afPond CB17: CB17 24.0" Round Culvert n=0.012 L=120.0' S=0.0050 '/' Outflow=3.82 cfs 0.276 af Peak Elev=74.67' Storage=4,118 cf Inflow=4.53 cfs 0.410 afPond U/G1: Underground Discarded=0.82 cfs 0.371 af Primary=0.36 cfs 0.039 af Outflow=1.19 cfs 0.410 af Peak Elev=74.48' Storage=10,866 cf Inflow=12.18 cfs 1.417 afPond U/G2: Underground Discarded=3.94 cfs 1.281 af Primary=1.80 cfs 0.136 af Outflow=5.73 cfs 1.417 af Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 77HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Peak Elev=72.07' Storage=4,156 cf Inflow=6.51 cfs 0.458 afPond U/G3: Underground Discarded=0.50 cfs 0.318 af Primary=2.95 cfs 0.139 af Outflow=3.45 cfs 0.458 af Peak Elev=76.95' Inflow=0.93 cfs 0.115 afPond YD1: YD-1 12.0" Round Culvert n=0.012 L=221.0' S=0.0050 '/' Outflow=0.93 cfs 0.115 af Inflow=4.03 cfs 0.378 afLink AP1: Analysis Point 1 - Edge of Wetlands Primary=4.03 cfs 0.378 af Inflow=6.54 cfs 0.450 afLink AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Primary=6.54 cfs 0.450 af Inflow=0.03 cfs 0.006 afLink AP3: Analysis Point 3 - Southeast PL Primary=0.03 cfs 0.006 af Inflow=0.01 cfs 0.001 afLink AP4: Analysis Point 4 - East PL Primary=0.01 cfs 0.001 af Inflow=0.31 cfs 0.090 afLink AP5: Analysis Point 5 - PL along Jerome Ave Primary=0.31 cfs 0.090 af Inflow=8.23 cfs 0.828 afLink WL: Wetlands Primary=8.23 cfs 0.828 af Total Runoff Area = 11.346 ac Runoff Volume = 2.980 af Average Runoff Depth = 3.15" 52.71% Pervious = 5.981 ac 47.29% Impervious = 5.365 ac Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 78HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.1: DA1.1 Runoff = 0.45 cfs @ 12.60 hrs, Volume= 0.102 af, Depth= 0.61" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description * 0.729 30 Woods, Good HSG A * 0.021 77 Woods, Good HSG D * 0.125 55 Woods, Good HSG B * 0.001 98 Paved parking HSG A * 0.001 98 Paved parking HSG B * 0.813 39 >75% Grass cover, Good HSG A * 0.335 61 >75% Grass cover, Good HSG B * 0.001 80 >75% Grass cover, Good HSG D 2.026 41 Weighted Average 2.024 99.90% Pervious Area 0.002 0.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.3 100 0.1082 0.09 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 10.4 457 0.0854 0.73 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 28.7 557 Total Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 79HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.2: DA1.2 Runoff = 10.74 cfs @ 12.27 hrs, Volume= 1.162 af, Depth= 4.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description * 0.228 98 Roofs HSG A * 0.744 98 Roofs HSG B * 0.095 55 Woods, Good HSG B * 0.034 98 Paved parking HSG A * 1.098 98 Paved parking HSG B * 0.011 39 >75% Grass cover, Good HSG A * 0.852 61 >75% Grass cover, Good HSG B 3.062 86 Weighted Average 0.958 31.29% Pervious Area 2.104 68.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 90 0.0968 0.09 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 0.5 10 0.2845 0.32 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 0.3 54 0.2455 3.47 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 0.7 115 0.0183 2.75 Shallow Concentrated Flow, Shallow Conc. Paved Kv= 20.3 fps 1.2 630 0.0200 9.11 16.09 Pipe Channel, Pipe Flow 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Corrugated PP, smooth interior 20.3 899 Total Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 80HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.3: DA1.3 Runoff = 2.41 cfs @ 12.07 hrs, Volume= 0.174 af, Depth= 4.99" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description 0.298 98 Paved parking HSG A 0.057 98 Paved parking HSG B 0.040 39 >75% Grass cover, Good HSG A 0.023 61 >75% Grass cover, Good HSG B 0.418 90 Weighted Average 0.063 15.07% Pervious Area 0.355 84.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 81HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA2.1: DA2.1 Runoff = 4.10 cfs @ 12.07 hrs, Volume= 0.284 af, Depth= 4.13" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description 0.059 98 Roofs HSG A 0.124 98 Paved parking HSG B 0.155 98 Paved parking HSG A 0.157 98 Roofs HSG B 0.060 39 >75% Grass cover, Good HSG A 0.270 61 >75% Grass cover, Good HSG B 0.825 82 Weighted Average 0.330 40.00% Pervious Area 0.495 60.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 82HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA2.2: DA2.2 Runoff = 6.54 cfs @ 12.07 hrs, Volume= 0.450 af, Depth= 3.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description 0.768 98 Paved parking HSG A 0.199 98 Roofs HSG A 0.113 30 Woods, Good HSG A 0.336 39 >75% Grass cover, Good HSG A 1.416 79 Weighted Average 0.449 31.71% Pervious Area 0.967 68.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 83HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.1: DA3.1 Runoff = 0.93 cfs @ 12.31 hrs, Volume= 0.115 af, Depth= 1.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description * 0.064 30 Woods, Good HSG A * 0.273 55 Woods, Good HSG B * 0.001 98 Paved parking HSG B * 0.048 98 Paved parking HSG A * 0.024 98 Roofs HSG A * 0.349 39 >75% Grass cover, Good HSG A * 0.251 61 >75% Grass cover, Good HSG B 1.010 52 Weighted Average 0.937 92.77% Pervious Area 0.073 7.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 57 0.0572 0.24 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 10.9 43 0.0724 0.07 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 2.2 74 0.0492 0.55 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.1 87 0.0359 1.33 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 0.2 50 0.0285 3.43 Shallow Concentrated Flow, Shallow Conc. Paved Kv= 20.3 fps 0.8 105 0.0906 2.11 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 19.1 416 Total Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 84HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.2: DA3.2 Runoff = 0.03 cfs @ 12.31 hrs, Volume= 0.006 af, Depth= 0.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description 0.000 98 Paved parking HSG A 0.147 39 >75% Grass cover, Good HSG A 0.147 39 Weighted Average 0.147 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 85HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.3: DA3.3 Runoff = 4.23 cfs @ 12.07 hrs, Volume= 0.295 af, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description 0.617 98 Paved parking HSG A 0.198 39 >75% Grass cover, Good HSG A 0.815 84 Weighted Average 0.198 24.29% Pervious Area 0.617 75.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 86HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.4: DA3.4 Runoff = 3.52 cfs @ 12.07 hrs, Volume= 0.256 af, Depth= 5.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description 0.154 98 Paved parking HSG A 0.357 98 Paved parking HSG B 0.042 39 >75% Grass cover, Good HSG A 0.048 61 >75% Grass cover, Good HSG B 0.601 91 Weighted Average 0.090 14.98% Pervious Area 0.511 85.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 87HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA4: DA4 Runoff = 0.01 cfs @ 12.39 hrs, Volume= 0.001 af, Depth= 0.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description * 0.000 98 Paved parking HSG A * 0.032 39 >75% Grass cover, Good HSG A 0.032 39 Weighted Average 0.032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 88HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA5.1: DA5.1 Runoff = 1.44 cfs @ 12.15 hrs, Volume= 0.130 af, Depth= 1.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description 0.001 98 Roofs HSG B 0.066 98 Roofs HSG A 0.161 98 Paved parking HSG A 0.001 98 Paved parking HSG B 0.608 39 >75% Grass cover, Good HSG A 0.085 61 >75% Grass cover, Good HSG B 0.922 56 Weighted Average 0.693 75.16% Pervious Area 0.229 24.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 89HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA5.2: DA5.2 Runoff = 0.08 cfs @ 12.09 hrs, Volume= 0.007 af, Depth= 1.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15" Area (ac) CN Description 0.012 98 Paved parking HSG A 0.060 39 >75% Grass cover, Good HSG A 0.072 49 Weighted Average 0.060 83.33% Pervious Area 0.012 16.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 90HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond B1: Bioretention Basin 1 Inflow Area = 2.747 ac, 33.45% Impervious, Inflow Depth = 0.74" for 25-Year event Inflow = 1.61 cfs @ 12.17 hrs, Volume= 0.168 af Outflow = 0.37 cfs @ 13.53 hrs, Volume= 0.168 af, Atten= 77%, Lag= 81.6 min Discarded = 0.07 cfs @ 13.53 hrs, Volume= 0.085 af Primary = 0.30 cfs @ 13.53 hrs, Volume= 0.083 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 73.18' @ 13.53 hrs Surf.Area= 3,125 sf Storage= 3,051 cf Plug-Flow detention time= 180.4 min calculated for 0.168 af (100% of inflow) Center-of-Mass det. time= 180.4 min ( 1,032.8 - 852.4 ) Volume Invert Avail.Storage Storage Description #1 72.00' 10,356 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 72.00 2,067 0 0 73.00 2,957 2,512 2,512 74.00 3,907 3,432 5,944 75.00 4,917 4,412 10,356 Device Routing Invert Outlet Devices #1 Primary 72.50'12.0" Round Culvert L= 71.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 72.50' / 72.14' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 72.50'4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 73.50'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 74.75'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 72.00'1.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.07 cfs @ 13.53 hrs HW=73.18' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.07 cfs) Primary OutFlow Max=0.30 cfs @ 13.53 hrs HW=73.18' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.30 cfs of 1.27 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.30 cfs @ 3.44 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 91HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond B1: Bioretention Basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 72.00 2,067 0 72.05 2,111 104 72.10 2,156 211 72.15 2,201 320 72.20 2,245 431 72.25 2,290 545 72.30 2,334 660 72.35 2,378 778 72.40 2,423 898 72.45 2,468 1,020 72.50 2,512 1,145 72.55 2,556 1,271 72.60 2,601 1,400 72.65 2,646 1,532 72.70 2,690 1,665 72.75 2,735 1,801 72.80 2,779 1,938 72.85 2,823 2,078 72.90 2,868 2,221 72.95 2,913 2,365 73.00 2,957 2,512 73.05 3,004 2,661 73.10 3,052 2,812 73.15 3,100 2,966 73.20 3,147 3,122 73.25 3,195 3,281 73.30 3,242 3,442 73.35 3,289 3,605 73.40 3,337 3,771 73.45 3,385 3,939 73.50 3,432 4,109 73.55 3,479 4,282 73.60 3,527 4,457 73.65 3,575 4,635 73.70 3,622 4,815 73.75 3,670 4,997 73.80 3,717 5,182 73.85 3,764 5,369 73.90 3,812 5,558 73.95 3,860 5,750 74.00 3,907 5,944 74.05 3,957 6,141 74.10 4,008 6,340 74.15 4,059 6,541 74.20 4,109 6,746 74.25 4,160 6,952 74.30 4,210 7,162 74.35 4,260 7,373 74.40 4,311 7,588 74.45 4,362 7,804 74.50 4,412 8,024 74.55 4,462 8,246 74.60 4,513 8,470 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 74.65 4,564 8,697 74.70 4,614 8,926 74.75 4,665 9,158 74.80 4,715 9,393 74.85 4,765 9,630 74.90 4,816 9,869 74.95 4,867 10,111 75.00 4,917 10,356 Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 92HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond CB17: CB17 Inflow Area = 4.906 ac, 70.63% Impervious, Inflow Depth = 0.67" for 25-Year event Inflow = 3.82 cfs @ 12.30 hrs, Volume= 0.276 af Outflow = 3.82 cfs @ 12.30 hrs, Volume= 0.276 af, Atten= 0%, Lag= 0.0 min Primary = 3.82 cfs @ 12.30 hrs, Volume= 0.276 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 71.42' @ 12.30 hrs Flood Elev= 80.00' Device Routing Invert Outlet Devices #1 Primary 70.50'24.0" Round Culvert L= 120.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 70.50' / 69.90' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=3.82 cfs @ 12.30 hrs HW=71.42' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 3.82 cfs @ 4.00 fps) Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 93HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond CB17: CB17 Elevation (feet) Storage (cubic-feet) 70.50 0 70.60 0 70.70 0 70.80 0 70.90 0 71.00 0 71.10 0 71.20 0 71.30 0 71.40 0 71.50 0 71.60 0 71.70 0 71.80 0 71.90 0 72.00 0 72.10 0 72.20 0 72.30 0 72.40 0 72.50 0 72.60 0 72.70 0 72.80 0 72.90 0 73.00 0 73.10 0 73.20 0 73.30 0 73.40 0 73.50 0 73.60 0 73.70 0 73.80 0 73.90 0 74.00 0 74.10 0 74.20 0 74.30 0 74.40 0 74.50 0 74.60 0 74.70 0 74.80 0 74.90 0 75.00 0 75.10 0 75.20 0 75.30 0 75.40 0 75.50 0 75.60 0 75.70 0 Elevation (feet) Storage (cubic-feet) 75.80 0 75.90 0 76.00 0 76.10 0 76.20 0 76.30 0 76.40 0 76.50 0 76.60 0 76.70 0 76.80 0 76.90 0 77.00 0 77.10 0 77.20 0 77.30 0 77.40 0 77.50 0 77.60 0 77.70 0 77.80 0 77.90 0 78.00 0 78.10 0 78.20 0 78.30 0 78.40 0 78.50 0 78.60 0 78.70 0 78.80 0 78.90 0 79.00 0 79.10 0 79.20 0 79.30 0 79.40 0 79.50 0 79.60 0 79.70 0 79.80 0 79.90 0 80.00 0 Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 94HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G1: Underground Detention/Infiltration System 1 Inflow Area = 1.825 ac, 37.81% Impervious, Inflow Depth = 2.69" for 25-Year event Inflow = 4.53 cfs @ 12.08 hrs, Volume= 0.410 af Outflow = 1.19 cfs @ 12.59 hrs, Volume= 0.410 af, Atten= 74%, Lag= 31.0 min Discarded = 0.82 cfs @ 11.78 hrs, Volume= 0.371 af Primary = 0.36 cfs @ 12.59 hrs, Volume= 0.039 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 74.67' @ 12.59 hrs Surf.Area= 3,626 sf Storage= 4,118 cf Plug-Flow detention time= 23.7 min calculated for 0.410 af (100% of inflow) Center-of-Mass det. time= 23.7 min ( 852.1 - 828.4 ) Volume Invert Avail.Storage Storage Description #1A 73.00' 3,257 cf 44.25'W x 81.94'L x 3.50'H Field A 12,690 cf Overall - 4,548 cf Embedded = 8,142 cf x 40.0% Voids #2A 73.50' 4,548 cf ADS_StormTech SC-740 +Cap x 99 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 99 Chambers in 9 Rows 7,805 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 73.50'12.0" Round Culvert L= 125.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 73.50' / 72.00' S= 0.0120 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 73.75'4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 74.75'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 76.00'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 73.00'9.800 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.82 cfs @ 11.78 hrs HW=73.04' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.82 cfs) Primary OutFlow Max=0.36 cfs @ 12.59 hrs HW=74.67' TW=72.96' (Dynamic Tailwater) 1=Culvert (Passes 0.36 cfs of 3.09 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.36 cfs @ 4.17 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 95HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G1: Underground Detention/Infiltration System 1 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 11 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 79.94' Row Length +12.0" End Stone x 2 = 81.94' Base Length 9 Rows x 51.0" Wide + 6.0" Spacing x 8 + 12.0" Side Stone x 2 = 44.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 99 Chambers x 45.9 cf = 4,548.1 cf Chamber Storage 12,689.9 cf Field - 4,548.1 cf Chambers = 8,141.9 cf Stone x 40.0% Voids = 3,256.8 cf Stone Storage Chamber Storage + Stone Storage = 7,804.8 cf = 0.179 af Overall Storage Efficiency = 61.5% Overall System Size = 81.94' x 44.25' x 3.50' 99 Chambers 470.0 cy Field 301.6 cy Stone Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 96HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G1: Underground Detention/Infiltration System 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 73.00 3,626 0 73.05 3,626 73 73.10 3,626 145 73.15 3,626 218 73.20 3,626 290 73.25 3,626 363 73.30 3,626 435 73.35 3,626 508 73.40 3,626 580 73.45 3,626 653 73.50 3,626 725 73.55 3,626 876 73.60 3,626 1,027 73.65 3,626 1,178 73.70 3,626 1,329 73.75 3,626 1,479 73.80 3,626 1,628 73.85 3,626 1,777 73.90 3,626 1,926 73.95 3,626 2,073 74.00 3,626 2,221 74.05 3,626 2,367 74.10 3,626 2,513 74.15 3,626 2,659 74.20 3,626 2,803 74.25 3,626 2,947 74.30 3,626 3,090 74.35 3,626 3,232 74.40 3,626 3,374 74.45 3,626 3,514 74.50 3,626 3,654 74.55 3,626 3,793 74.60 3,626 3,931 74.65 3,626 4,068 74.70 3,626 4,203 74.75 3,626 4,338 74.80 3,626 4,472 74.85 3,626 4,604 74.90 3,626 4,735 74.95 3,626 4,865 75.00 3,626 4,993 75.05 3,626 5,120 75.10 3,626 5,246 75.15 3,626 5,370 75.20 3,626 5,492 75.25 3,626 5,612 75.30 3,626 5,731 75.35 3,626 5,847 75.40 3,626 5,962 75.45 3,626 6,074 75.50 3,626 6,184 75.55 3,626 6,291 75.60 3,626 6,395 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 75.65 3,626 6,496 75.70 3,626 6,593 75.75 3,626 6,684 75.80 3,626 6,770 75.85 3,626 6,851 75.90 3,626 6,930 75.95 3,626 7,006 76.00 3,626 7,080 76.05 3,626 7,152 76.10 3,626 7,225 76.15 3,626 7,297 76.20 3,626 7,370 76.25 3,626 7,442 76.30 3,626 7,515 76.35 3,626 7,587 76.40 3,626 7,660 76.45 3,626 7,732 76.50 3,626 7,805 Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 97HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G2: Underground Detention/Infiltration System 2 Inflow Area = 3.663 ac, 71.39% Impervious, Inflow Depth = 4.64" for 25-Year event Inflow = 12.18 cfs @ 12.25 hrs, Volume= 1.417 af Outflow = 5.73 cfs @ 12.61 hrs, Volume= 1.417 af, Atten= 53%, Lag= 21.5 min Discarded = 3.94 cfs @ 11.92 hrs, Volume= 1.281 af Primary = 1.80 cfs @ 12.61 hrs, Volume= 0.136 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 74.48' @ 12.61 hrs Surf.Area= 7,911 sf Storage= 10,866 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 10.7 min ( 815.3 - 804.5 ) Volume Invert Avail.Storage Storage Description #1A 72.50' 7,014 cf 82.25'W x 96.18'L x 3.50'H Field A 27,687 cf Overall - 10,153 cf Embedded = 17,534 cf x 40.0% Voids #2A 73.00' 10,153 cf ADS_StormTech SC-740 +Cap x 221 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 221 Chambers in 17 Rows 17,166 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 73.00'15.0" Round Culvert L= 251.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 73.00' / 71.75' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #2 Device 1 73.00'8.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 75.50'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 72.50'21.500 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=3.94 cfs @ 11.92 hrs HW=72.54' (Free Discharge) 4=Exfiltration (Exfiltration Controls 3.94 cfs) Primary OutFlow Max=1.80 cfs @ 12.61 hrs HW=74.48' TW=71.30' (Dynamic Tailwater) 1=Culvert (Passes 1.80 cfs of 5.05 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.80 cfs @ 5.15 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 98HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G2: Underground Detention/Infiltration System 2 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 13 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 94.18' Row Length +12.0" End Stone x 2 = 96.18' Base Length 17 Rows x 51.0" Wide + 6.0" Spacing x 16 + 12.0" Side Stone x 2 = 82.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 221 Chambers x 45.9 cf = 10,152.7 cf Chamber Storage 27,686.9 cf Field - 10,152.7 cf Chambers = 17,534.1 cf Stone x 40.0% Voids = 7,013.6 cf Stone Storage Chamber Storage + Stone Storage = 17,166.4 cf = 0.394 af Overall Storage Efficiency = 62.0% Overall System Size = 96.18' x 82.25' x 3.50' 221 Chambers 1,025.4 cy Field 649.4 cy Stone Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 99HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G2: Underground Detention/Infiltration System 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 72.50 7,911 0 72.55 7,911 158 72.60 7,911 316 72.65 7,911 475 72.70 7,911 633 72.75 7,911 791 72.80 7,911 949 72.85 7,911 1,107 72.90 7,911 1,266 72.95 7,911 1,424 73.00 7,911 1,582 73.05 7,911 1,916 73.10 7,911 2,249 73.15 7,911 2,582 73.20 7,911 2,915 73.25 7,911 3,246 73.30 7,911 3,576 73.35 7,911 3,905 73.40 7,911 4,233 73.45 7,911 4,559 73.50 7,911 4,884 73.55 7,911 5,208 73.60 7,911 5,530 73.65 7,911 5,851 73.70 7,911 6,170 73.75 7,911 6,487 73.80 7,911 6,803 73.85 7,911 7,117 73.90 7,911 7,429 73.95 7,911 7,739 74.00 7,911 8,048 74.05 7,911 8,354 74.10 7,911 8,658 74.15 7,911 8,960 74.20 7,911 9,259 74.25 7,911 9,556 74.30 7,911 9,850 74.35 7,911 10,142 74.40 7,911 10,431 74.45 7,911 10,717 74.50 7,911 11,000 74.55 7,911 11,280 74.60 7,911 11,557 74.65 7,911 11,830 74.70 7,911 12,099 74.75 7,911 12,364 74.80 7,911 12,624 74.85 7,911 12,881 74.90 7,911 13,133 74.95 7,911 13,380 75.00 7,911 13,621 75.05 7,911 13,857 75.10 7,911 14,086 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 75.15 7,911 14,307 75.20 7,911 14,519 75.25 7,911 14,719 75.30 7,911 14,907 75.35 7,911 15,086 75.40 7,911 15,257 75.45 7,911 15,423 75.50 7,911 15,584 75.55 7,911 15,742 75.60 7,911 15,901 75.65 7,911 16,059 75.70 7,911 16,217 75.75 7,911 16,375 75.80 7,911 16,534 75.85 7,911 16,692 75.90 7,911 16,850 75.95 7,911 17,008 76.00 7,911 17,166 Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 100HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G3: Underground Detention/Infiltration System 3 Inflow Area = 1.243 ac, 68.38% Impervious, Inflow Depth = 4.42" for 25-Year event Inflow = 6.51 cfs @ 12.07 hrs, Volume= 0.458 af Outflow = 3.45 cfs @ 12.19 hrs, Volume= 0.458 af, Atten= 47%, Lag= 7.1 min Discarded = 0.50 cfs @ 11.50 hrs, Volume= 0.318 af Primary = 2.95 cfs @ 12.19 hrs, Volume= 0.139 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 72.07' @ 12.19 hrs Surf.Area= 4,328 sf Storage= 4,156 cf Plug-Flow detention time= 21.4 min calculated for 0.458 af (100% of inflow) Center-of-Mass det. time= 21.4 min ( 819.3 - 797.9 ) Volume Invert Avail.Storage Storage Description #1A 70.50' 3,037 cf 58.17'W x 74.40'L x 2.33'H Field A - Volume of Voids 10,098 cf Overall - 2,506 cf Embedded = 7,592 cf x 40.0% Voids #2A 71.00' 2,506 cf ADS_StormTech SC-310 +Cap x 170 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 170 Chambers in 17 Rows 5,543 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 71.10'18.0" Round Culvert L= 20.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 71.10' / 71.00' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 70.50'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.50 cfs @ 11.50 hrs HW=70.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.50 cfs) Primary OutFlow Max=2.95 cfs @ 12.19 hrs HW=72.07' TW=71.37' (Dynamic Tailwater) 1=Culvert (Barrel Controls 2.95 cfs @ 3.48 fps) Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 101HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G3: Underground Detention/Infiltration System 3 - Chamber Wizard Field A - Volume of Voids Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 10 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 72.40' Row Length +12.0" End Stone x 2 = 74.40' Base Length 17 Rows x 34.0" Wide + 6.0" Spacing x 16 + 12.0" Side Stone x 2 = 58.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 170 Chambers x 14.7 cf = 2,506.1 cf Chamber Storage 10,097.7 cf Field - 2,506.1 cf Chambers = 7,591.6 cf Stone x 40.0% Voids = 3,036.6 cf Stone Storage Chamber Storage + Stone Storage = 5,542.8 cf = 0.127 af Overall Storage Efficiency = 54.9% Overall System Size = 74.40' x 58.17' x 2.33' 170 Chambers 374.0 cy Field 281.2 cy Stone Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 102HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G3: Underground Detention/Infiltration System 3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 70.50 4,328 0 70.55 4,328 87 70.60 4,328 173 70.65 4,328 260 70.70 4,328 346 70.75 4,328 433 70.80 4,328 519 70.85 4,328 606 70.90 4,328 692 70.95 4,328 779 71.00 4,328 866 71.05 4,328 1,039 71.10 4,328 1,213 71.15 4,328 1,385 71.20 4,328 1,556 71.25 4,328 1,726 71.30 4,328 1,894 71.35 4,328 2,060 71.40 4,328 2,225 71.45 4,328 2,387 71.50 4,328 2,547 71.55 4,328 2,705 71.60 4,328 2,861 71.65 4,328 3,014 71.70 4,328 3,165 71.75 4,328 3,313 71.80 4,328 3,457 71.85 4,328 3,598 71.90 4,328 3,734 71.95 4,328 3,867 72.00 4,328 3,994 72.05 4,328 4,115 72.10 4,328 4,228 72.15 4,328 4,333 72.20 4,328 4,432 72.25 4,328 4,527 72.30 4,328 4,618 72.35 4,328 4,706 72.40 4,328 4,793 72.45 4,328 4,879 72.50 4,328 4,966 72.55 4,328 5,052 72.60 4,328 5,139 72.65 4,328 5,225 72.70 4,328 5,312 72.75 4,328 5,399 72.80 4,328 5,485 Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 103HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond YD1: YD-1 Inflow Area = 1.010 ac, 7.23% Impervious, Inflow Depth = 1.37" for 25-Year event Inflow = 0.93 cfs @ 12.31 hrs, Volume= 0.115 af Outflow = 0.93 cfs @ 12.31 hrs, Volume= 0.115 af, Atten= 0%, Lag= 0.0 min Primary = 0.93 cfs @ 12.31 hrs, Volume= 0.115 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 76.95' @ 12.31 hrs Flood Elev= 78.00' Device Routing Invert Outlet Devices #1 Primary 76.40'12.0" Round Culvert L= 221.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 76.40' / 75.30' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.93 cfs @ 12.31 hrs HW=76.95' TW=74.42' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.93 cfs @ 3.05 fps) Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 104HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond YD1: YD-1 Elevation (feet) Storage (cubic-feet) 76.40 0 76.42 0 76.44 0 76.46 0 76.48 0 76.50 0 76.52 0 76.54 0 76.56 0 76.58 0 76.60 0 76.62 0 76.64 0 76.66 0 76.68 0 76.70 0 76.72 0 76.74 0 76.76 0 76.78 0 76.80 0 76.82 0 76.84 0 76.86 0 76.88 0 76.90 0 76.92 0 76.94 0 76.96 0 76.98 0 77.00 0 77.02 0 77.04 0 77.06 0 77.08 0 77.10 0 77.12 0 77.14 0 77.16 0 77.18 0 77.20 0 77.22 0 77.24 0 77.26 0 77.28 0 77.30 0 77.32 0 77.34 0 77.36 0 77.38 0 77.40 0 77.42 0 77.44 0 Elevation (feet) Storage (cubic-feet) 77.46 0 77.48 0 77.50 0 77.52 0 77.54 0 77.56 0 77.58 0 77.60 0 77.62 0 77.64 0 77.66 0 77.68 0 77.70 0 77.72 0 77.74 0 77.76 0 77.78 0 77.80 0 77.82 0 77.84 0 77.86 0 77.88 0 77.90 0 77.92 0 77.94 0 77.96 0 77.98 0 78.00 0 Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 105HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP1: Analysis Point 1 - Edge of Wetlands Inflow Area = 6.932 ac, 50.01% Impervious, Inflow Depth = 0.65" for 25-Year event Inflow = 4.03 cfs @ 12.35 hrs, Volume= 0.378 af Primary = 4.03 cfs @ 12.35 hrs, Volume= 0.378 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 106HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Inflow Area = 1.416 ac, 68.29% Impervious, Inflow Depth = 3.81" for 25-Year event Inflow = 6.54 cfs @ 12.07 hrs, Volume= 0.450 af Primary = 6.54 cfs @ 12.07 hrs, Volume= 0.450 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 107HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP3: Analysis Point 3 - Southeast PL Inflow Area = 0.147 ac, 0.00% Impervious, Inflow Depth = 0.49" for 25-Year event Inflow = 0.03 cfs @ 12.31 hrs, Volume= 0.006 af Primary = 0.03 cfs @ 12.31 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 108HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP4: Analysis Point 4 - East PL Inflow Area = 0.032 ac, 0.00% Impervious, Inflow Depth = 0.49" for 25-Year event Inflow = 0.01 cfs @ 12.39 hrs, Volume= 0.001 af Primary = 0.01 cfs @ 12.39 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 109HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP5: Analysis Point 5 - PL along Jerome Ave Inflow Area = 2.819 ac, 33.03% Impervious, Inflow Depth = 0.38" for 25-Year event Inflow = 0.31 cfs @ 13.50 hrs, Volume= 0.090 af Primary = 0.31 cfs @ 13.50 hrs, Volume= 0.090 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 25-Year Rainfall=6.15"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 110HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link WL: Wetlands Inflow Area = 8.348 ac, 53.11% Impervious, Inflow Depth = 1.19" for 25-Year event Inflow = 8.23 cfs @ 12.10 hrs, Volume= 0.828 af Primary = 8.23 cfs @ 12.10 hrs, Volume= 0.828 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 111HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.026 ac 0.10% Impervious Runoff Depth=1.23"Subcatchment DA1.1: DA1.1 Flow Length=557' Tc=28.7 min CN=41 Runoff=1.24 cfs 0.208 af Runoff Area=3.062 ac 68.71% Impervious Runoff Depth=6.09"Subcatchment DA1.2: DA1.2 Flow Length=899' Tc=20.3 min CN=86 Runoff=14.18 cfs 1.554 af Runoff Area=0.418 ac 84.93% Impervious Runoff Depth=6.56"Subcatchment DA1.3: DA1.3 Tc=5.0 min CN=90 Runoff=3.12 cfs 0.228 af Runoff Area=0.825 ac 60.00% Impervious Runoff Depth=5.62"Subcatchment DA2.1: DA2.1 Tc=5.0 min CN=82 Runoff=5.52 cfs 0.387 af Runoff Area=1.416 ac 68.29% Impervious Runoff Depth=5.28"Subcatchment DA2.2: DA2.2 Tc=5.0 min CN=79 Runoff=8.97 cfs 0.623 af Runoff Area=1.010 ac 7.23% Impervious Runoff Depth=2.30"Subcatchment DA3.1: DA3.1 Flow Length=416' Tc=19.1 min CN=52 Runoff=1.73 cfs 0.194 af Runoff Area=0.147 ac 0.00% Impervious Runoff Depth=1.05"Subcatchment DA3.2: DA3.2 Tc=5.0 min CN=39 Runoff=0.12 cfs 0.013 af Runoff Area=0.815 ac 75.71% Impervious Runoff Depth=5.86"Subcatchment DA3.3: DA3.3 Tc=5.0 min CN=84 Runoff=5.63 cfs 0.398 af Runoff Area=0.601 ac 85.02% Impervious Runoff Depth=6.68"Subcatchment DA3.4: DA3.4 Tc=5.0 min CN=91 Runoff=4.53 cfs 0.334 af Runoff Area=0.032 ac 0.00% Impervious Runoff Depth=1.05"Subcatchment DA4: DA4 Tc=10.0 min CN=39 Runoff=0.02 cfs 0.003 af Runoff Area=0.922 ac 24.84% Impervious Runoff Depth=2.72"Subcatchment DA5.1: DA5.1 Tc=10.0 min CN=56 Runoff=2.46 cfs 0.209 af Runoff Area=0.072 ac 16.67% Impervious Runoff Depth=2.00"Subcatchment DA5.2: DA5.2 Tc=5.0 min CN=49 Runoff=0.16 cfs 0.012 af Peak Elev=73.98' Storage=5,879 cf Inflow=2.81 cfs 0.326 afPond B1: Bioretention Basin 1 Discarded=0.09 cfs 0.101 af Primary=0.72 cfs 0.226 af Outflow=0.81 cfs 0.326 af Peak Elev=71.74' Inflow=6.49 cfs 0.519 afPond CB17: CB17 24.0" Round Culvert n=0.012 L=120.0' S=0.0050 '/' Outflow=6.49 cfs 0.519 af Peak Elev=75.78' Storage=6,729 cf Inflow=6.35 cfs 0.592 afPond U/G1: Underground Discarded=0.82 cfs 0.474 af Primary=0.96 cfs 0.117 af Outflow=1.79 cfs 0.592 af Peak Elev=75.78' Storage=16,483 cf Inflow=16.04 cfs 1.888 afPond U/G2: Underground Discarded=3.94 cfs 1.601 af Primary=4.58 cfs 0.287 af Outflow=8.52 cfs 1.888 af Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 112HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Peak Elev=72.52' Storage=4,997 cf Inflow=8.64 cfs 0.615 afPond U/G3: Underground Discarded=0.50 cfs 0.384 af Primary=5.48 cfs 0.231 af Outflow=5.98 cfs 0.615 af Peak Elev=77.19' Inflow=1.73 cfs 0.194 afPond YD1: YD-1 12.0" Round Culvert n=0.012 L=221.0' S=0.0050 '/' Outflow=1.73 cfs 0.194 af Inflow=7.31 cfs 0.727 afLink AP1: Analysis Point 1 - Edge of Wetlands Primary=7.31 cfs 0.727 af Inflow=8.97 cfs 0.623 afLink AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Primary=8.97 cfs 0.623 af Inflow=0.12 cfs 0.013 afLink AP3: Analysis Point 3 - Southeast PL Primary=0.12 cfs 0.013 af Inflow=0.02 cfs 0.003 afLink AP4: Analysis Point 4 - East PL Primary=0.02 cfs 0.003 af Inflow=0.74 cfs 0.238 afLink AP5: Analysis Point 5 - PL along Jerome Ave Primary=0.74 cfs 0.238 af Inflow=13.83 cfs 1.349 afLink WL: Wetlands Primary=13.83 cfs 1.349 af Total Runoff Area = 11.346 ac Runoff Volume = 4.162 af Average Runoff Depth = 4.40" 52.71% Pervious = 5.981 ac 47.29% Impervious = 5.365 ac Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 113HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.1: DA1.1 Runoff = 1.24 cfs @ 12.53 hrs, Volume= 0.208 af, Depth= 1.23" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description * 0.729 30 Woods, Good HSG A * 0.021 77 Woods, Good HSG D * 0.125 55 Woods, Good HSG B * 0.001 98 Paved parking HSG A * 0.001 98 Paved parking HSG B * 0.813 39 >75% Grass cover, Good HSG A * 0.335 61 >75% Grass cover, Good HSG B * 0.001 80 >75% Grass cover, Good HSG D 2.026 41 Weighted Average 2.024 99.90% Pervious Area 0.002 0.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.3 100 0.1082 0.09 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 10.4 457 0.0854 0.73 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 28.7 557 Total Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 114HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.2: DA1.2 Runoff = 14.18 cfs @ 12.27 hrs, Volume= 1.554 af, Depth= 6.09" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description * 0.228 98 Roofs HSG A * 0.744 98 Roofs HSG B * 0.095 55 Woods, Good HSG B * 0.034 98 Paved parking HSG A * 1.098 98 Paved parking HSG B * 0.011 39 >75% Grass cover, Good HSG A * 0.852 61 >75% Grass cover, Good HSG B 3.062 86 Weighted Average 0.958 31.29% Pervious Area 2.104 68.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 90 0.0968 0.09 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 0.5 10 0.2845 0.32 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 0.3 54 0.2455 3.47 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 0.7 115 0.0183 2.75 Shallow Concentrated Flow, Shallow Conc. Paved Kv= 20.3 fps 1.2 630 0.0200 9.11 16.09 Pipe Channel, Pipe Flow 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Corrugated PP, smooth interior 20.3 899 Total Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 115HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.3: DA1.3 Runoff = 3.12 cfs @ 12.07 hrs, Volume= 0.228 af, Depth= 6.56" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description 0.298 98 Paved parking HSG A 0.057 98 Paved parking HSG B 0.040 39 >75% Grass cover, Good HSG A 0.023 61 >75% Grass cover, Good HSG B 0.418 90 Weighted Average 0.063 15.07% Pervious Area 0.355 84.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 116HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA2.1: DA2.1 Runoff = 5.52 cfs @ 12.07 hrs, Volume= 0.387 af, Depth= 5.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description 0.059 98 Roofs HSG A 0.124 98 Paved parking HSG B 0.155 98 Paved parking HSG A 0.157 98 Roofs HSG B 0.060 39 >75% Grass cover, Good HSG A 0.270 61 >75% Grass cover, Good HSG B 0.825 82 Weighted Average 0.330 40.00% Pervious Area 0.495 60.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 117HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA2.2: DA2.2 Runoff = 8.97 cfs @ 12.07 hrs, Volume= 0.623 af, Depth= 5.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description 0.768 98 Paved parking HSG A 0.199 98 Roofs HSG A 0.113 30 Woods, Good HSG A 0.336 39 >75% Grass cover, Good HSG A 1.416 79 Weighted Average 0.449 31.71% Pervious Area 0.967 68.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 118HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.1: DA3.1 Runoff = 1.73 cfs @ 12.29 hrs, Volume= 0.194 af, Depth= 2.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description * 0.064 30 Woods, Good HSG A * 0.273 55 Woods, Good HSG B * 0.001 98 Paved parking HSG B * 0.048 98 Paved parking HSG A * 0.024 98 Roofs HSG A * 0.349 39 >75% Grass cover, Good HSG A * 0.251 61 >75% Grass cover, Good HSG B 1.010 52 Weighted Average 0.937 92.77% Pervious Area 0.073 7.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 57 0.0572 0.24 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 10.9 43 0.0724 0.07 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 2.2 74 0.0492 0.55 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.1 87 0.0359 1.33 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 0.2 50 0.0285 3.43 Shallow Concentrated Flow, Shallow Conc. Paved Kv= 20.3 fps 0.8 105 0.0906 2.11 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 19.1 416 Total Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 119HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.2: DA3.2 Runoff = 0.12 cfs @ 12.11 hrs, Volume= 0.013 af, Depth= 1.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description 0.000 98 Paved parking HSG A 0.147 39 >75% Grass cover, Good HSG A 0.147 39 Weighted Average 0.147 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 120HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.3: DA3.3 Runoff = 5.63 cfs @ 12.07 hrs, Volume= 0.398 af, Depth= 5.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description 0.617 98 Paved parking HSG A 0.198 39 >75% Grass cover, Good HSG A 0.815 84 Weighted Average 0.198 24.29% Pervious Area 0.617 75.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 121HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.4: DA3.4 Runoff = 4.53 cfs @ 12.07 hrs, Volume= 0.334 af, Depth= 6.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description 0.154 98 Paved parking HSG A 0.357 98 Paved parking HSG B 0.042 39 >75% Grass cover, Good HSG A 0.048 61 >75% Grass cover, Good HSG B 0.601 91 Weighted Average 0.090 14.98% Pervious Area 0.511 85.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 122HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA4: DA4 Runoff = 0.02 cfs @ 12.19 hrs, Volume= 0.003 af, Depth= 1.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description * 0.000 98 Paved parking HSG A * 0.032 39 >75% Grass cover, Good HSG A 0.032 39 Weighted Average 0.032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 123HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA5.1: DA5.1 Runoff = 2.46 cfs @ 12.15 hrs, Volume= 0.209 af, Depth= 2.72" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description 0.001 98 Roofs HSG B 0.066 98 Roofs HSG A 0.161 98 Paved parking HSG A 0.001 98 Paved parking HSG B 0.608 39 >75% Grass cover, Good HSG A 0.085 61 >75% Grass cover, Good HSG B 0.922 56 Weighted Average 0.693 75.16% Pervious Area 0.229 24.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 124HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA5.2: DA5.2 Runoff = 0.16 cfs @ 12.09 hrs, Volume= 0.012 af, Depth= 2.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75" Area (ac) CN Description 0.012 98 Paved parking HSG A 0.060 39 >75% Grass cover, Good HSG A 0.072 49 Weighted Average 0.060 83.33% Pervious Area 0.012 16.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 125HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond B1: Bioretention Basin 1 Inflow Area = 2.747 ac, 33.45% Impervious, Inflow Depth = 1.43" for 100-Year event Inflow = 2.81 cfs @ 12.15 hrs, Volume= 0.326 af Outflow = 0.81 cfs @ 13.40 hrs, Volume= 0.326 af, Atten= 71%, Lag= 74.8 min Discarded = 0.09 cfs @ 13.40 hrs, Volume= 0.101 af Primary = 0.72 cfs @ 13.40 hrs, Volume= 0.226 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 73.98' @ 13.40 hrs Surf.Area= 3,891 sf Storage= 5,879 cf Plug-Flow detention time= 152.4 min calculated for 0.326 af (100% of inflow) Center-of-Mass det. time= 152.5 min ( 986.5 - 834.0 ) Volume Invert Avail.Storage Storage Description #1 72.00' 10,356 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 72.00 2,067 0 0 73.00 2,957 2,512 2,512 74.00 3,907 3,432 5,944 75.00 4,917 4,412 10,356 Device Routing Invert Outlet Devices #1 Primary 72.50'12.0" Round Culvert L= 71.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 72.50' / 72.14' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 72.50'4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 73.50'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 74.75'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 72.00'1.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.09 cfs @ 13.40 hrs HW=73.98' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.09 cfs) Primary OutFlow Max=0.72 cfs @ 13.40 hrs HW=73.98' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.72 cfs of 3.14 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.48 cfs @ 5.53 fps) 3=Orifice/Grate (Orifice Controls 0.24 cfs @ 2.71 fps) 4=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 126HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond B1: Bioretention Basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 72.00 2,067 0 72.05 2,111 104 72.10 2,156 211 72.15 2,201 320 72.20 2,245 431 72.25 2,290 545 72.30 2,334 660 72.35 2,378 778 72.40 2,423 898 72.45 2,468 1,020 72.50 2,512 1,145 72.55 2,556 1,271 72.60 2,601 1,400 72.65 2,646 1,532 72.70 2,690 1,665 72.75 2,735 1,801 72.80 2,779 1,938 72.85 2,823 2,078 72.90 2,868 2,221 72.95 2,913 2,365 73.00 2,957 2,512 73.05 3,004 2,661 73.10 3,052 2,812 73.15 3,100 2,966 73.20 3,147 3,122 73.25 3,195 3,281 73.30 3,242 3,442 73.35 3,289 3,605 73.40 3,337 3,771 73.45 3,385 3,939 73.50 3,432 4,109 73.55 3,479 4,282 73.60 3,527 4,457 73.65 3,575 4,635 73.70 3,622 4,815 73.75 3,670 4,997 73.80 3,717 5,182 73.85 3,764 5,369 73.90 3,812 5,558 73.95 3,860 5,750 74.00 3,907 5,944 74.05 3,957 6,141 74.10 4,008 6,340 74.15 4,059 6,541 74.20 4,109 6,746 74.25 4,160 6,952 74.30 4,210 7,162 74.35 4,260 7,373 74.40 4,311 7,588 74.45 4,362 7,804 74.50 4,412 8,024 74.55 4,462 8,246 74.60 4,513 8,470 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 74.65 4,564 8,697 74.70 4,614 8,926 74.75 4,665 9,158 74.80 4,715 9,393 74.85 4,765 9,630 74.90 4,816 9,869 74.95 4,867 10,111 75.00 4,917 10,356 Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 127HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond CB17: CB17 Inflow Area = 4.906 ac, 70.63% Impervious, Inflow Depth = 1.27" for 100-Year event Inflow = 6.49 cfs @ 12.16 hrs, Volume= 0.519 af Outflow = 6.49 cfs @ 12.16 hrs, Volume= 0.519 af, Atten= 0%, Lag= 0.0 min Primary = 6.49 cfs @ 12.16 hrs, Volume= 0.519 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 71.74' @ 12.16 hrs Flood Elev= 80.00' Device Routing Invert Outlet Devices #1 Primary 70.50'24.0" Round Culvert L= 120.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 70.50' / 69.90' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=6.49 cfs @ 12.16 hrs HW=71.74' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 6.49 cfs @ 4.53 fps) Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 128HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond CB17: CB17 Elevation (feet) Storage (cubic-feet) 70.50 0 70.60 0 70.70 0 70.80 0 70.90 0 71.00 0 71.10 0 71.20 0 71.30 0 71.40 0 71.50 0 71.60 0 71.70 0 71.80 0 71.90 0 72.00 0 72.10 0 72.20 0 72.30 0 72.40 0 72.50 0 72.60 0 72.70 0 72.80 0 72.90 0 73.00 0 73.10 0 73.20 0 73.30 0 73.40 0 73.50 0 73.60 0 73.70 0 73.80 0 73.90 0 74.00 0 74.10 0 74.20 0 74.30 0 74.40 0 74.50 0 74.60 0 74.70 0 74.80 0 74.90 0 75.00 0 75.10 0 75.20 0 75.30 0 75.40 0 75.50 0 75.60 0 75.70 0 Elevation (feet) Storage (cubic-feet) 75.80 0 75.90 0 76.00 0 76.10 0 76.20 0 76.30 0 76.40 0 76.50 0 76.60 0 76.70 0 76.80 0 76.90 0 77.00 0 77.10 0 77.20 0 77.30 0 77.40 0 77.50 0 77.60 0 77.70 0 77.80 0 77.90 0 78.00 0 78.10 0 78.20 0 78.30 0 78.40 0 78.50 0 78.60 0 78.70 0 78.80 0 78.90 0 79.00 0 79.10 0 79.20 0 79.30 0 79.40 0 79.50 0 79.60 0 79.70 0 79.80 0 79.90 0 80.00 0 Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 129HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G1: Underground Detention/Infiltration System 1 Inflow Area = 1.825 ac, 37.81% Impervious, Inflow Depth = 3.89" for 100-Year event Inflow = 6.35 cfs @ 12.08 hrs, Volume= 0.592 af Outflow = 1.79 cfs @ 12.59 hrs, Volume= 0.592 af, Atten= 72%, Lag= 30.9 min Discarded = 0.82 cfs @ 11.69 hrs, Volume= 0.474 af Primary = 0.96 cfs @ 12.59 hrs, Volume= 0.117 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 75.78' @ 12.59 hrs Surf.Area= 3,626 sf Storage= 6,729 cf Plug-Flow detention time= 33.0 min calculated for 0.591 af (100% of inflow) Center-of-Mass det. time= 33.0 min ( 854.5 - 821.5 ) Volume Invert Avail.Storage Storage Description #1A 73.00' 3,257 cf 44.25'W x 81.94'L x 3.50'H Field A 12,690 cf Overall - 4,548 cf Embedded = 8,142 cf x 40.0% Voids #2A 73.50' 4,548 cf ADS_StormTech SC-740 +Cap x 99 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 99 Chambers in 9 Rows 7,805 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 73.50'12.0" Round Culvert L= 125.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 73.50' / 72.00' S= 0.0120 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 73.75'4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 74.75'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 76.00'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 73.00'9.800 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.82 cfs @ 11.69 hrs HW=73.04' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.82 cfs) Primary OutFlow Max=0.96 cfs @ 12.59 hrs HW=75.78' TW=73.64' (Dynamic Tailwater) 1=Culvert (Passes 0.96 cfs of 4.19 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.57 cfs @ 6.57 fps) 3=Orifice/Grate (Orifice Controls 0.39 cfs @ 4.46 fps) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 130HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G1: Underground Detention/Infiltration System 1 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 11 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 79.94' Row Length +12.0" End Stone x 2 = 81.94' Base Length 9 Rows x 51.0" Wide + 6.0" Spacing x 8 + 12.0" Side Stone x 2 = 44.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 99 Chambers x 45.9 cf = 4,548.1 cf Chamber Storage 12,689.9 cf Field - 4,548.1 cf Chambers = 8,141.9 cf Stone x 40.0% Voids = 3,256.8 cf Stone Storage Chamber Storage + Stone Storage = 7,804.8 cf = 0.179 af Overall Storage Efficiency = 61.5% Overall System Size = 81.94' x 44.25' x 3.50' 99 Chambers 470.0 cy Field 301.6 cy Stone Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 131HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G1: Underground Detention/Infiltration System 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 73.00 3,626 0 73.05 3,626 73 73.10 3,626 145 73.15 3,626 218 73.20 3,626 290 73.25 3,626 363 73.30 3,626 435 73.35 3,626 508 73.40 3,626 580 73.45 3,626 653 73.50 3,626 725 73.55 3,626 876 73.60 3,626 1,027 73.65 3,626 1,178 73.70 3,626 1,329 73.75 3,626 1,479 73.80 3,626 1,628 73.85 3,626 1,777 73.90 3,626 1,926 73.95 3,626 2,073 74.00 3,626 2,221 74.05 3,626 2,367 74.10 3,626 2,513 74.15 3,626 2,659 74.20 3,626 2,803 74.25 3,626 2,947 74.30 3,626 3,090 74.35 3,626 3,232 74.40 3,626 3,374 74.45 3,626 3,514 74.50 3,626 3,654 74.55 3,626 3,793 74.60 3,626 3,931 74.65 3,626 4,068 74.70 3,626 4,203 74.75 3,626 4,338 74.80 3,626 4,472 74.85 3,626 4,604 74.90 3,626 4,735 74.95 3,626 4,865 75.00 3,626 4,993 75.05 3,626 5,120 75.10 3,626 5,246 75.15 3,626 5,370 75.20 3,626 5,492 75.25 3,626 5,612 75.30 3,626 5,731 75.35 3,626 5,847 75.40 3,626 5,962 75.45 3,626 6,074 75.50 3,626 6,184 75.55 3,626 6,291 75.60 3,626 6,395 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 75.65 3,626 6,496 75.70 3,626 6,593 75.75 3,626 6,684 75.80 3,626 6,770 75.85 3,626 6,851 75.90 3,626 6,930 75.95 3,626 7,006 76.00 3,626 7,080 76.05 3,626 7,152 76.10 3,626 7,225 76.15 3,626 7,297 76.20 3,626 7,370 76.25 3,626 7,442 76.30 3,626 7,515 76.35 3,626 7,587 76.40 3,626 7,660 76.45 3,626 7,732 76.50 3,626 7,805 Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 132HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G2: Underground Detention/Infiltration System 2 Inflow Area = 3.663 ac, 71.39% Impervious, Inflow Depth = 6.19" for 100-Year event Inflow = 16.04 cfs @ 12.25 hrs, Volume= 1.888 af Outflow = 8.52 cfs @ 12.56 hrs, Volume= 1.888 af, Atten= 47%, Lag= 18.7 min Discarded = 3.94 cfs @ 11.83 hrs, Volume= 1.601 af Primary = 4.58 cfs @ 12.56 hrs, Volume= 0.287 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 75.78' @ 12.56 hrs Surf.Area= 7,911 sf Storage= 16,483 cf Plug-Flow detention time= 14.9 min calculated for 1.888 af (100% of inflow) Center-of-Mass det. time= 14.9 min ( 811.8 - 796.9 ) Volume Invert Avail.Storage Storage Description #1A 72.50' 7,014 cf 82.25'W x 96.18'L x 3.50'H Field A 27,687 cf Overall - 10,153 cf Embedded = 17,534 cf x 40.0% Voids #2A 73.00' 10,153 cf ADS_StormTech SC-740 +Cap x 221 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 221 Chambers in 17 Rows 17,166 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 73.00'15.0" Round Culvert L= 251.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 73.00' / 71.75' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #2 Device 1 73.00'8.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 75.50'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 72.50'21.500 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=3.94 cfs @ 11.83 hrs HW=72.54' (Free Discharge) 4=Exfiltration (Exfiltration Controls 3.94 cfs) Primary OutFlow Max=4.58 cfs @ 12.56 hrs HW=75.78' TW=71.69' (Dynamic Tailwater) 1=Culvert (Passes 4.58 cfs of 6.45 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.63 cfs @ 7.54 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 1.95 cfs @ 1.74 fps) Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 133HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G2: Underground Detention/Infiltration System 2 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 13 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 94.18' Row Length +12.0" End Stone x 2 = 96.18' Base Length 17 Rows x 51.0" Wide + 6.0" Spacing x 16 + 12.0" Side Stone x 2 = 82.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 221 Chambers x 45.9 cf = 10,152.7 cf Chamber Storage 27,686.9 cf Field - 10,152.7 cf Chambers = 17,534.1 cf Stone x 40.0% Voids = 7,013.6 cf Stone Storage Chamber Storage + Stone Storage = 17,166.4 cf = 0.394 af Overall Storage Efficiency = 62.0% Overall System Size = 96.18' x 82.25' x 3.50' 221 Chambers 1,025.4 cy Field 649.4 cy Stone Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 134HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G2: Underground Detention/Infiltration System 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 72.50 7,911 0 72.55 7,911 158 72.60 7,911 316 72.65 7,911 475 72.70 7,911 633 72.75 7,911 791 72.80 7,911 949 72.85 7,911 1,107 72.90 7,911 1,266 72.95 7,911 1,424 73.00 7,911 1,582 73.05 7,911 1,916 73.10 7,911 2,249 73.15 7,911 2,582 73.20 7,911 2,915 73.25 7,911 3,246 73.30 7,911 3,576 73.35 7,911 3,905 73.40 7,911 4,233 73.45 7,911 4,559 73.50 7,911 4,884 73.55 7,911 5,208 73.60 7,911 5,530 73.65 7,911 5,851 73.70 7,911 6,170 73.75 7,911 6,487 73.80 7,911 6,803 73.85 7,911 7,117 73.90 7,911 7,429 73.95 7,911 7,739 74.00 7,911 8,048 74.05 7,911 8,354 74.10 7,911 8,658 74.15 7,911 8,960 74.20 7,911 9,259 74.25 7,911 9,556 74.30 7,911 9,850 74.35 7,911 10,142 74.40 7,911 10,431 74.45 7,911 10,717 74.50 7,911 11,000 74.55 7,911 11,280 74.60 7,911 11,557 74.65 7,911 11,830 74.70 7,911 12,099 74.75 7,911 12,364 74.80 7,911 12,624 74.85 7,911 12,881 74.90 7,911 13,133 74.95 7,911 13,380 75.00 7,911 13,621 75.05 7,911 13,857 75.10 7,911 14,086 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 75.15 7,911 14,307 75.20 7,911 14,519 75.25 7,911 14,719 75.30 7,911 14,907 75.35 7,911 15,086 75.40 7,911 15,257 75.45 7,911 15,423 75.50 7,911 15,584 75.55 7,911 15,742 75.60 7,911 15,901 75.65 7,911 16,059 75.70 7,911 16,217 75.75 7,911 16,375 75.80 7,911 16,534 75.85 7,911 16,692 75.90 7,911 16,850 75.95 7,911 17,008 76.00 7,911 17,166 Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 135HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G3: Underground Detention/Infiltration System 3 Inflow Area = 1.243 ac, 68.38% Impervious, Inflow Depth = 5.94" for 100-Year event Inflow = 8.64 cfs @ 12.07 hrs, Volume= 0.615 af Outflow = 5.98 cfs @ 12.15 hrs, Volume= 0.615 af, Atten= 31%, Lag= 4.5 min Discarded = 0.50 cfs @ 11.21 hrs, Volume= 0.384 af Primary = 5.48 cfs @ 12.15 hrs, Volume= 0.231 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 72.52' @ 12.15 hrs Surf.Area= 4,328 sf Storage= 4,997 cf Plug-Flow detention time= 20.9 min calculated for 0.615 af (100% of inflow) Center-of-Mass det. time= 20.9 min ( 810.9 - 790.0 ) Volume Invert Avail.Storage Storage Description #1A 70.50' 3,037 cf 58.17'W x 74.40'L x 2.33'H Field A - Volume of Voids 10,098 cf Overall - 2,506 cf Embedded = 7,592 cf x 40.0% Voids #2A 71.00' 2,506 cf ADS_StormTech SC-310 +Cap x 170 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 170 Chambers in 17 Rows 5,543 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 71.10'18.0" Round Culvert L= 20.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 71.10' / 71.00' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 70.50'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.50 cfs @ 11.21 hrs HW=70.53' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.50 cfs) Primary OutFlow Max=5.48 cfs @ 12.15 hrs HW=72.52' TW=71.73' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.48 cfs @ 4.09 fps) Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 136HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G3: Underground Detention/Infiltration System 3 - Chamber Wizard Field A - Volume of Voids Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 10 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 72.40' Row Length +12.0" End Stone x 2 = 74.40' Base Length 17 Rows x 34.0" Wide + 6.0" Spacing x 16 + 12.0" Side Stone x 2 = 58.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 170 Chambers x 14.7 cf = 2,506.1 cf Chamber Storage 10,097.7 cf Field - 2,506.1 cf Chambers = 7,591.6 cf Stone x 40.0% Voids = 3,036.6 cf Stone Storage Chamber Storage + Stone Storage = 5,542.8 cf = 0.127 af Overall Storage Efficiency = 54.9% Overall System Size = 74.40' x 58.17' x 2.33' 170 Chambers 374.0 cy Field 281.2 cy Stone Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 137HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G3: Underground Detention/Infiltration System 3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 70.50 4,328 0 70.55 4,328 87 70.60 4,328 173 70.65 4,328 260 70.70 4,328 346 70.75 4,328 433 70.80 4,328 519 70.85 4,328 606 70.90 4,328 692 70.95 4,328 779 71.00 4,328 866 71.05 4,328 1,039 71.10 4,328 1,213 71.15 4,328 1,385 71.20 4,328 1,556 71.25 4,328 1,726 71.30 4,328 1,894 71.35 4,328 2,060 71.40 4,328 2,225 71.45 4,328 2,387 71.50 4,328 2,547 71.55 4,328 2,705 71.60 4,328 2,861 71.65 4,328 3,014 71.70 4,328 3,165 71.75 4,328 3,313 71.80 4,328 3,457 71.85 4,328 3,598 71.90 4,328 3,734 71.95 4,328 3,867 72.00 4,328 3,994 72.05 4,328 4,115 72.10 4,328 4,228 72.15 4,328 4,333 72.20 4,328 4,432 72.25 4,328 4,527 72.30 4,328 4,618 72.35 4,328 4,706 72.40 4,328 4,793 72.45 4,328 4,879 72.50 4,328 4,966 72.55 4,328 5,052 72.60 4,328 5,139 72.65 4,328 5,225 72.70 4,328 5,312 72.75 4,328 5,399 72.80 4,328 5,485 Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 138HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond YD1: YD-1 Inflow Area = 1.010 ac, 7.23% Impervious, Inflow Depth = 2.30" for 100-Year event Inflow = 1.73 cfs @ 12.29 hrs, Volume= 0.194 af Outflow = 1.73 cfs @ 12.29 hrs, Volume= 0.194 af, Atten= 0%, Lag= 0.0 min Primary = 1.73 cfs @ 12.29 hrs, Volume= 0.194 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 77.19' @ 12.29 hrs Flood Elev= 78.00' Device Routing Invert Outlet Devices #1 Primary 76.40'12.0" Round Culvert L= 221.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 76.40' / 75.30' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=1.73 cfs @ 12.29 hrs HW=77.19' TW=75.20' (Dynamic Tailwater) 1=Culvert (Barrel Controls 1.73 cfs @ 3.54 fps) Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 139HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond YD1: YD-1 Elevation (feet) Storage (cubic-feet) 76.40 0 76.42 0 76.44 0 76.46 0 76.48 0 76.50 0 76.52 0 76.54 0 76.56 0 76.58 0 76.60 0 76.62 0 76.64 0 76.66 0 76.68 0 76.70 0 76.72 0 76.74 0 76.76 0 76.78 0 76.80 0 76.82 0 76.84 0 76.86 0 76.88 0 76.90 0 76.92 0 76.94 0 76.96 0 76.98 0 77.00 0 77.02 0 77.04 0 77.06 0 77.08 0 77.10 0 77.12 0 77.14 0 77.16 0 77.18 0 77.20 0 77.22 0 77.24 0 77.26 0 77.28 0 77.30 0 77.32 0 77.34 0 77.36 0 77.38 0 77.40 0 77.42 0 77.44 0 Elevation (feet) Storage (cubic-feet) 77.46 0 77.48 0 77.50 0 77.52 0 77.54 0 77.56 0 77.58 0 77.60 0 77.62 0 77.64 0 77.66 0 77.68 0 77.70 0 77.72 0 77.74 0 77.76 0 77.78 0 77.80 0 77.82 0 77.84 0 77.86 0 77.88 0 77.90 0 77.92 0 77.94 0 77.96 0 77.98 0 78.00 0 Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 140HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP1: Analysis Point 1 - Edge of Wetlands Inflow Area = 6.932 ac, 50.01% Impervious, Inflow Depth = 1.26" for 100-Year event Inflow = 7.31 cfs @ 12.54 hrs, Volume= 0.727 af Primary = 7.31 cfs @ 12.54 hrs, Volume= 0.727 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 141HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Inflow Area = 1.416 ac, 68.29% Impervious, Inflow Depth = 5.28" for 100-Year event Inflow = 8.97 cfs @ 12.07 hrs, Volume= 0.623 af Primary = 8.97 cfs @ 12.07 hrs, Volume= 0.623 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 142HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP3: Analysis Point 3 - Southeast PL Inflow Area = 0.147 ac, 0.00% Impervious, Inflow Depth = 1.05" for 100-Year event Inflow = 0.12 cfs @ 12.11 hrs, Volume= 0.013 af Primary = 0.12 cfs @ 12.11 hrs, Volume= 0.013 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 143HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP4: Analysis Point 4 - East PL Inflow Area = 0.032 ac, 0.00% Impervious, Inflow Depth = 1.05" for 100-Year event Inflow = 0.02 cfs @ 12.19 hrs, Volume= 0.003 af Primary = 0.02 cfs @ 12.19 hrs, Volume= 0.003 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 144HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP5: Analysis Point 5 - PL along Jerome Ave Inflow Area = 2.819 ac, 33.03% Impervious, Inflow Depth = 1.01" for 100-Year event Inflow = 0.74 cfs @ 13.39 hrs, Volume= 0.238 af Primary = 0.74 cfs @ 13.39 hrs, Volume= 0.238 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr 100-Year Rainfall=7.75"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 145HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link WL: Wetlands Inflow Area = 8.348 ac, 53.11% Impervious, Inflow Depth = 1.94" for 100-Year event Inflow = 13.83 cfs @ 12.11 hrs, Volume= 1.349 af Primary = 13.83 cfs @ 12.11 hrs, Volume= 1.349 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 146HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=2.026 ac 0.10% Impervious Runoff Depth=0.00"Subcatchment DA1.1: DA1.1 Flow Length=557' Tc=28.7 min CN=41 Runoff=0.00 cfs 0.000 af Runoff Area=3.062 ac 68.71% Impervious Runoff Depth=0.81"Subcatchment DA1.2: DA1.2 Flow Length=899' Tc=20.3 min CN=86 Runoff=1.92 cfs 0.207 af Runoff Area=0.418 ac 84.93% Impervious Runoff Depth=1.05"Subcatchment DA1.3: DA1.3 Tc=5.0 min CN=90 Runoff=0.53 cfs 0.037 af Runoff Area=0.825 ac 60.00% Impervious Runoff Depth=0.62"Subcatchment DA2.1: DA2.1 Tc=5.0 min CN=82 Runoff=0.58 cfs 0.042 af Runoff Area=1.416 ac 68.29% Impervious Runoff Depth=0.49"Subcatchment DA2.2: DA2.2 Tc=5.0 min CN=79 Runoff=0.76 cfs 0.058 af Runoff Area=1.010 ac 7.23% Impervious Runoff Depth=0.00"Subcatchment DA3.1: DA3.1 Flow Length=416' Tc=19.1 min CN=52 Runoff=0.00 cfs 0.000 af Runoff Area=0.147 ac 0.00% Impervious Runoff Depth=0.00"Subcatchment DA3.2: DA3.2 Tc=5.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=0.815 ac 75.71% Impervious Runoff Depth=0.71"Subcatchment DA3.3: DA3.3 Tc=5.0 min CN=84 Runoff=0.68 cfs 0.048 af Runoff Area=0.601 ac 85.02% Impervious Runoff Depth=1.12"Subcatchment DA3.4: DA3.4 Tc=5.0 min CN=91 Runoff=0.82 cfs 0.056 af Runoff Area=0.032 ac 0.00% Impervious Runoff Depth=0.00"Subcatchment DA4: DA4 Tc=10.0 min CN=39 Runoff=0.00 cfs 0.000 af Runoff Area=0.922 ac 24.84% Impervious Runoff Depth=0.02"Subcatchment DA5.1: DA5.1 Tc=10.0 min CN=56 Runoff=0.00 cfs 0.001 af Runoff Area=0.072 ac 16.67% Impervious Runoff Depth=0.00"Subcatchment DA5.2: DA5.2 Tc=5.0 min CN=49 Runoff=0.00 cfs 0.000 af Peak Elev=72.00' Storage=1 cf Inflow=0.00 cfs 0.001 afPond B1: Bioretention Basin 1 Discarded=0.00 cfs 0.001 af Primary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.001 af Peak Elev=70.50' Inflow=0.00 cfs 0.000 afPond CB17: CB17 24.0" Round Culvert n=0.012 L=120.0' S=0.0050 '/' Outflow=0.00 cfs 0.000 af Peak Elev=73.01' Storage=12 cf Inflow=0.68 cfs 0.048 afPond U/G1: Underground Detention/Infiltration Discarded=0.68 cfs 0.048 af Primary=0.00 cfs 0.000 af Outflow=0.68 cfs 0.048 af Peak Elev=72.51' Storage=18 cf Inflow=2.25 cfs 0.263 afPond U/G2: Underground Detention/Infiltration Discarded=2.25 cfs 0.263 af Primary=0.00 cfs 0.000 af Outflow=2.25 cfs 0.263 af Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 147HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Peak Elev=70.69' Storage=329 cf Inflow=1.12 cfs 0.079 afPond U/G3: Underground Detention/Infiltration Discarded=0.50 cfs 0.079 af Primary=0.00 cfs 0.000 af Outflow=0.50 cfs 0.079 af Peak Elev=76.41' Inflow=0.00 cfs 0.000 afPond YD1: YD-1 12.0" Round Culvert n=0.012 L=221.0' S=0.0050 '/' Outflow=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afLink AP1: Analysis Point 1 - Edge of Wetlands Primary=0.00 cfs 0.000 af Inflow=0.76 cfs 0.058 afLink AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Primary=0.76 cfs 0.058 af Inflow=0.00 cfs 0.000 afLink AP3: Analysis Point 3 - Southeast PL Primary=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afLink AP4: Analysis Point 4 - East PL Primary=0.00 cfs 0.000 af Inflow=0.00 cfs 0.000 afLink AP5: Analysis Point 5 - PL along Jerome Ave Primary=0.00 cfs 0.000 af Inflow=0.76 cfs 0.058 afLink WL: Wetlands Primary=0.76 cfs 0.058 af Total Runoff Area = 11.346 ac Runoff Volume = 0.450 af Average Runoff Depth = 0.48" 52.71% Pervious = 5.981 ac 47.29% Impervious = 5.365 ac Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 148HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.1: DA1.1 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95" Area (ac) CN Description * 0.729 30 Woods, Good HSG A * 0.021 77 Woods, Good HSG D * 0.125 55 Woods, Good HSG B * 0.001 98 Paved parking HSG A * 0.001 98 Paved parking HSG B * 0.813 39 >75% Grass cover, Good HSG A * 0.335 61 >75% Grass cover, Good HSG B * 0.001 80 >75% Grass cover, Good HSG D 2.026 41 Weighted Average 2.024 99.90% Pervious Area 0.002 0.10% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.3 100 0.1082 0.09 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 10.4 457 0.0854 0.73 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 28.7 557 Total Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 149HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.2: DA1.2 Runoff = 1.92 cfs @ 12.29 hrs, Volume= 0.207 af, Depth= 0.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95" Area (ac) CN Description * 0.228 98 Roofs HSG A * 0.744 98 Roofs HSG B * 0.095 55 Woods, Good HSG B * 0.034 98 Paved parking HSG A * 1.098 98 Paved parking HSG B * 0.011 39 >75% Grass cover, Good HSG A * 0.852 61 >75% Grass cover, Good HSG B 3.062 86 Weighted Average 0.958 31.29% Pervious Area 2.104 68.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 17.6 90 0.0968 0.09 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 0.5 10 0.2845 0.32 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 0.3 54 0.2455 3.47 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 0.7 115 0.0183 2.75 Shallow Concentrated Flow, Shallow Conc. Paved Kv= 20.3 fps 1.2 630 0.0200 9.11 16.09 Pipe Channel, Pipe Flow 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012 Corrugated PP, smooth interior 20.3 899 Total Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 150HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA1.3: DA1.3 Runoff = 0.53 cfs @ 12.08 hrs, Volume= 0.037 af, Depth= 1.05" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95" Area (ac) CN Description 0.298 98 Paved parking HSG A 0.057 98 Paved parking HSG B 0.040 39 >75% Grass cover, Good HSG A 0.023 61 >75% Grass cover, Good HSG B 0.418 90 Weighted Average 0.063 15.07% Pervious Area 0.355 84.93% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 151HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA2.1: DA2.1 Runoff = 0.58 cfs @ 12.08 hrs, Volume= 0.042 af, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95" Area (ac) CN Description 0.059 98 Roofs HSG A 0.124 98 Paved parking HSG B 0.155 98 Paved parking HSG A 0.157 98 Roofs HSG B 0.060 39 >75% Grass cover, Good HSG A 0.270 61 >75% Grass cover, Good HSG B 0.825 82 Weighted Average 0.330 40.00% Pervious Area 0.495 60.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 152HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA2.2: DA2.2 Runoff = 0.76 cfs @ 12.09 hrs, Volume= 0.058 af, Depth= 0.49" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95" Area (ac) CN Description 0.768 98 Paved parking HSG A 0.199 98 Roofs HSG A 0.113 30 Woods, Good HSG A 0.336 39 >75% Grass cover, Good HSG A 1.416 79 Weighted Average 0.449 31.71% Pervious Area 0.967 68.29% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 153HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.1: DA3.1 Runoff = 0.00 cfs @ 24.01 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95" Area (ac) CN Description * 0.064 30 Woods, Good HSG A * 0.273 55 Woods, Good HSG B * 0.001 98 Paved parking HSG B * 0.048 98 Paved parking HSG A * 0.024 98 Roofs HSG A * 0.349 39 >75% Grass cover, Good HSG A * 0.251 61 >75% Grass cover, Good HSG B 1.010 52 Weighted Average 0.937 92.77% Pervious Area 0.073 7.23% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.9 57 0.0572 0.24 Sheet Flow, Sheet Flow Grass: Short n= 0.150 P2= 3.46" 10.9 43 0.0724 0.07 Sheet Flow, Sheet Flow Woods: Dense underbrush n= 0.800 P2= 3.46" 2.2 74 0.0492 0.55 Shallow Concentrated Flow, Shallow Conc. Flow Forest w/Heavy Litter Kv= 2.5 fps 1.1 87 0.0359 1.33 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 0.2 50 0.0285 3.43 Shallow Concentrated Flow, Shallow Conc. Paved Kv= 20.3 fps 0.8 105 0.0906 2.11 Shallow Concentrated Flow, Shallow Conc. Short Grass Pasture Kv= 7.0 fps 19.1 416 Total Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 154HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.2: DA3.2 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95" Area (ac) CN Description 0.000 98 Paved parking HSG A 0.147 39 >75% Grass cover, Good HSG A 0.147 39 Weighted Average 0.147 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 155HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.3: DA3.3 Runoff = 0.68 cfs @ 12.08 hrs, Volume= 0.048 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95" Area (ac) CN Description 0.617 98 Paved parking HSG A 0.198 39 >75% Grass cover, Good HSG A 0.815 84 Weighted Average 0.198 24.29% Pervious Area 0.617 75.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 156HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA3.4: DA3.4 Runoff = 0.82 cfs @ 12.07 hrs, Volume= 0.056 af, Depth= 1.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95" Area (ac) CN Description 0.154 98 Paved parking HSG A 0.357 98 Paved parking HSG B 0.042 39 >75% Grass cover, Good HSG A 0.048 61 >75% Grass cover, Good HSG B 0.601 91 Weighted Average 0.090 14.98% Pervious Area 0.511 85.02% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 157HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA4: DA4 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95" Area (ac) CN Description * 0.000 98 Paved parking HSG A * 0.032 39 >75% Grass cover, Good HSG A 0.032 39 Weighted Average 0.032 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 158HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA5.1: DA5.1 Runoff = 0.00 cfs @ 16.88 hrs, Volume= 0.001 af, Depth= 0.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95" Area (ac) CN Description 0.001 98 Roofs HSG B 0.066 98 Roofs HSG A 0.161 98 Paved parking HSG A 0.001 98 Paved parking HSG B 0.608 39 >75% Grass cover, Good HSG A 0.085 61 >75% Grass cover, Good HSG B 0.922 56 Weighted Average 0.693 75.16% Pervious Area 0.229 24.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 159HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment DA5.2: DA5.2 Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95" Area (ac) CN Description 0.012 98 Paved parking HSG A 0.060 39 >75% Grass cover, Good HSG A 0.072 49 Weighted Average 0.060 83.33% Pervious Area 0.012 16.67% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 160HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond B1: Bioretention Basin 1 Inflow Area = 2.747 ac, 33.45% Impervious, Inflow Depth = 0.01" for WQV event Inflow = 0.00 cfs @ 16.88 hrs, Volume= 0.001 af Outflow = 0.00 cfs @ 16.99 hrs, Volume= 0.001 af, Atten= 0%, Lag= 6.3 min Discarded = 0.00 cfs @ 16.99 hrs, Volume= 0.001 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 72.00' @ 16.99 hrs Surf.Area= 2,067 sf Storage= 1 cf Plug-Flow detention time= 7.2 min calculated for 0.001 af (100% of inflow) Center-of-Mass det. time= 7.2 min ( 1,157.1 - 1,149.9 ) Volume Invert Avail.Storage Storage Description #1 72.00' 10,356 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 72.00 2,067 0 0 73.00 2,957 2,512 2,512 74.00 3,907 3,432 5,944 75.00 4,917 4,412 10,356 Device Routing Invert Outlet Devices #1 Primary 72.50'12.0" Round Culvert L= 71.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 72.50' / 72.14' S= 0.0051 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 72.50'4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 73.50'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 74.75'24.0" x 24.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Discarded 72.00'1.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.00 cfs @ 16.99 hrs HW=72.00' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.00 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=72.00' TW=0.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 161HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond B1: Bioretention Basin 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 72.00 2,067 0 72.05 2,111 104 72.10 2,156 211 72.15 2,201 320 72.20 2,245 431 72.25 2,290 545 72.30 2,334 660 72.35 2,378 778 72.40 2,423 898 72.45 2,468 1,020 72.50 2,512 1,145 72.55 2,556 1,271 72.60 2,601 1,400 72.65 2,646 1,532 72.70 2,690 1,665 72.75 2,735 1,801 72.80 2,779 1,938 72.85 2,823 2,078 72.90 2,868 2,221 72.95 2,913 2,365 73.00 2,957 2,512 73.05 3,004 2,661 73.10 3,052 2,812 73.15 3,100 2,966 73.20 3,147 3,122 73.25 3,195 3,281 73.30 3,242 3,442 73.35 3,289 3,605 73.40 3,337 3,771 73.45 3,385 3,939 73.50 3,432 4,109 73.55 3,479 4,282 73.60 3,527 4,457 73.65 3,575 4,635 73.70 3,622 4,815 73.75 3,670 4,997 73.80 3,717 5,182 73.85 3,764 5,369 73.90 3,812 5,558 73.95 3,860 5,750 74.00 3,907 5,944 74.05 3,957 6,141 74.10 4,008 6,340 74.15 4,059 6,541 74.20 4,109 6,746 74.25 4,160 6,952 74.30 4,210 7,162 74.35 4,260 7,373 74.40 4,311 7,588 74.45 4,362 7,804 74.50 4,412 8,024 74.55 4,462 8,246 74.60 4,513 8,470 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 74.65 4,564 8,697 74.70 4,614 8,926 74.75 4,665 9,158 74.80 4,715 9,393 74.85 4,765 9,630 74.90 4,816 9,869 74.95 4,867 10,111 75.00 4,917 10,356 Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 162HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond CB17: CB17 Inflow Area = 4.906 ac, 70.63% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 70.50' @ 0.00 hrs Flood Elev= 80.00' Device Routing Invert Outlet Devices #1 Primary 70.50'24.0" Round Culvert L= 120.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 70.50' / 69.90' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=70.50' TW=0.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 163HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond CB17: CB17 Elevation (feet) Storage (cubic-feet) 70.50 0 70.60 0 70.70 0 70.80 0 70.90 0 71.00 0 71.10 0 71.20 0 71.30 0 71.40 0 71.50 0 71.60 0 71.70 0 71.80 0 71.90 0 72.00 0 72.10 0 72.20 0 72.30 0 72.40 0 72.50 0 72.60 0 72.70 0 72.80 0 72.90 0 73.00 0 73.10 0 73.20 0 73.30 0 73.40 0 73.50 0 73.60 0 73.70 0 73.80 0 73.90 0 74.00 0 74.10 0 74.20 0 74.30 0 74.40 0 74.50 0 74.60 0 74.70 0 74.80 0 74.90 0 75.00 0 75.10 0 75.20 0 75.30 0 75.40 0 75.50 0 75.60 0 75.70 0 Elevation (feet) Storage (cubic-feet) 75.80 0 75.90 0 76.00 0 76.10 0 76.20 0 76.30 0 76.40 0 76.50 0 76.60 0 76.70 0 76.80 0 76.90 0 77.00 0 77.10 0 77.20 0 77.30 0 77.40 0 77.50 0 77.60 0 77.70 0 77.80 0 77.90 0 78.00 0 78.10 0 78.20 0 78.30 0 78.40 0 78.50 0 78.60 0 78.70 0 78.80 0 78.90 0 79.00 0 79.10 0 79.20 0 79.30 0 79.40 0 79.50 0 79.60 0 79.70 0 79.80 0 79.90 0 80.00 0 Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 164HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G1: Underground Detention/Infiltration System 1 Inflow Area = 1.825 ac, 37.81% Impervious, Inflow Depth = 0.32" for WQV event Inflow = 0.68 cfs @ 12.08 hrs, Volume= 0.048 af Outflow = 0.68 cfs @ 12.08 hrs, Volume= 0.048 af, Atten= 0%, Lag= 0.3 min Discarded = 0.68 cfs @ 12.08 hrs, Volume= 0.048 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 73.01' @ 12.08 hrs Surf.Area= 3,626 sf Storage= 12 cf Plug-Flow detention time= 0.3 min calculated for 0.048 af (100% of inflow) Center-of-Mass det. time= 0.3 min ( 855.3 - 855.1 ) Volume Invert Avail.Storage Storage Description #1A 73.00' 3,257 cf 44.25'W x 81.94'L x 3.50'H Field A 12,690 cf Overall - 4,548 cf Embedded = 8,142 cf x 40.0% Voids #2A 73.50' 4,548 cf ADS_StormTech SC-740 +Cap x 99 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 99 Chambers in 9 Rows 7,805 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 73.50'12.0" Round Culvert L= 125.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 73.50' / 72.00' S= 0.0120 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf #2 Device 1 73.75'4.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 74.75'4.0" Vert. Orifice/Grate C= 0.600 #4 Device 1 76.00'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #5 Discarded 73.00'9.800 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.68 cfs @ 12.08 hrs HW=73.01' (Free Discharge) 5=Exfiltration (Exfiltration Controls 0.68 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=73.00' TW=72.00' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 165HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G1: Underground Detention/Infiltration System 1 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 11 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 79.94' Row Length +12.0" End Stone x 2 = 81.94' Base Length 9 Rows x 51.0" Wide + 6.0" Spacing x 8 + 12.0" Side Stone x 2 = 44.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 99 Chambers x 45.9 cf = 4,548.1 cf Chamber Storage 12,689.9 cf Field - 4,548.1 cf Chambers = 8,141.9 cf Stone x 40.0% Voids = 3,256.8 cf Stone Storage Chamber Storage + Stone Storage = 7,804.8 cf = 0.179 af Overall Storage Efficiency = 61.5% Overall System Size = 81.94' x 44.25' x 3.50' 99 Chambers 470.0 cy Field 301.6 cy Stone Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 166HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G1: Underground Detention/Infiltration System 1 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 73.00 3,626 0 73.05 3,626 73 73.10 3,626 145 73.15 3,626 218 73.20 3,626 290 73.25 3,626 363 73.30 3,626 435 73.35 3,626 508 73.40 3,626 580 73.45 3,626 653 73.50 3,626 725 73.55 3,626 876 73.60 3,626 1,027 73.65 3,626 1,178 73.70 3,626 1,329 73.75 3,626 1,479 73.80 3,626 1,628 73.85 3,626 1,777 73.90 3,626 1,926 73.95 3,626 2,073 74.00 3,626 2,221 74.05 3,626 2,367 74.10 3,626 2,513 74.15 3,626 2,659 74.20 3,626 2,803 74.25 3,626 2,947 74.30 3,626 3,090 74.35 3,626 3,232 74.40 3,626 3,374 74.45 3,626 3,514 74.50 3,626 3,654 74.55 3,626 3,793 74.60 3,626 3,931 74.65 3,626 4,068 74.70 3,626 4,203 74.75 3,626 4,338 74.80 3,626 4,472 74.85 3,626 4,604 74.90 3,626 4,735 74.95 3,626 4,865 75.00 3,626 4,993 75.05 3,626 5,120 75.10 3,626 5,246 75.15 3,626 5,370 75.20 3,626 5,492 75.25 3,626 5,612 75.30 3,626 5,731 75.35 3,626 5,847 75.40 3,626 5,962 75.45 3,626 6,074 75.50 3,626 6,184 75.55 3,626 6,291 75.60 3,626 6,395 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 75.65 3,626 6,496 75.70 3,626 6,593 75.75 3,626 6,684 75.80 3,626 6,770 75.85 3,626 6,851 75.90 3,626 6,930 75.95 3,626 7,006 76.00 3,626 7,080 76.05 3,626 7,152 76.10 3,626 7,225 76.15 3,626 7,297 76.20 3,626 7,370 76.25 3,626 7,442 76.30 3,626 7,515 76.35 3,626 7,587 76.40 3,626 7,660 76.45 3,626 7,732 76.50 3,626 7,805 Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 167HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G2: Underground Detention/Infiltration System 2 Inflow Area = 3.663 ac, 71.39% Impervious, Inflow Depth = 0.86" for WQV event Inflow = 2.25 cfs @ 12.27 hrs, Volume= 0.263 af Outflow = 2.25 cfs @ 12.28 hrs, Volume= 0.263 af, Atten= 0%, Lag= 0.3 min Discarded = 2.25 cfs @ 12.28 hrs, Volume= 0.263 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 72.51' @ 12.28 hrs Surf.Area= 7,911 sf Storage= 18 cf Plug-Flow detention time= 0.1 min calculated for 0.263 af (100% of inflow) Center-of-Mass det. time= 0.1 min ( 851.5 - 851.4 ) Volume Invert Avail.Storage Storage Description #1A 72.50' 7,014 cf 82.25'W x 96.18'L x 3.50'H Field A 27,687 cf Overall - 10,153 cf Embedded = 17,534 cf x 40.0% Voids #2A 73.00' 10,153 cf ADS_StormTech SC-740 +Cap x 221 Inside #1 Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 221 Chambers in 17 Rows 17,166 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 73.00'15.0" Round Culvert L= 251.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 73.00' / 71.75' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.23 sf #2 Device 1 73.00'8.0" Vert. Orifice/Grate C= 0.600 #3 Device 1 75.50'4.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) #4 Discarded 72.50'21.500 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=2.25 cfs @ 12.28 hrs HW=72.51' (Free Discharge) 4=Exfiltration (Exfiltration Controls 2.25 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=72.50' TW=70.50' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 168HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G2: Underground Detention/Infiltration System 2 - Chamber Wizard Field A Chamber Model = ADS_StormTech SC-740 +Cap (ADS StormTech® SC-740 with cap length) Effective Size= 44.6"W x 30.0"H => 6.45 sf x 7.12'L = 45.9 cf Overall Size= 51.0"W x 30.0"H x 7.56'L with 0.44' Overlap 51.0" Wide + 6.0" Spacing = 57.0" C-C Row Spacing 13 Chambers/Row x 7.12' Long +0.81' Cap Length x 2 = 94.18' Row Length +12.0" End Stone x 2 = 96.18' Base Length 17 Rows x 51.0" Wide + 6.0" Spacing x 16 + 12.0" Side Stone x 2 = 82.25' Base Width 6.0" Base + 30.0" Chamber Height + 6.0" Cover = 3.50' Field Height 221 Chambers x 45.9 cf = 10,152.7 cf Chamber Storage 27,686.9 cf Field - 10,152.7 cf Chambers = 17,534.1 cf Stone x 40.0% Voids = 7,013.6 cf Stone Storage Chamber Storage + Stone Storage = 17,166.4 cf = 0.394 af Overall Storage Efficiency = 62.0% Overall System Size = 96.18' x 82.25' x 3.50' 221 Chambers 1,025.4 cy Field 649.4 cy Stone Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 169HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G2: Underground Detention/Infiltration System 2 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 72.50 7,911 0 72.55 7,911 158 72.60 7,911 316 72.65 7,911 475 72.70 7,911 633 72.75 7,911 791 72.80 7,911 949 72.85 7,911 1,107 72.90 7,911 1,266 72.95 7,911 1,424 73.00 7,911 1,582 73.05 7,911 1,916 73.10 7,911 2,249 73.15 7,911 2,582 73.20 7,911 2,915 73.25 7,911 3,246 73.30 7,911 3,576 73.35 7,911 3,905 73.40 7,911 4,233 73.45 7,911 4,559 73.50 7,911 4,884 73.55 7,911 5,208 73.60 7,911 5,530 73.65 7,911 5,851 73.70 7,911 6,170 73.75 7,911 6,487 73.80 7,911 6,803 73.85 7,911 7,117 73.90 7,911 7,429 73.95 7,911 7,739 74.00 7,911 8,048 74.05 7,911 8,354 74.10 7,911 8,658 74.15 7,911 8,960 74.20 7,911 9,259 74.25 7,911 9,556 74.30 7,911 9,850 74.35 7,911 10,142 74.40 7,911 10,431 74.45 7,911 10,717 74.50 7,911 11,000 74.55 7,911 11,280 74.60 7,911 11,557 74.65 7,911 11,830 74.70 7,911 12,099 74.75 7,911 12,364 74.80 7,911 12,624 74.85 7,911 12,881 74.90 7,911 13,133 74.95 7,911 13,380 75.00 7,911 13,621 75.05 7,911 13,857 75.10 7,911 14,086 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 75.15 7,911 14,307 75.20 7,911 14,519 75.25 7,911 14,719 75.30 7,911 14,907 75.35 7,911 15,086 75.40 7,911 15,257 75.45 7,911 15,423 75.50 7,911 15,584 75.55 7,911 15,742 75.60 7,911 15,901 75.65 7,911 16,059 75.70 7,911 16,217 75.75 7,911 16,375 75.80 7,911 16,534 75.85 7,911 16,692 75.90 7,911 16,850 75.95 7,911 17,008 76.00 7,911 17,166 Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 170HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond U/G3: Underground Detention/Infiltration System 3 Inflow Area = 1.243 ac, 68.38% Impervious, Inflow Depth = 0.76" for WQV event Inflow = 1.12 cfs @ 12.08 hrs, Volume= 0.079 af Outflow = 0.50 cfs @ 12.02 hrs, Volume= 0.079 af, Atten= 55%, Lag= 0.0 min Discarded = 0.50 cfs @ 12.02 hrs, Volume= 0.079 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 70.69' @ 12.29 hrs Surf.Area= 4,328 sf Storage= 329 cf Plug-Flow detention time= 3.1 min calculated for 0.079 af (100% of inflow) Center-of-Mass det. time= 3.1 min ( 849.1 - 846.0 ) Volume Invert Avail.Storage Storage Description #1A 70.50' 3,037 cf 58.17'W x 74.40'L x 2.33'H Field A - Volume of Voids 10,098 cf Overall - 2,506 cf Embedded = 7,592 cf x 40.0% Voids #2A 71.00' 2,506 cf ADS_StormTech SC-310 +Cap x 170 Inside #1 Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 170 Chambers in 17 Rows 5,543 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 71.10'18.0" Round Culvert L= 20.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 71.10' / 71.00' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 1.77 sf #2 Discarded 70.50'5.000 in/hr Exfiltration over Surface area Phase-In= 0.01' Discarded OutFlow Max=0.50 cfs @ 12.02 hrs HW=70.52' (Free Discharge) 2=Exfiltration (Exfiltration Controls 0.50 cfs) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=70.50' TW=70.50' (Dynamic Tailwater) 1=Culvert ( Controls 0.00 cfs) Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 171HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Pond U/G3: Underground Detention/Infiltration System 3 - Chamber Wizard Field A - Volume of Voids Chamber Model = ADS_StormTech SC-310 +Cap (ADS StormTech® SC-310 with cap length) Effective Size= 28.9"W x 16.0"H => 2.07 sf x 7.12'L = 14.7 cf Overall Size= 34.0"W x 16.0"H x 7.56'L with 0.44' Overlap 34.0" Wide + 6.0" Spacing = 40.0" C-C Row Spacing 10 Chambers/Row x 7.12' Long +0.60' Cap Length x 2 = 72.40' Row Length +12.0" End Stone x 2 = 74.40' Base Length 17 Rows x 34.0" Wide + 6.0" Spacing x 16 + 12.0" Side Stone x 2 = 58.17' Base Width 6.0" Base + 16.0" Chamber Height + 6.0" Cover = 2.33' Field Height 170 Chambers x 14.7 cf = 2,506.1 cf Chamber Storage 10,097.7 cf Field - 2,506.1 cf Chambers = 7,591.6 cf Stone x 40.0% Voids = 3,036.6 cf Stone Storage Chamber Storage + Stone Storage = 5,542.8 cf = 0.127 af Overall Storage Efficiency = 54.9% Overall System Size = 74.40' x 58.17' x 2.33' 170 Chambers 374.0 cy Field 281.2 cy Stone Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 172HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond U/G3: Underground Detention/Infiltration System 3 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 70.50 4,328 0 70.55 4,328 87 70.60 4,328 173 70.65 4,328 260 70.70 4,328 346 70.75 4,328 433 70.80 4,328 519 70.85 4,328 606 70.90 4,328 692 70.95 4,328 779 71.00 4,328 866 71.05 4,328 1,039 71.10 4,328 1,213 71.15 4,328 1,385 71.20 4,328 1,556 71.25 4,328 1,726 71.30 4,328 1,894 71.35 4,328 2,060 71.40 4,328 2,225 71.45 4,328 2,387 71.50 4,328 2,547 71.55 4,328 2,705 71.60 4,328 2,861 71.65 4,328 3,014 71.70 4,328 3,165 71.75 4,328 3,313 71.80 4,328 3,457 71.85 4,328 3,598 71.90 4,328 3,734 71.95 4,328 3,867 72.00 4,328 3,994 72.05 4,328 4,115 72.10 4,328 4,228 72.15 4,328 4,333 72.20 4,328 4,432 72.25 4,328 4,527 72.30 4,328 4,618 72.35 4,328 4,706 72.40 4,328 4,793 72.45 4,328 4,879 72.50 4,328 4,966 72.55 4,328 5,052 72.60 4,328 5,139 72.65 4,328 5,225 72.70 4,328 5,312 72.75 4,328 5,399 72.80 4,328 5,485 Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 173HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Pond YD1: YD-1 Inflow Area = 1.010 ac, 7.23% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 24.01 hrs, Volume= 0.000 af Outflow = 0.00 cfs @ 24.01 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary = 0.00 cfs @ 24.01 hrs, Volume= 0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 76.41' @ 24.01 hrs Flood Elev= 78.00' Device Routing Invert Outlet Devices #1 Primary 76.40'12.0" Round Culvert L= 221.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 76.40' / 75.30' S= 0.0050 '/' Cc= 0.900 n= 0.012 Corrugated PP, smooth interior, Flow Area= 0.79 sf Primary OutFlow Max=0.00 cfs @ 24.01 hrs HW=76.41' TW=73.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 0.00 cfs @ 0.30 fps) Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 174HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond YD1: YD-1 Elevation (feet) Storage (cubic-feet) 76.40 0 76.42 0 76.44 0 76.46 0 76.48 0 76.50 0 76.52 0 76.54 0 76.56 0 76.58 0 76.60 0 76.62 0 76.64 0 76.66 0 76.68 0 76.70 0 76.72 0 76.74 0 76.76 0 76.78 0 76.80 0 76.82 0 76.84 0 76.86 0 76.88 0 76.90 0 76.92 0 76.94 0 76.96 0 76.98 0 77.00 0 77.02 0 77.04 0 77.06 0 77.08 0 77.10 0 77.12 0 77.14 0 77.16 0 77.18 0 77.20 0 77.22 0 77.24 0 77.26 0 77.28 0 77.30 0 77.32 0 77.34 0 77.36 0 77.38 0 77.40 0 77.42 0 77.44 0 Elevation (feet) Storage (cubic-feet) 77.46 0 77.48 0 77.50 0 77.52 0 77.54 0 77.56 0 77.58 0 77.60 0 77.62 0 77.64 0 77.66 0 77.68 0 77.70 0 77.72 0 77.74 0 77.76 0 77.78 0 77.80 0 77.82 0 77.84 0 77.86 0 77.88 0 77.90 0 77.92 0 77.94 0 77.96 0 77.98 0 78.00 0 Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 175HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP1: Analysis Point 1 - Edge of Wetlands Inflow Area = 6.932 ac, 50.01% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 176HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP2: Analysis Point 2 - Downstream End of 36" RCP Culvert Inflow Area = 1.416 ac, 68.29% Impervious, Inflow Depth = 0.49" for WQV event Inflow = 0.76 cfs @ 12.09 hrs, Volume= 0.058 af Primary = 0.76 cfs @ 12.09 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 177HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP3: Analysis Point 3 - Southeast PL Inflow Area = 0.147 ac, 0.00% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 178HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP4: Analysis Point 4 - East PL Inflow Area = 0.032 ac, 0.00% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 179HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link AP5: Analysis Point 5 - PL along Jerome Ave Inflow Area = 2.819 ac, 33.03% Impervious, Inflow Depth = 0.00" for WQV event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type III 24-hr WQV Rainfall=1.95"Proposed Hydrology Printed 2/19/2021Prepared by {enter your company name here} Page 180HydroCAD® 10.00-26 s/n 09873 © 2020 HydroCAD Software Solutions LLC Summary for Link WL: Wetlands Inflow Area = 8.348 ac, 53.11% Impervious, Inflow Depth = 0.08" for WQV event Inflow = 0.76 cfs @ 12.09 hrs, Volume= 0.058 af Primary = 0.76 cfs @ 12.09 hrs, Volume= 0.058 af, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs STORMCAD PRINTOUTS XJEROME ROADBUILDI N G 1 BUILDING 23 STORY WOOD FRAME 3 STOR Y W O O D F R A M E FLOOR A R E A = 8 , 7 5 9 S F FLOOR AREA = 6,975 SFO/H ELECO/H TEL(NO EASE M E N T O F R E C O R D F O U N D )XR20-M ZONEC1 ZONER20 ZONEC1 ZONEWF1X WF2X WF4X WF5X WF3X WF1 WF3 WF5 WF6 WF7 WF8 WF9 WF10 WF11WF12 WF13 WF14 WF15 WF16 WF17 WF18 WF19 WF20 WF21 WF22WF23 WF24 WF25 WF26 WF27WF28 WF29 WF30 WF31 WF32 WF33 WF34 767575 7 6 75757778 787980868788899091 82838485 100 101 102 103 104 105 106 107 108 109 95 90 851051009590 1001011021031041051051068580107 859 0 9 5 100 1 0 5 9 0 9510 0 8 5 80 80 81 79 7895 8789909192 7777 77787982858078 7950' 50'R20 ZONER20-M ZONER20-M ZONER20 ZONER20 ZONE R20-M ZONE R20-M ZONER20 ZONEGOVTWO ROD (33.0') WIDE RIGHT OF WAY TO MAPLE AVENUE OVERGROWN WITH TREES SEE NOTE 3.F APPROXIMATE LOCATION OF WATER MAIN PER REF MAP 1A. NO RECORD OF EASEMENT FOUND. NO RIGHT TO INGRESS OR EGRESS FOUND ON RECORD U/G SE C U R I T Y CONDU I T30'30'777574737272 7475 74 7 5 76 7 7 76 77 7 9 7 9 8080 81 82 8 0817 9 8281 78 7877 78797 8 JEROME A V E N U E 77 77 77 76NAIL SET IN BASE OF 24" TREE ELEVATION = 79.97 (NAVD88)(GNSS) NAIL SET IN UTILITY POLE HELTCO 3_9_ ELEVATION = 76.11 (NAVD88)(GNSS) NAIL SET IN UTILITY POLE CL&P 7140 ELEVATION = 78.21 (NAVD88)(GNSS) C CCEE15' 15' 15'50'15' BUILDING SE T B A C K L I N E BUILDI N G S E T B A C K L I N E BUILDING SETBACK LINEBLDG B 1ST FLOOR FFE = 94.0 2ND FLOOR FFE = 103.5BLDG A BASEMENT SLAB FFE = 82.5 1ST FLOOR FFE = 92.0 BLDG C 1ST FLOOR FFE = 85.0 2ND FLOOR FFE = 94.5 NEW RETAINING WALL 1 NEW RETAINING WALL 2 XA'A78808272808284867 9 74 7576 767580 808189 89 92 88 87 86 85 84 9 3 92 1028280 7 988106 104 102 100 98 96 9493 95 97 99 101 103 105 107 808 8 8 9 9 0 9 1 9 2 9 3 94 828380939091 9596979899 10192939483 82 75 7 676757 8 77 747673747978 7284 817983 83 82 81 83 82 81 7 9 91 92 91 90 91 90 90 82 8183 8079 807979 818284 848383 83858687 80 84 81 80 81807980 79 7 8 78 76 7 7 77 78 777 7 7 6 7 8 7677 7 976748179777573 798183858790 75807876747282797775737181708998 9 6 94929084 85 8786 8 8 9170 71100 101 9 7 9 5 9 3 74767573 71 72 7 8 70 8987858381 88868482 YD-1 DMH-1 OCS-1 CB-2 O-1 CO-1CB-1 CO-7YD-2CB-5CB-6 O-2 CO-10 CO-11 CB-7 CB-8 CO- 1 4 OCS-2 DMH-3 DMH-4 CB-17 O-3 CB-9 CB-11 CB-10 CB-12CO-17CO-19 CDS-5 CB-14 CO - 2 8 CO-29 CO- 3 6 OCS-4CB-16 CB-15 CDS-6 EX-MH1 CO-31CO-32CO-35ICS-1 ICS-2 CDS-1CO-3CO-2ICS-4 ICS-3 ICS-5 CDS-2 CO-5 CM-CB5 CM-BLDGA CM-BLDGB CM-CB6 CM-6 CM-CB8 CM-CB9 CB-13 DB-2 DB-1CO-18 CO-20 CM-CB10 CM-BLDGC CM-YD1 CM-CB1 CM-CDS2 CM-CDS1 CM-CDS3 CM-CB3 CM-CB4 CM-CDS4 CM-CB13 CM-CB12 CM-CB11 CO-22 CO-2 3 C O - 3 0 CO-4CO-27CO-33 CO-6CM-YD2 CM-YD3 T-C T-B T-A RL-ARL-BYD-3 ICS-6 CO-34CO-21CO-24DMH-2 CO-25 CO-26RL-CA=0.326 AC. C=0.90 A=0.325 AC. C=0.90 A=0.322 AC. C=0.90A=0.385 AC. C=0.69 A=0.045 AC. C=0.90 A=0.056 AC. C=0.90 A=0.322 AC. C=0.67 A=0.215 AC. C=0.90 A=0.837 AC. C=0.51 A=1.011 AC. C=0.23 A=0.414 AC. C=0.79 A=0.302 AC. C=0.63 A=0.077 AC. C=0.90 A=0.045 AC. C=0.90 A=0.062 AC. C=0.90 A=0.244 AC. C=0.80 A=0.356 AC. C=0.83 A=0.275 AC. C=0.31 A=0.211 AC. C=0.20 A=0.155 AC. C=0.20 A=0.131 AC. C=0.90 A=0.288 AC. C=0.80 CM-CB2 A=0.029 AC. C=0.90 CM-26 CM-27 A=0.028 AC. C=0.90 A=0.028 AC. C=0.90 GU-3GU-2GU-1GU- 4 CDS-3 C O - 1 2 C O - 1 3 CB-3GU-5GU-6CB-4GU-7GU-8CO-8 CO-9CDS-4 C O - 1 5CO-16SCALE IN FEET 0 40 DESCRIPTION OF REVISIONREV.DATEAPPR.DRAWINGDRAWN BYDATEAPPROVED BYSCALECOMM. NO.PREPARED FOR:DATESTAMPSHEET NO. NO. OF SHEETSLoureiroEngineering ●Construction ●EH&S ●EnergyWaste ● Facility Services● Laboratory©Loureiro Engineering Associates, Inc. All rights reserved 2019Loureiro Engineering Associates, Inc.100 Fort Hill Road● Groton, Connecticut 06340Phone: 860-448-0400 ● Fax: 860-448-0899An Employee Owned Company ● www.Loureiro.comSTORMCAD MODEL SCHEMATICVILLAGE APARTMENTS PHASE IIIVILLAGE APARTMENTS LLC AND CONNECTICUT MULTIFAMILY EQUITIES II, LLCJEROME ROAD & JEROME AVENUE, MONTVILLE, CT31 COGSWELL LANE, STAMFORD, CT88VA9.011" = 40'BJM3/11/2021PB3/11/2021V:\CT\MONTVILLE\JEROME RD-00\E&S PHASE III\DWGS\STORMCAD\VILLAGE APTS STORMCAD.DWG Tab: STORMCAD CATCHMENT MAP Saved: 2/24/2021 1:31 PM Plotted: 2/24/2021 1:32 PM 10-YR CatchBasin Table - Time: 0.00 hours Spread / Top Width(ft) Hydraulic Grade Line (In)(ft) Flow (Captured)(cfs) Capture Efficiency(Calculated)(%) Inflow-Capture Curve Inlet LocationInletInlet TypeWidth (ft) Length (ft) Elevation (Invert)(ft) Elevation (Rim) (ft) Elevation (Ground)(ft) LabelID 10.878.572.40100.0<Collection: 0 items>In Sag Combination Type C Single Grate - Grate Type A - Plain Curb Catalog Inlet3.004.0077.7682.0082.00CB-146 4.176.870.5098.7<Collection: 0 items>On Grade Grate Type C-L Double Grate - Type I - Grate Type A Catalog Inlet4.724.0076.5080.0080.00CB-241 3.674.430.3099.8<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A- Plain Curb Catalog Inlet4.434.0074.1077.1077.10CB-3288 4.174.420.4198.7<Collection: 0items>On Grade CombinationType C DoubleGrate - Type I- Grate Type A- Plain Curb Catalog Inlet4.434.0074.0077.1077.10CB-4291 3.173.030.19100.0<Collection: 0items>On Grade CombinationType C DoubleGrate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0072.2475.1075.10CB-557 3.072.970.18100.0<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0072.1475.1075.10CB-658 5.375.100.8976.9<Collection: 0 items>On Grade Grate Type C-L Double Grate - Type II - Grate Type A Catalog Inlet3.006.5374.6378.5578.55CB-763 11.974.852.69100.0<Collection: 0 items>In Sag Grate Type C-L Double Grate - Type II - Grate Type A Catalog Inlet3.006.5373.8077.3677.36CB-864 10.286.682.23100.0<Collection: 0items>In Sag CombinationType C SingleGrate - GrateType A - PlainCurb Catalog Inlet3.004.0085.9089.4089.40CB-977 5.778.831.4290.2<Collection: 0items>On Grade CombinationType C DoubleGrate - Type I- Grate Type A - Plain Curb Catalog Inlet4.434.0077.7688.2088.20CB-1079 Page 1 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 10-YR CatchBasin Table - Time: 0.00 hours Spread / Top Width(ft) Hydraulic Grade Line (In)(ft) Flow (Captured)(cfs) Capture Efficiency(Calculated)(%) Inflow-Capture Curve Inlet LocationInletInlet TypeWidth (ft) Length (ft) Elevation (Invert)(ft) Elevation (Rim) (ft) Elevation (Ground)(ft) LabelID 5.478.251.2991.6<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0077.0088.1088.10CB-1178 3.878.750.5299.5<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0078.4081.9081.90CB-1280 3.277.060.42100.0<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0075.7582.6582.65CB-13161 7.276.001.38100.0<Collection: 0items>In SagGrate Type C-LSingle Grate -Grate Type ACatalog Inlet3.004.0074.5578.6078.60CB-1487 9.073.291.67100.0<Collection: 0 items>In Sag Grate Type C-L Double Grate - Type II - Grate Type A Catalog Inlet3.006.5372.7075.7675.76CB-1599 7.673.820.86100.0<Collection: 0 items>In Sag Grate Type C-L Single Grate - Grate Type A Catalog Inlet3.004.0073.3576.8576.85CB-1698 0.071.290.16100.0<Collection: 0 items>In Sag TYPE C COMBOSINGLE GRATEFull Capture4.305.3070.5078.3578.35CB-1772 7.375.991.40100.0<Collection: 0items>In Sag CombinationType C SingleGrate - GrateType A - Plain Curb Catalog Inlet3.004.0074.8878.6078.60CDS-1133 2.876.850.1792.3<Collection: 0 items>On Grade Combination Type C Single Grate - Grate Type A - Plain Curb Catalog Inlet3.004.0076.3580.0080.00CDS-2146 0.076.951.21100.0<Collection: 0 items>In Sag<None>Full Capture4.793.7976.4077.9077.90YD-131 0.073.040.61100.0<Collection: 0items>In Sag<None>Full Capture3.794.7972.3073.8073.80YD-256 0.079.240.22100.0<Collection: 0 items>In Sag<None>Full Capture4.793.7979.0082.5082.50YD-3218 Page 2 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 10-YR Combined Pipe/Node Report - Time: 0.00 hours Slope (Calculated)(ft/ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Capacity (Full Flow)(cfs) Rise (Unified) (ft) Flow (cfs) Length (Unified)(ft) Branch Element ID Branch IDStop NodeStart NodeLabel 0.00575.4776.403.372.731.001.21186.0116DMH-1YD-1CO-1 0.00574.8874.973.248.051.501.1618.0216CDS-1DMH-1CO-2 0.02075.3877.766.735.461.002.40119.0117CDS-1CB-1CO-3 0.01874.7074.887.1415.271.503.7410.0316ICS-1CDS-1CO-4 0.00876.3576.503.123.431.000.5019.0118CDS-2CB-2CO-5 0.00576.1576.352.902.761.000.6739.0218ICS-2CDS-2CO-6 0.01672.0074.003.014.881.000.19125.015O-1OCS-1CO-7 0.00574.0074.102.342.801.000.3019.017CB-4CB-3CO-8 0.01872.2474.004.665.231.000.7196.027CB-5CB-4CO-9 0.00572.2472.302.802.731.000.6112.016CB-5YD-2CO-10 0.00572.1472.243.622.801.001.4819.026CB-6CB-5CO-11 0.00672.0872.143.862.951.001.6511.036CDS-3CB-6CO-12 0.00572.0072.083.652.741.001.6515.046O-2CDS-3CO-13 0.00574.3074.633.102.731.000.8966.0115CB-8CB-7CO-14 0.00573.7173.804.357.921.503.5118.0215CDS-4CB-8CO-15 0.00573.6573.714.347.921.503.5013.0315ICS-3CDS-4CO-16 0.01183.3585.905.254.021.002.23235.0113CB-10CB-9CO-17 0.00577.7677.943.925.021.252.1435.0212CB-10DB-2CO-18 0.01177.2577.766.397.451.254.6045.0312CB-11CB-10CO-19 0.01081.4781.795.043.861.002.1332.0211CB-11DB-1CO-20 0.01575.7577.007.8913.961.506.9283.0311CB-13CB-11CO-21 0.00578.2078.402.682.731.000.5240.0114CB-13CB-12CO-22 0.01574.7175.758.0513.971.507.5069.0411CB-14CB-13CO-23 0.05575.6079.004.945.560.830.2262.0110CB-14YD-3CO-24 0.01574.1774.558.4214.031.508.9625.0210DMH-2CB-14CO-25 0.00573.2073.675.7617.332.0010.3694.029CDS-5DMH-2CO-26 0.00573.0073.205.8017.552.0010.2339.039ICS-4CDS-5CO-27 0.00572.3973.003.154.591.251.20121.011DMH-3OCS-2CO-28 0.00572.2172.393.174.631.251.2035.021DMH-6DMH-3CO-29 0.00571.7672.213.264.821.251.2095.031CB-17DMH-6CO-30 0.00572.2372.703.442.531.001.6793.013CDS-6CB-15CO-31 0.00572.9473.352.832.431.000.8688.014CDS-6CB-16CO-32 0.01371.9071.985.788.081.252.466.023ICS-5CDS-6CO-33 0.00572.4072.574.395.101.253.1932.018ICS-6EX-MH1CO-34 0.01071.0071.104.436.461.251.6910.012CB-17OCS-4CO-35 0.00569.9070.504.007.431.503.05120.041O-3CB-17CO-36 0.01077.9478.005.043.861.002.146.0112DB-2T-ARL-A 0.03081.9682.507.614.110.832.1418.0111DB-1T-BRL-B 0.02076.1276.706.513.360.832.1229.019DMH-2T-CRL-C Page 3 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 10-YR DOT Report - Time: 0.00 hours -Y- Upstream Downstream -X- Upstream Downstream Section DischargeCapacity -Invert- UpstreamDownstream -HGL- UpstreamDownstream -Ground- UpstreamDownstream -EGL- UpstreamDownstream -Depth- UpstreamDownstream -Node- UpstreamDownstream Label 719,118.771,175,202.531.2176.4076.8777.9077.040.5531CO-1 718,929.561,175,206.682.7374.9776.0078.0076.131.0232 718,887.711,175,093.100.1974.0074.1880.1074.240.1838CO-7 718,781.821,175,026.394.8872.0072.7272.00(N/A)(N/A)42 718,650.961,175,113.720.6172.3073.0373.8073.050.7456CO-10 718,651.331,175,097.912.7372.2473.0375.1073.040.7557 718,651.331,175,097.911.4872.2472.9975.1073.070.7957CO-11 718,647.571,175,076.012.8072.1472.9775.1073.040.7958 718,849.771,174,984.110.8974.6375.0278.5575.170.4763CO-14 718,803.071,174,926.712.7373.8074.8577.3674.920.9964 719,349.271,174,683.412.2385.9086.5489.4086.810.7877CO-17 719,113.491,174,718.394.0277.7683.8888.2078.880.8779 719,113.491,174,718.394.6077.7678.6388.2079.031.0779CO-19 719,116.421,174,767.007.4577.0078.2588.1078.551.0278 718,928.801,174,871.801.2073.0073.4479.6073.590.4468CO-28 718,997.851,174,767.824.5972.3972.9081.4073.000.4369 718,997.851,174,767.821.2072.3972.8281.4072.980.5169CO-29 719,003.281,174,729.194.6372.2172.7281.4072.820.4370 719,065.441,174,651.983.0570.5071.1778.3571.420.7972CO-36 719,115.251,174,540.437.4369.9070.5669.90(N/A)(N/A)73 718,884.391,174,619.081.6772.7073.2975.7673.480.5999CO-31 718,975.681,174,588.702.5371.9872.9377.5073.060.63100 719,051.921,174,540.240.8673.3573.7676.8573.890.4798CO-32 718,975.681,174,588.702.4371.9873.3377.5073.060.63100 719,053.371,174,645.401.6971.1071.6278.4571.810.5297CO-35 719,065.441,174,651.986.4670.5071.4578.3571.580.6772 719,024.791,175,145.142.4077.7678.4282.0078.720.8146CO-3 718,912.581,175,195.175.4674.8875.8478.6076.700.74133 718,929.561,175,206.681.1674.9775.9978.0076.011.0332CO-2 718,912.581,175,195.178.0574.8875.9978.6076.700.74133 718,879.601,175,035.880.5076.5076.8380.0076.910.3741CO-5 718,886.801,175,056.913.4376.3576.8580.0076.880.34146 719,104.651,174,680.832.1477.9478.8487.0078.920.94162CO-18 719,113.491,174,718.395.0277.7678.8388.2078.880.8779 719,106.591,174,801.562.1381.7982.4186.0082.680.76163CO-20 719,116.421,174,767.003.8677.0082.0088.1078.551.0278 719,011.411,174,731.440.5278.4078.7081.9078.810.3580CO-22 719,030.181,174,769.402.7375.7578.5082.6577.331.06161 719,030.181,174,769.407.5075.7576.8182.6577.301.31161CO-23 719,007.481,174,839.0313.9774.5576.0078.6076.011.1687 719,003.281,174,729.191.2072.2172.6481.4072.800.5170CO-30 719,065.441,174,651.984.8270.5072.1978.3571.580.6772 718,912.581,175,195.173.7474.8875.6278.6075.911.11133CO-4 718,908.241,175,181.5015.2774.7075.2879.00(N/A)(N/A)126 718,981.791,174,963.6810.2373.2074.3583.5074.821.7685CO-27 718,946.361,174,976.7117.5573.0074.1081.70(N/A)(N/A)139 718,975.681,174,588.702.4671.9872.6177.5072.860.95100CO-33 Page 4 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 10-YR DOT Report - Time: 0.00 hours -Y- Upstream Downstream -X- Upstream Downstream Section DischargeCapacity -Invert- UpstreamDownstream -HGL- UpstreamDownstream -Ground- UpstreamDownstream -EGL- UpstreamDownstream -Depth- UpstreamDownstream -Node- UpstreamDownstream Label 718,974.801,174,598.668.0871.9072.4377.40(N/A)(N/A)144 718,886.801,175,056.910.6776.3576.6980.0076.820.50146CO-6 718,919.661,175,083.892.7676.1576.4980.00(N/A)(N/A)127 719,112.001,174,677.662.1478.0078.8986.0079.020.89214RL-A 719,104.651,174,680.833.8677.9478.8887.0079.000.90162 719,125.701,174,807.002.1482.5083.1591.0083.490.65213RL-B 719,106.591,174,801.564.1181.7982.4286.0083.290.62163 718,942.171,174,650.443.1972.5773.2977.0573.590.87102CO-34 718,971.881,174,631.875.1072.4073.1277.20(N/A)(N/A)239 719,116.421,174,767.006.9277.0078.0288.1078.471.2578CO-21 719,030.181,174,769.4013.9675.7577.0682.6577.331.06161 719,069.281,174,821.630.2279.0079.2082.5079.270.24218CO-24 719,007.481,174,839.035.5674.5576.0078.6076.011.1687 719,007.481,174,839.038.9674.5575.7178.6076.291.4587CO-25 719,001.511,174,867.6714.0373.6775.1179.7376.101.35243 719,001.511,174,867.6710.3673.6775.0279.7375.351.51243CO-26 718,981.791,174,963.6817.3373.2074.9683.5075.151.1585 719,031.731,174,871.432.1276.7077.3581.0077.680.65212RL-C 719,001.511,174,867.673.3673.6776.6179.7376.101.35243 718,647.571,175,076.011.6572.1472.9375.1073.020.8358CO-12 718,656.171,175,065.062.9572.0872.9275.0073.000.66285 718,656.171,175,065.061.6572.0872.7475.0072.880.84285CO-13 718,665.731,175,051.702.7472.0072.7272.00(N/A)(N/A)59 718,746.151,175,059.210.3074.1074.4277.1074.450.33288CO-8 718,749.951,175,081.352.8074.0074.4277.1074.430.35291 718,749.951,175,081.350.7174.0074.3577.1074.480.42291CO-9 718,651.331,175,097.915.2372.2473.0375.1073.040.7557 718,803.071,174,926.713.5173.8074.7977.3674.921.0564CO-15 718,821.671,174,910.357.9273.7174.7977.7374.890.71297 718,821.671,174,910.353.5073.7174.4377.7374.701.07297CO-16 718,834.481,174,906.337.9273.6574.3578.00(N/A)(N/A)140 Page 5 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR CatchBasin Table - Time: 0.00 hours Spread / Top Width(ft) Hydraulic Grade Line (In)(ft) Flow (Captured)(cfs) Capture Efficiency(Calculated)(%) Inflow-Capture Curve Inlet LocationInletInlet TypeWidth (ft) Length (ft) Elevation (Invert)(ft) Elevation (Rim) (ft) Elevation (Ground)(ft) LabelID 12.278.662.89100.0<Collection: 0 items>In Sag Combination Type C Single Grate - Grate Type A - Plain Curb Catalog Inlet3.004.0077.7682.0082.00CB-146 4.476.920.6097.6<Collection: 0 items>On Grade Grate Type C-L Double Grate - Type I - Grate Type A Catalog Inlet4.724.0076.5080.0080.00CB-241 3.974.480.3799.2<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A- Plain Curb Catalog Inlet4.434.0074.1077.1077.10CB-3288 4.474.460.5097.6<Collection: 0items>On Grade CombinationType C DoubleGrate - Type I- Grate Type A- Plain Curb Catalog Inlet4.434.0074.0077.1077.10CB-4291 3.373.520.24100.0<Collection: 0items>On Grade CombinationType C DoubleGrate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0072.2475.1075.10CB-557 3.273.440.22100.0<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0072.1475.1075.10CB-658 5.675.141.0374.2<Collection: 0 items>On Grade Grate Type C-L Double Grate - Type II - Grate Type A Catalog Inlet3.006.5374.6378.5578.55CB-763 13.474.993.28100.0<Collection: 0 items>In Sag Grate Type C-L Double Grate - Type II - Grate Type A Catalog Inlet3.006.5373.8077.3677.36CB-864 11.686.762.68100.0<Collection: 0items>In Sag CombinationType C SingleGrate - GrateType A - PlainCurb Catalog Inlet3.004.0085.9089.4089.40CB-977 6.178.951.6687.7<Collection: 0items>On Grade CombinationType C DoubleGrate - Type I- Grate Type A - Plain Curb Catalog Inlet4.434.0077.7688.2088.20CB-1079 Page 6 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR CatchBasin Table - Time: 0.00 hours Spread / Top Width(ft) Hydraulic Grade Line (In)(ft) Flow (Captured)(cfs) Capture Efficiency(Calculated)(%) Inflow-Capture Curve Inlet LocationInletInlet TypeWidth (ft) Length (ft) Elevation (Invert)(ft) Elevation (Rim) (ft) Elevation (Ground)(ft) LabelID 5.878.381.5289.2<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0077.0088.1088.10CB-1178 4.178.800.6798.4<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0078.4081.9081.90CB-1280 3.577.210.5499.9<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0075.7582.6582.65CB-13161 11.176.171.66100.0<Collection: 0items>In SagGrate Type C-LSingle Grate -Grate Type ACatalog Inlet3.004.0074.5578.6078.60CB-1487 10.073.372.01100.0<Collection: 0 items>In Sag Grate Type C-L Double Grate - Type II - Grate Type A Catalog Inlet3.006.5372.7075.7675.76CB-1599 8.573.871.04100.0<Collection: 0 items>In Sag Grate Type C-L Single Grate - Grate Type A Catalog Inlet3.004.0073.3576.8576.85CB-1698 0.071.550.19100.0<Collection: 0 items>In Sag TYPE C COMBOSINGLE GRATEFull Capture4.305.3070.5078.3578.35CB-1772 8.476.121.68100.0<Collection: 0items>In Sag CombinationType C SingleGrate - GrateType A - Plain Curb Catalog Inlet3.004.0074.8878.6078.60CDS-1133 3.076.900.2090.1<Collection: 0 items>On Grade Combination Type C Single Grate - Grate Type A - Plain Curb Catalog Inlet3.004.0076.3580.0080.00CDS-2146 0.077.021.45100.0<Collection: 0 items>In Sag<None>Full Capture4.793.7976.4077.9077.90YD-131 0.073.530.74100.0<Collection: 0items>In Sag<None>Full Capture3.794.7972.3073.8073.80YD-256 0.079.260.26100.0<Collection: 0 items>In Sag<None>Full Capture4.793.7979.0082.5082.50YD-3218 Page 7 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Combined Pipe/Node Report - Time: 0.00 hours Slope (Calculated)(ft/ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Capacity (Full Flow)(cfs) Rise (Unified) (ft) Flow (cfs) Length (Unified)(ft) Branch Element ID Branch IDStop NodeStart NodeLabel 0.00575.4776.403.532.731.001.45186.0116DMH-1YD-1CO-1 0.00574.8874.973.428.051.501.4018.0216CDS-1DMH-1CO-2 0.02075.3877.767.055.461.002.89119.0117CDS-1CB-1CO-3 0.01874.7074.887.5215.271.504.5010.0316ICS-1CDS-1CO-4 0.00876.3576.503.283.431.000.6019.0118CDS-2CB-2CO-5 0.00576.1576.353.042.761.000.8039.0218ICS-2CDS-2CO-6 0.01672.0074.003.674.881.000.37125.015O-1OCS-1CO-7 0.00574.0074.102.472.801.000.3719.017CB-4CB-3CO-8 0.01872.2474.004.925.231.000.8696.027CB-5CB-4CO-9 0.00572.2472.300.942.731.000.7412.016CB-5YD-2CO-10 0.00572.1472.242.282.801.001.7919.026CB-6CB-5CO-11 0.00672.0872.142.542.951.001.9911.036CDS-3CB-6CO-12 0.00572.0072.082.532.741.001.9915.046O-2CDS-3CO-13 0.00574.3074.633.232.731.001.0366.0115CB-8CB-7CO-14 0.00573.7173.804.557.921.504.2318.0215CDS-4CB-8CO-15 0.00573.6573.714.557.921.504.2113.0315ICS-3CDS-4CO-16 0.01183.3585.905.484.021.002.68235.0113CB-10CB-9CO-17 0.00577.7677.944.125.021.252.5735.0212CB-10DB-2CO-18 0.01177.2577.766.647.451.255.5145.0312CB-11CB-10CO-19 0.01081.4781.795.263.861.002.5732.0211CB-11DB-1CO-20 0.01575.7577.008.2413.961.508.2883.0311CB-13CB-11CO-21 0.00578.2078.402.872.731.000.6740.0114CB-13CB-12CO-22 0.01574.7175.758.4113.971.509.0369.0411CB-14CB-13CO-23 0.05575.6079.005.225.560.830.2662.0110CB-14YD-3CO-24 0.01574.1774.558.7614.031.5010.8025.0210DMH-2CB-14CO-25 0.00573.2073.676.0117.332.0012.4994.029CDS-5DMH-2CO-26 0.00573.0073.206.0517.552.0012.3439.039ICS-4CDS-5CO-27 0.00572.3973.003.514.591.251.80121.011DMH-3OCS-2CO-28 0.00572.2172.393.544.631.251.8035.021DMH-6DMH-3CO-29 0.00571.7672.213.644.821.251.8095.031CB-17DMH-6CO-30 0.00572.2372.703.582.531.002.0193.013CDS-6CB-15CO-31 0.00572.9473.352.972.431.001.0488.014CDS-6CB-16CO-32 0.01371.9071.986.088.081.252.966.023ICS-5CDS-6CO-33 0.00572.4072.574.625.101.254.1032.018ICS-6EX-MH1CO-34 0.01071.0071.105.156.461.252.9510.012CB-17OCS-4CO-35 0.00569.9070.504.507.431.504.94120.041O-3CB-17CO-36 0.01077.9478.003.283.861.002.576.0112DB-2T-ARL-A 0.03081.9682.507.954.110.832.5718.0111DB-1T-BRL-B 0.02076.1276.706.773.360.832.5429.019DMH-2T-CRL-C Page 8 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR DOT Report - Time: 0.00 hours -Y- Upstream Downstream -X- Upstream Downstream Section DischargeCapacity -Invert- UpstreamDownstream -HGL- UpstreamDownstream -Ground- UpstreamDownstream -EGL- UpstreamDownstream -Depth- UpstreamDownstream -Node- UpstreamDownstream Label 719,118.771,175,202.531.4576.4076.9277.9077.110.6231CO-1 718,929.561,175,206.682.7374.9776.1378.0076.241.1532 718,887.711,175,093.100.3774.0074.2580.1074.340.2538CO-7 718,781.821,175,026.394.8872.0073.1972.00(N/A)(N/A)42 718,650.961,175,113.720.7472.3073.5273.8073.541.2356CO-10 718,651.331,175,097.912.7372.2473.5275.1073.531.2457 718,651.331,175,097.911.7972.2473.4875.1073.561.2857CO-11 718,647.571,175,076.012.8072.1473.4475.1073.521.2558 718,849.771,174,984.111.0374.6375.0678.5575.220.5163CO-14 718,803.071,174,926.712.7373.8074.9977.3675.041.1264 719,349.271,174,683.412.6885.9086.6089.4086.920.8677CO-17 719,113.491,174,718.394.0277.7683.9588.2079.020.9579 719,113.491,174,718.395.5177.7678.7188.2079.181.1979CO-19 719,116.421,174,767.007.4577.0078.3888.1078.731.1178 718,928.801,174,871.801.8073.0073.5479.6073.740.5468CO-28 718,997.851,174,767.824.5972.3973.0381.4073.160.5469 718,997.851,174,767.821.8072.3972.9381.4073.130.6469CO-29 719,003.281,174,729.194.6372.2172.8481.4072.970.5370 719,065.441,174,651.984.9470.5071.3978.3571.711.0572CO-36 719,115.251,174,540.437.4369.9070.7669.90(N/A)(N/A)73 718,884.391,174,619.082.0172.7073.3775.7673.570.6799CO-31 718,975.681,174,588.702.5371.9873.0477.5073.170.69100 719,051.921,174,540.241.0473.3573.8176.8573.940.5298CO-32 718,975.681,174,588.702.4371.9873.3777.5073.170.69100 719,053.371,174,645.402.9571.1071.7978.4572.070.6997CO-35 719,065.441,174,651.986.4670.5071.6178.3571.930.8972 719,024.791,175,145.142.8977.7678.4982.0078.830.9046CO-3 718,912.581,175,195.175.4674.8876.1278.6076.130.81133 718,929.561,175,206.681.4074.9776.1278.0076.141.1632CO-2 718,912.581,175,195.178.0574.8876.1278.6076.130.81133 718,879.601,175,035.880.6076.5076.8880.0076.960.4241CO-5 718,886.801,175,056.913.4376.3576.9080.0076.930.37146 719,104.651,174,680.832.5777.9478.9787.0079.061.08162CO-18 719,113.491,174,718.395.0277.7678.9588.2079.020.9579 719,106.591,174,801.562.5781.7982.4886.0082.790.84163CO-20 719,116.421,174,767.003.8677.0082.0788.1078.731.1178 719,011.411,174,731.440.6778.4078.7481.9078.860.4080CO-22 719,030.181,174,769.402.7375.7578.5482.6577.551.16161 719,030.181,174,769.409.0375.7576.9182.6577.501.46161CO-23 719,007.481,174,839.0313.9774.5576.1778.6076.181.2687 719,003.281,174,729.191.8072.2172.7481.4072.950.6370CO-30 719,065.441,174,651.984.8270.5072.2978.3571.930.8972 718,912.581,175,195.174.5074.8875.6978.6076.021.24133CO-4 718,908.241,175,181.5015.2774.7075.3579.00(N/A)(N/A)126 718,981.791,174,963.6812.3473.2074.4983.5075.011.9685CO-27 718,946.361,174,976.7117.5573.0074.4881.70(N/A)(N/A)139 718,975.681,174,588.702.9671.9872.6777.5072.951.06100CO-33 Page 9 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR DOT Report - Time: 0.00 hours -Y- Upstream Downstream -X- Upstream Downstream Section DischargeCapacity -Invert- UpstreamDownstream -HGL- UpstreamDownstream -Ground- UpstreamDownstream -EGL- UpstreamDownstream -Depth- UpstreamDownstream -Node- UpstreamDownstream Label 718,974.801,174,598.668.0871.9072.4977.40(N/A)(N/A)144 718,886.801,175,056.910.8076.3576.7280.0076.860.55146CO-6 718,919.661,175,083.892.7676.1576.5280.00(N/A)(N/A)127 719,112.001,174,677.662.5778.0079.0486.0079.211.04214RL-A 719,104.651,174,680.833.8677.9479.0287.0079.181.03162 719,125.701,174,807.002.5782.5083.2191.0083.630.71213RL-B 719,106.591,174,801.564.1181.7982.4886.0083.440.69163 718,942.171,174,650.444.1072.5773.4277.0573.751.01102CO-34 718,971.881,174,631.875.1072.4073.2277.20(N/A)(N/A)239 719,116.421,174,767.008.2877.0078.1188.1078.651.3878CO-21 719,030.181,174,769.4013.9675.7577.2182.6577.551.16161 719,069.281,174,821.630.2679.0079.2282.5079.300.26218CO-24 719,007.481,174,839.035.5674.5576.1778.6076.181.2687 719,007.481,174,839.0310.8074.5575.8178.6076.531.6287CO-25 719,001.511,174,867.6714.0373.6775.4779.7376.161.64243 719,001.511,174,867.6712.4973.6775.3179.7375.631.80243CO-26 718,981.791,174,963.6817.3373.2075.1683.5075.411.2985 719,031.731,174,871.432.5476.7077.4181.0077.820.71212RL-C 719,001.511,174,867.673.3673.6776.6879.7376.161.64243 718,647.571,175,076.011.9972.1473.3975.1073.491.3058CO-12 718,656.171,175,065.062.9572.0873.3675.0073.461.15285 718,656.171,175,065.061.9972.0873.2375.0073.331.28285CO-13 718,665.731,175,051.702.7472.0073.1972.00(N/A)(N/A)59 718,746.151,175,059.210.3774.1074.4677.1074.490.38288CO-8 718,749.951,175,081.352.8074.0074.4677.1074.480.39291 718,749.951,175,081.350.8674.0074.3977.1074.530.46291CO-9 718,651.331,175,097.915.2372.2473.5275.1073.531.2457 718,803.071,174,926.714.2373.8074.9277.3675.061.1964CO-15 718,821.671,174,910.357.9273.7174.9177.7375.030.79297 718,821.671,174,910.354.2173.7174.5077.7374.811.19297CO-16 718,834.481,174,906.337.9273.6574.4878.00(N/A)(N/A)140 Page 10 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 11 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 12 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 13 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 14 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 15 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 16 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 17 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 18 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 19 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 20 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 21 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 22 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 23 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 24 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR Page 25 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 25-YR 100-YR CatchBasin Table - Time: 0.00 hours Page 26 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 100-YR CatchBasin Table - Time: 0.00 hours Spread / Top Width(ft) Hydraulic Grade Line (In)(ft) Flow (Captured)(cfs) Capture Efficiency(Calculated)(%) Inflow-Capture Curve Inlet LocationInletInlet TypeWidth (ft) Length (ft) Elevation (Invert)(ft) Elevation (Rim) (ft) Elevation (Ground)(ft) LabelID 14.378.803.65100.0<Collection: 0 items>In Sag Combination Type C Single Grate - Grate Type A - Plain Curb Catalog Inlet3.004.0077.7682.0082.00CB-146 4.876.990.7495.7<Collection: 0 items>On Grade Grate Type C-L Double Grate - Type I - Grate Type A Catalog Inlet4.724.0076.5080.0080.00CB-241 4.374.600.4897.9<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A- Plain Curb Catalog Inlet4.434.0074.1077.1077.10CB-3288 4.874.590.6295.7<Collection: 0items>On Grade CombinationType C DoubleGrate - Type I- Grate Type A- Plain Curb Catalog Inlet4.434.0074.0077.1077.10CB-4291 3.774.530.3199.7<Collection: 0items>On Grade CombinationType C DoubleGrate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0072.2475.1075.10CB-557 3.674.400.2999.9<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0072.1475.1075.10CB-658 6.276.171.2470.8<Collection: 0 items>On Grade Grate Type C-L Double Grate - Type II - Grate Type A Catalog Inlet3.006.5374.6378.5578.55CB-763 15.576.094.19100.0<Collection: 0 items>In Sag Grate Type C-L Double Grate - Type II - Grate Type A Catalog Inlet3.006.5373.8077.3677.36CB-864 13.686.893.39100.0<Collection: 0items>In Sag CombinationType C SingleGrate - GrateType A - PlainCurb Catalog Inlet3.004.0085.9089.4089.40CB-977 6.680.462.0184.2<Collection: 0items>On Grade CombinationType C DoubleGrate - Type I- Grate Type A - Plain Curb Catalog Inlet4.434.0077.7688.2088.20CB-1079 Page 27 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 100-YR CatchBasin Table - Time: 0.00 hours Spread / Top Width(ft) Hydraulic Grade Line (In)(ft) Flow (Captured)(cfs) Capture Efficiency(Calculated)(%) Inflow-Capture Curve Inlet LocationInletInlet TypeWidth (ft) Length (ft) Elevation (Invert)(ft) Elevation (Rim) (ft) Elevation (Ground)(ft) LabelID 6.479.771.8485.8<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0077.0088.1088.10CB-1178 4.778.890.9096.0<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0078.4081.9081.90CB-1280 3.978.820.7599.0<Collection: 0 items>On Grade Combination Type C Double Grate - Type I - Grate Type A - Plain Curb Catalog Inlet4.434.0075.7582.6582.65CB-13161 9.877.812.09100.0<Collection: 0items>In SagGrate Type C-LSingle Grate -Grate Type ACatalog Inlet3.004.0074.5578.6078.60CB-1487 11.573.592.54100.0<Collection: 0 items>In Sag Grate Type C-L Double Grate - Type II - Grate Type A Catalog Inlet3.006.5372.7075.7675.76CB-1599 9.773.951.31100.0<Collection: 0 items>In Sag Grate Type C-L Single Grate - Grate Type A Catalog Inlet3.004.0073.3576.8576.85CB-1698 0.072.840.24100.0<Collection: 0 items>In Sag TYPE C COMBOSINGLE GRATEFull Capture4.305.3070.5078.3578.35CB-1772 9.976.312.12100.0<Collection: 0items>In Sag CombinationType C SingleGrate - GrateType A - Plain Curb Catalog Inlet3.004.0074.8878.6078.60CDS-1133 3.376.970.2587.1<Collection: 0 items>On Grade Combination Type C Single Grate - Grate Type A - Plain Curb Catalog Inlet3.004.0076.3580.0080.00CDS-2146 0.077.111.84100.0<Collection: 0 items>In Sag<None>Full Capture4.793.7976.4077.9077.90YD-131 0.073.810.93100.0<Collection: 0items>In Sag<None>Full Capture3.794.7972.3073.8073.80YD-256 0.079.300.33100.0<Collection: 0 items>In Sag<None>Full Capture4.793.7979.0082.5082.50YD-3218 Page 28 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 100-YR Combined Pipe/Node Report - Time: 0.00 hours Slope (Calculated)(ft/ft) Invert (Stop) (ft) Invert (Start) (ft) Velocity (ft/s) Capacity (Full Flow)(cfs) Rise (Unified) (ft) Flow (cfs) Length (Unified)(ft) Branch Element ID Branch IDStop NodeStart NodeLabel 0.00575.4776.403.732.731.001.84186.0116DMH-1YD-1CO-1 0.00574.8874.973.658.051.501.7718.0216CDS-1DMH-1CO-2 0.02075.3877.767.445.461.003.65119.0117CDS-1CB-1CO-3 0.01874.7074.888.0115.271.505.7010.0316ICS-1CDS-1CO-4 0.00876.3576.503.483.431.000.7419.0118CDS-2CB-2CO-5 0.00576.1576.353.222.761.000.9839.0218ICS-2CDS-2CO-6 0.01672.0074.004.844.881.000.97125.015O-1OCS-1CO-7 0.00574.0074.102.662.801.000.4819.017CB-4CB-3CO-8 0.01872.2474.005.265.231.001.0996.027CB-5CB-4CO-9 0.00572.2472.301.182.731.000.9312.016CB-5YD-2CO-10 0.00572.1472.242.912.801.002.2819.026CB-6CB-5CO-11 0.00672.0872.143.242.951.002.5511.036CDS-3CB-6CO-12 0.00572.0072.083.232.741.002.5415.046O-2CDS-3CO-13 0.00574.3074.631.582.731.001.2466.0115CB-8CB-7CO-14 0.00573.7173.802.957.921.505.2218.0215CDS-4CB-8CO-15 0.00573.6573.712.947.921.505.1913.0315ICS-3CDS-4CO-16 0.01183.3585.905.744.021.003.39235.0113CB-10CB-9CO-17 0.00577.7677.942.645.021.253.2435.0212CB-10DB-2CO-18 0.01177.2577.765.637.451.256.9145.0312CB-11CB-10CO-19 0.01081.4781.795.503.861.003.2432.0211CB-11DB-1CO-20 0.01575.7577.005.8513.961.5010.3583.0311CB-13CB-11CO-21 0.00578.2078.403.112.731.000.9040.0114CB-13CB-12CO-22 0.01574.7175.756.4213.971.5011.3569.0411CB-14CB-13CO-23 0.05575.6079.005.595.560.830.3362.0110CB-14YD-3CO-24 0.01574.1774.557.6714.031.5013.5625.0210DMH-2CB-14CO-25 0.00573.2073.674.9917.332.0015.6794.029CDS-5DMH-2CO-26 0.00573.0073.204.9217.552.0015.4539.039ICS-4CDS-5CO-27 0.00572.3973.004.264.591.254.58121.011DMH-3OCS-2CO-28 0.00572.2172.394.304.631.254.5835.021DMH-6DMH-3CO-29 0.00571.7672.214.474.821.254.5895.031CB-17DMH-6CO-30 0.00572.2372.703.682.531.002.5493.013CDS-6CB-15CO-31 0.00572.9473.353.152.431.001.3188.014CDS-6CB-16CO-32 0.01371.9071.986.468.081.253.756.023ICS-5CDS-6CO-33 0.00572.4072.574.505.101.255.5232.018ICS-6EX-MH1CO-34 0.01071.0071.104.876.461.255.9810.012CB-17OCS-4CO-35 0.00569.9070.506.117.431.5010.80120.041O-3CB-17CO-36 0.01077.9478.002.643.861.003.256.0112DB-2T-ARL-A 0.03081.9682.508.354.110.833.2418.0111DB-1T-BRL-B 0.02076.1276.707.013.360.833.2129.019DMH-2T-CRL-C Page 29 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 100-YR DOT Report - Time: 0.00 hours -Y- Upstream Downstream -X- Upstream Downstream Section DischargeCapacity -Invert- UpstreamDownstream -HGL- UpstreamDownstream -Ground- UpstreamDownstream -EGL- UpstreamDownstream -Depth- UpstreamDownstream -Node- UpstreamDownstream Label 719,118.771,175,202.531.8476.4077.0077.9077.220.7131CO-1 718,929.561,175,206.682.7374.9776.3278.0076.421.3432 718,887.711,175,093.100.9774.0074.4180.1074.570.4138CO-7 718,781.821,175,026.394.8872.0073.9972.00(N/A)(N/A)42 718,650.961,175,113.720.9372.3074.5373.8073.821.5156CO-10 718,651.331,175,097.912.7372.2474.5375.1074.552.2257 718,651.331,175,097.912.2872.2474.4675.1074.592.2957CO-11 718,647.571,175,076.012.8072.1474.4075.1074.532.1758 718,849.771,174,984.111.2474.6376.1578.5576.191.5463CO-14 718,803.071,174,926.712.7373.8076.0977.3676.132.2264 719,349.271,174,683.413.3985.9086.6989.4087.090.9977CO-17 719,113.491,174,718.394.0277.7684.0588.2080.572.4579 719,113.491,174,718.396.9177.7680.2188.2080.702.7079CO-19 719,116.421,174,767.007.4577.0079.7788.1080.272.5178 718,928.801,174,871.804.5873.0074.1379.6074.371.1368CO-28 718,997.851,174,767.824.5972.3973.6281.4073.841.1169 718,997.851,174,767.824.5872.3973.5081.4073.741.2369CO-29 719,003.281,174,729.194.6372.2173.3581.4073.590.9970 719,065.441,174,651.9810.8070.5072.5578.3573.132.3472CO-36 719,115.251,174,540.437.4369.9071.1669.90(N/A)(N/A)73 718,884.391,174,619.082.5472.7073.5975.7673.770.8999CO-31 718,975.681,174,588.702.5371.9873.2077.5073.360.78100 719,051.921,174,540.241.3173.3573.8776.8574.030.6098CO-32 718,975.681,174,588.702.4371.9873.4277.5073.360.78100 719,053.371,174,645.405.9871.1072.9278.4573.291.8297CO-35 719,065.441,174,651.986.4670.5072.8478.3573.102.0572 719,024.791,175,145.143.6577.7678.5782.0079.021.0446CO-3 718,912.581,175,195.175.4674.8876.3178.6076.320.92133 718,929.561,175,206.681.7774.9776.3178.0076.331.3532CO-2 718,912.581,175,195.178.0574.8876.3178.6076.320.92133 718,879.601,175,035.880.7476.5076.9680.0077.030.4941CO-5 718,886.801,175,056.913.4376.3576.9780.0077.000.42146 719,104.651,174,680.833.2477.9480.5387.0080.642.65162CO-18 719,113.491,174,718.395.0277.7680.4688.2080.572.4579 719,106.591,174,801.563.2481.7982.5686.0082.950.96163CO-20 719,116.421,174,767.003.8677.0082.1788.1080.272.5178 719,011.411,174,731.440.9078.4078.8381.9078.950.4980CO-22 719,030.181,174,769.402.7375.7578.8282.6579.352.75161 719,030.181,174,769.4011.3575.7578.5082.6579.143.07161CO-23 719,007.481,174,839.0313.9774.5577.8178.6077.822.8187 719,003.281,174,729.194.5872.2173.2081.4073.501.1470CO-30 719,065.441,174,651.984.8270.5072.8478.3573.102.0572 718,912.581,175,195.175.7074.8875.8078.6076.191.43133CO-4 718,908.241,175,181.5015.2774.7075.8079.00(N/A)(N/A)126 718,981.791,174,963.6815.4573.2075.9383.5076.313.2285CO-27 718,946.361,174,976.7117.5573.0075.7881.70(N/A)(N/A)139 718,975.681,174,588.703.7571.9872.7677.5073.101.22100CO-33 Page 30 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 100-YR DOT Report - Time: 0.00 hours -Y- Upstream Downstream -X- Upstream Downstream Section DischargeCapacity -Invert- UpstreamDownstream -HGL- UpstreamDownstream -Ground- UpstreamDownstream -EGL- UpstreamDownstream -Depth- UpstreamDownstream -Node- UpstreamDownstream Label 718,974.801,174,598.668.0871.9072.5877.40(N/A)(N/A)144 718,886.801,175,056.910.9876.3576.7780.0076.920.62146CO-6 718,919.661,175,083.892.7676.1576.5680.00(N/A)(N/A)127 719,112.001,174,677.663.2578.0080.6086.0080.712.60214RL-A 719,104.651,174,680.833.8677.9480.5987.0080.702.59162 719,125.701,174,807.003.2482.5083.2791.0083.860.77213RL-B 719,106.591,174,801.564.1181.7982.7586.0083.320.77163 718,942.171,174,650.445.5272.5773.6477.0574.021.26102CO-34 718,971.881,174,631.875.1072.4073.3577.20(N/A)(N/A)239 719,116.421,174,767.0010.3577.0079.5188.1080.042.7778CO-21 719,030.181,174,769.4013.9675.7578.8282.6579.352.75161 719,069.281,174,821.630.3379.0079.2582.5079.340.30218CO-24 719,007.481,174,839.035.5674.5577.8178.6077.822.8187 719,007.481,174,839.0313.5674.5577.3678.6078.273.2687CO-25 719,001.511,174,867.6714.0373.6777.0079.7377.543.14243 719,001.511,174,867.6715.6773.6776.8179.7377.193.33243CO-26 718,981.791,174,963.6817.3373.2076.4283.5076.812.7385 719,031.731,174,871.433.2176.7077.5381.0078.070.83212RL-C 719,001.511,174,867.673.3673.6777.0079.7377.543.14243 718,647.571,175,076.012.5572.1474.3175.1074.482.2658CO-12 718,656.171,175,065.062.9572.0874.2775.0074.431.98285 718,656.171,175,065.062.5472.0874.0575.0074.222.19285CO-13 718,665.731,175,051.702.7472.0073.9972.00(N/A)(N/A)59 718,746.151,175,059.210.4874.1074.5977.1074.620.50288CO-8 718,749.951,175,081.352.8074.0074.5977.1074.610.54291 718,749.951,175,081.351.0974.0074.5477.1074.640.59291CO-9 718,651.331,175,097.915.2372.2474.5375.1074.552.2257 718,803.071,174,926.715.2273.8076.0277.3676.152.2964CO-15 718,821.671,174,910.357.9273.7175.9877.7376.122.09297 718,821.671,174,910.355.1973.7175.8177.7375.942.27297CO-16 718,834.481,174,906.337.9273.6575.7878.00(N/A)(N/A)140 Page 31 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 100-YR Page 32 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 100-YR Page 33 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 100-YR Page 34 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw 100-YR Page 35 of 3527 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-16662/24/2021 StormCAD [10.03.01.08]Bentley Systems, Inc. Haestad Methods Solution CenterVillage Apts StormCAD.stsw