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Stormwater Report - Signed
Page 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 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) 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 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 Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" POST-CONSTRUCTION HYDROCAD REPORT Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 2-Year Rainfall=3.46" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 10-Year Rainfall=5.12" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 25-Year Rainfall=6.15" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr 100-Year Rainfall=7.75" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" Type III 24-hr WQV Rainfall=1.95" 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