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HomeMy WebLinkAbout22SITE2 EngineeringReport Rev 081122FULLER ENGINEERING & LAND SURVEYING, LLC 525 John Street · Second Floor Bridgeport, CT 06604 (203) 333-9465 (203) 336-1769 FAX FULLER ENGINEERING & LAND SURVEYING, LLC 525 JOHN STREET 2ND FLOOR BRIDGEPORT, CONNECTICUT 06604 PHONE (203)333-9465; FAX (203)336-1769 Information prepared for: WESTERN GROUP, LLC #245 Route 32 Montville, CT & Town of Montville Department of Public Works / Engineering Department Project Name: Wilton’s Way Proposed Residential Development ENGINEERING REPORT Documentation Dated: January 25, 2022 Revised: March 8, 2022 Revised: August 11, 2022 TABLE OF CONTENTS (Stormwater Study) 1. Introduction 1 2. Pre-Development Conditions 1 3. Proposed Post Development Conditions 2 4. Design Methodology 2 5. Soil Erosion and Sedimentation Control 3 6. Conclusion 3 Watershed Map – Existing Conditions Exhibit A Watershed Map – Proposed Conditions Exhibit B Montville Precipitation Frequency (PF) Rainfall Data Appendix A NRCS Soil Map & Hydrologic Soil Group Rating Appendix B Retention System Structure Rating Table’s Appendix C Water Quality Volume Calculation Appendix D Runoff Volume Reduction Calculation Appendix E Ground Water Recharge Volume TCalculation Appendix F TSS (Total Suspended Solids) Removal Calculation Appendix G Infiltration System Drawdown Calculation Appendix H HydroCAD Analysis 25-year Storm frequency – Existing Conditions Appendix J HydroCAD Analysis 25-year Storm frequency – Proposed Conditions Appendix K HydroCAD Summary Hydrographs – Other Storm Frequencies Appendix M Operations and Maintenance Plan Appendix O TABLE OF CONTENTS (Sanitary Sewer Report) SUMMATION OF PROPOSED SEWAGE FLOW CONVEYANCE CALCULATIONS AVERAGE DAILY FLOWS PVC SEWER PIPE SPECIFICATION CT ECO Map – Environmental Conditions Online – Erosion Susceptibility Exhibit C CT ECO Map – Environmental Conditions Online – Soil Parent Material Exhibit D FEMA – National Flood Hazard (FIRM-Flood Insurance Rate Map) Exhibit E FORCE MAIN SEWER – eONE Sewer Systems – Model WH483-75 to 122 Water Distribution Report Section FULLER ENGINEERING & LAND SURVEYING, LLC 525 John Street – Second Floor – Bridgeport, CT 06604 Phone: (203) 333-9465 Fax: (203) 336-1769 FULLER ENGINEERING & LAND SURVEYING, LLC 525 JOHN STREET 2ND FLOOR BRIDGEPORT, CONNECTICUT 06604 PHONE (203)333-9465; FAX (203)336-1769 P a g e | 1 OWNER/APPLICANT: WESTERN GROUP, LLC PROJECT LOCATION: WILTONS WAY #245 Route 32, Montville, Connecticut DRAINAGE STUDY INTRODUCTION The purpose of this study is to outline the storm water analysis for the proposed development at #245 Norwich-New London Road Town of Montville, Route 32 Uncasville, CT. The storm water management plan is based on a hydrologic analysis of pre-development and post- development conditions using a Type III-24 Hour, for 25 –year frequency storms. The peak flow rate and the increase in runoff for up to the 50-year storm frequency is being compared in this study. The hydrological analysis is conducted within the area of the property as bounded by the property lines shown on the plan only. Western Group, LLC is proposing to construct two multi-level residential condominium buildings, basements, new driveways and miscellaneous landscaping at 245 Norwich-New London Road, Route 32 Montville, CT. The proposed development is located on the east side of State Route 32 travelling northbound. Refer to the plan titled “Wilton’s Way” 22 Unit Condominium Development dated January 4, 2022, Revised 3/8/2022 prepared for Western Group, LLC prepared by Fuller Engineering & Land Surveying, LLC for the extent of the proposed development. The proposed development will increase the amount of impervious area on the site, and will therefore increase the runoff rain water leaving the site. The analysis did not consider back-to- back storms. PRE-DEVELOPMENT CONDITIONS The site considered in this study is the entire area of the property which is located in the C-1 District, which is a Commercial Zone, although the proposed development will be strictly residential use. The total area (79,607 s.f.) (1.828 acre) currently is composed of mainly pervious surfaces will little impervious land surface. The runoff from this area sheet flows towards the East at the low point on the property (considered as POC "A") (outfall 1L in Hydrocad). The peak flow towards POC "A" for a Type III-24 Hour, for 25 –year frequency storms is 4.76 cfs. Stormwater Study – Wilton’s Way 25 January 2022 Western Group, LLC Revised 8 March 2022 #245 Route 32 Montville, CT P a g e | 2 FULLER ENGINEERING & LAND SURVEYING, LLC 525 JOHN STREET 2ND FLOOR BRIDGEPORT, CONNECTICUT 06604 PHONE (203)333-9465; FAX (203)336-1769 PROPOSED POST-DEVELOPMENT CONDITIONS The proposed developments on said parcel with area of (79,607 s.f.) will be two (2) multi story residential condominium buildings, common drive and independent driveway/parking and miscellaneous landscaping. The proposed development will increase the impervious surface by 42,965 s.f. within the watershed encompassing POC "A". Stormwater runoff from the proposed building and basement driveway will be directed to the inlet structure which is connected to 60 units 4’ x 8’ x 4’ Concrete Galleys in 2 groups, first set of 28 embedded in 58' x 18.6' x 5.17' gravel bed, and a second set of 32 embedded in 66’ x 18.6’ x 5.17’ gravel bed to help treat water quality and attenuate the storm water runoff going to the control structure at the back of the retaining wall before discharging to 12” RCP to the 40’ long ADS-N12 15”Ø slotted pipe encased in 42’ x 3.5’ x 3.17’ gravel bed Level Spreader moving towards POC "A" (outfall 1L in Hydrocad). Storm water runoff from the driveways and common drive will sheet flow into common drive catch basin distributing the stormwater along the edge of the common drive in a storm sewer system. Roof drains will be directly connected underground to the concrete galley system. The overflow of the concrete galley system will be directed to a control structure which will discharge the water into a energy dissipating level spreader. The peak flow towards POC "A" for a Type III-24 Hour, for 25 –year frequency storm, post development is 4.52 cfs. which is less than the pre development conditions. DESIGN METHODOLOGY The site consists of a Hydrological Soil Group (HSG) rating C (refer to Appendix B) which is used in the analysis. The following CN values are used; (a) 98 for impervious surfaces; (b) 81 for HSG C , 30% imp. 1/3 acre residential; (c) 65 for HSG C, 50-75% grass cover,good condition. HydroCAD Version 10.0 was utilized to evaluate the runoff volume and peak discharge rates of the pre and post-development conditions. The design storm frequencies considered are the 2- year, 5-year, 10-year, 25-year, and 50-year storm frequencies. They were used in the analysis with the following 24-hour rainfall total; 2-year, 3.46 inches; 5-year, 4.36 in.; 10-year, 5.12 inches; 25-year, 6.15 inches; and 50-year, 6.93 inches. The peak flow towards POC “A” at the wooded border is less than the pre-development runoff peak flows as shown in Table 1. Stormwater Study – Wilton’s Way 25 January 2022 Western Group, LLC Revised 8 March 2022 #245 Route 32 Montville, CT P a g e | 3 FULLER ENGINEERING & LAND SURVEYING, LLC 525 JOHN STREET 2ND FLOOR BRIDGEPORT, CONNECTICUT 06604 PHONE (203)333-9465; FAX (203)336-1769 TABLE 1 – Peak Flows in cfs/Volume in C.F. STORM EVENT LINK/POC FLOW/VOLUME EXISTING PROPOSED ∆∆ (%) q (ft3/s)1.61 0.18 -1.43 -88.8 v (ft3)7613 1187 -6426 -84.4 q (ft3/s)2.6 0.84 -1.76 -67.7 v (ft3)11831 2936 -8895 -75.2 q (ft3/s)3.49 1.72 -1.77 -50.7 v (ft3)15694 6274 -9420 -60.0 q (ft3/s)4.76 4.52 -0.24 -5.0 v (ft3)21240 11149 -10091 -47.5 q (ft3/s)5.75 6.17 0.42 7.3 v (ft3)25616 15101 -10515 -41.0 50 Year Storm LINK 1 (A) LINK 1 (A)2 Year Storm 25 Year Storm LINK 1 (A) 5 Year Storm LINK 1 (A) 10 Year Storm LINK 1 (A) Based on the tabulated results above, the peak flows and the run off volume of the post-development condition are less than the pre-development conditions. SOIL EROSION AND SEDIMENTATION CONTROL For temporary condition or during construction a silt fence shall be provided along the property lines. Anti-tracking aprons shall be provided at all access routes from the site to the public road. A temporary diversion berm with stone check dams @ 50 ft o.c. shall be maintained and relocated as required during construction. All planting areas shall be protected with slope stabilization measures. For permanent condition, all embankments, after being stabilized, shall be sodded. Newly planted areas shall be covered with straw or erosion control blankets. CONCLUSION The proposed development will increase the impervious coverage on the site thus increase the volume and peak flow rate of runoff generated during a storm event. However, to address the water quality volume and peak flow issues, a subsurface detention/retention system will be installed to treat and attenuate the storm water runoff. The proposed development will not increase the peak flow rate to the POC for up to the 25-year frequency storm. Since the proposed development incorporates pre-treatment and attenuation of runoff to the maximum extent practical, if the proposed development is constructed as depicted on the proposed development plans, then there will be no adverse impacts to adjoining properties and/or street drainage. EXHIBITS “A” AND “B” WATERSHED MAPS FOR EXISTING & PROPOSED CONDITIONS 4 5 45 5 0 5 0 5 5 5 5 606065 657 0 70 75754 24 2 4 2 4 3 43 4 4 44 4 6 46 4 7 47 4 8 4 8 4 9 4 9 5 1 51 5 2 5 2 5 3 5 3 54 5 4 5 6 5 6 5 7575 8585959616162626363646466666 7 6768 6869697171727 2 7373 747476764 5 50 5 5 6 06570 754 4 4 6 474 8 49515253545 6 5 7 5 8 5 9 6 1 6 26 36 466676869717273747 6 77EL. 76.5' EL. 44.0' EL. 44.5' L = 47 7 ' f o r T c (TIME O F C O N C E N T R A T I O N ) Job Number: Job Start Date: Checked By: Sheet Title: Drawn By: Sheet Number: Scale: 1/4/22 FE22-1700 THIS DRAWING IS THE PROPERTY OF THE ENGINEER. IT HAS BEEN SPECIFICALLY PREPARED FOR THE OWNER FOR THIS PROJECT AT THIS SITE AND IS NOT TO BE USED FOR ANY OTHER PURPOSE, LOCATION OR OWNER WITHOUT WRITTEN CONSENT OF THE ENGINEER.PREPARED FOR245 NORWICH-NEW LONDON ROAD (RT 32)22 UNIT CONDOMINIUM DEVELOPMENTD.R.R.J.E.Q.WESTERN GROUP, LLCSubmission 01/25/22 525 JOHN STREET BRIDGEPORT, CT. 06604 Office (203) 333-9465 fax (203) 336-1769 e-mail Info@FullerSurveyors MONTVILLE, CONNECTICUTAPPROVED BY THE MONTVILLE PLANNING AND ZONING COMMISSION CHAIRMAN DATE WILTON'S WAYO:\Fuller CAD Files\CT\Bridgeport\Benson Terrace\#26 - FE13-1101 - Fox\Survey Data\2013 09 10 FE 13-1100 FOX 26BENSON TERR\LOCATION.crd3/15/2022 1:27 PMStaff Comments 03/08/22 APPROVED BY THE MONTVILLE INLAND WETLAND COMMISSION CHAIRMAN DATE EXPIRATION DATE SEC PLAN APPROVAL DATE EXISTING WOODED AREA = 38,478 sf SHOWN WITH NET HATCHING EXISTING GRASSED & WOODED AREA = 38,866 sf SHOWN WITHOUT HATCHING EXISTING BUILDINGS (IMPERVIOUS COVER) DRAINAGE AREA MAP - EXISTING CONDITIONS 1" = 20' P.O.C. "A" - HYDROCAD NODE 1L (DISCHARGE POINT OF CONCERN) LOW POINT ON PROPERTY O:\Fuller CAD Files\CT\Montville\Rte 32\#245 Route 32 - FE22-1700 - Eanou\DWG\Site\x-area calcs DA.dwg, 3/15/2022 1:27:45 PM, DWG To PDF.pc3 S69° 36' 08"E 372.03' S 2 2 ° 3 5 ' 2 2 " E 2 1 4 . 5 0 ' N74° 06' 41"W 332.13' N74° 06' 41"W 179.29'N17° 56' 34"E197.30'I.P. FND RWC FND MON FND MON FND I.P. FND70.08'I.P. FND MON FND Job Number: Job Start Date: Checked By: Sheet Title: Drawn By: Sheet Number: Scale: 1/4/22 FE22-1700 THIS DRAWING IS THE PROPERTY OF THE ENGINEER. IT HAS BEEN SPECIFICALLY PREPARED FOR THE OWNER FOR THIS PROJECT AT THIS SITE AND IS NOT TO BE USED FOR ANY OTHER PURPOSE, LOCATION OR OWNER WITHOUT WRITTEN CONSENT OF THE ENGINEER.PREPARED FOR245 NORWICH-NEW LONDON ROAD (RT 32)22 UNIT CONDOMINIUM DEVELOPMENTD.R.R.J.E.Q.WESTERN GROUP, LLCSubmission 01/25/22 525 JOHN STREET BRIDGEPORT, CT. 06604 Office (203) 333-9465 fax (203) 336-1769 e-mail Info@FullerSurveyors MONTVILLE, CONNECTICUTAPPROVED BY THE MONTVILLE PLANNING AND ZONING COMMISSION CHAIRMAN DATE WILTON'S WAYO:\Fuller CAD Files\CT\Bridgeport\Benson Terrace\#26 - FE13-1101 - Fox\Survey Data\2013 09 10 FE 13-1100 FOX 26BENSON TERR\LOCATION.crd3/15/2022 1:32 PMStaff Comments 03/08/22 APPROVED BY THE MONTVILLE INLAND WETLAND COMMISSION CHAIRMAN DATE EXPIRATION DATE SEC PLAN APPROVAL DATE PROPOSED NEW TREELIINE EXISTING HOUSE TO BE REMOVED DRAINAGE AREA MAP - PROPOSED CONDITIONS 1" = 20' EXISTING GARAGE TO BE REMOVED PROPOSED NEW SEGMENTAL M.S.E. RETAINING WALL - DESIGN BY STRUCTURAL OR GEOTECHNICAL ENGINEER. PROPOSED MULTI-STORY RESIDENTIAL CONDOMINIUM BUILDING PROPOSED COMMON DRIVE BITUMINOUS CONCRETE UNDERGROUND STORMWATER STORAGE FOR RUNOFF ATTENUATION AND WATER QUALITY VOLUME TREATMENT - (28) - CONCRETE GALLEYS (4' x 8' x 4') OR (56) - 4' x 4' x 4' CONC. GALLEYS EMBEDDED IN 12" CLEAN BROKEN STONE CHAMBER SET NO. 2 - UNDERGROUND STORMWATER STORAGE FOR RUNOFF ATTENUATION AND WATER QUALITY VOLUME TREATMENT - (32) - CONCRETE GALLEYS (4' x 8' x 4') OR (64) - 4' x 4' x 4' CONCRETE GALLEYS EMBEDDED IN 12" CLEAN BROKEN STONE LEVEL SPREADER - HYDROCAD NODE 2P (12"Ø RCP TO 42 L.F. LEVEL SPREADER. P.O.C. "A" - HYDROCAD NODE 1L (DISCHARGE POINT OF CONCERN) LOW POINT ON PROPERTY O:\Fuller CAD Files\CT\Montville\Rte 32\#245 Route 32 - FE22-1700 - Eanou\DWG\Site\x-area calcs DA.dwg, 3/15/2022 1:31:57 PM, DWG To PDF.pc3 APPENDIX “A” MONTVILLE PRECIPITATION FREQUENCY (PF) RAINFALL DATA #245 Norwich New London Road (CT State RTE. 32) Montville, CT APPENDIX “B” NRCS SOIL MAP AND HYDROLOGIC SOIL GROUP RATINGS PROJECT PARCEL SHOWNHIGHLIGHTEDLOCATION IS APPROX. ONLY United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for State of ConnecticutNatural Resources Conservation Service January 24, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map (#245 Norwich - New London Road Route 32 Montville, CT)................9 Legend................................................................................................................10 Map Unit Legend (#245 Norwich - New London Road Route 32 Montville, CT)...............................................................................................................11 Map Unit Descriptions (#245 Norwich - New London Road Route 32 Montville, CT)...............................................................................................11 State of Connecticut........................................................................................13 18—Catden and Freetown soils, 0 to 2 percent slopes...............................13 38C—Hinckley loamy sand, 3 to 15 percent slopes....................................15 38E—Hinckley loamy sand, 15 to 45 percent slopes..................................17 702A—Tisbury silt loam, 0 to 3 percent slopes...........................................19 References............................................................................................................21 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map (#245 Norwich - New London Road Route 32 Montville, CT)4590750459081045908704590930459099045910504590750459081045908704590930459099045910504591110741300 741360 741420 741480 741540 741600 741660 741720 741780 741840 741300 741360 741420 741480 741540 741600 741660 741720 741780 741840 41° 26' 6'' N 72° 6' 44'' W41° 26' 6'' N72° 6' 18'' W41° 25' 54'' N 72° 6' 44'' W41° 25' 54'' N 72° 6' 18'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84 0 100 200 400 600 Feet 0 40 80 160 240 Meters Map Scale: 1:2,720 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: State of Connecticut Survey Area Data: Version 21, Sep 7, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 20, 2019—Mar 27, 2019 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Custom Soil Resource Report 10 Map Unit Legend (#245 Norwich - New London Road Route 32 Montville, CT) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 18 Catden and Freetown soils, 0 to 2 percent slopes 2.8 11.7% 38C Hinckley loamy sand, 3 to 15 percent slopes 17.0 70.7% 38E Hinckley loamy sand, 15 to 45 percent slopes 2.7 11.1% 702A Tisbury silt loam, 0 to 3 percent slopes 1.6 6.5% Totals for Area of Interest 24.0 100.0% Map Unit Descriptions (#245 Norwich - New London Road Route 32 Montville, CT) The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it Custom Soil Resource Report 11 was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 State of Connecticut 18—Catden and Freetown soils, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2t2r2 Elevation: 0 to 1,390 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Catden and similar soils:45 percent Freetown and similar soils:35 percent Minor components:20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Catden Setting Landform:Depressions, kettles, marshes, swamps, depressions, bogs, fens, depressions Landform position (three-dimensional):Base slope, tread Down-slope shape:Concave Across-slope shape:Concave Parent material:Highly decomposed herbaceous organic material and/or highly decomposed woody organic material Typical profile Oa1 - 0 to 2 inches: muck Oa2 - 2 to 79 inches: muck Properties and qualities Slope:0 to 2 percent Surface area covered with cobbles, stones or boulders:0.0 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:NoneRare Frequency of ponding:Frequent Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Very high (about 26.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: B/D Ecological site: F144AY042NY - Semi-Rich Organic Wetlands Hydric soil rating: Yes Custom Soil Resource Report 13 Description of Freetown Setting Landform:Depressions, marshes, depressions, bogs, swamps, kettles Landform position (three-dimensional):Tread, dip Down-slope shape:Concave Across-slope shape:Concave Parent material:Highly decomposed organic material Typical profile Oe - 0 to 2 inches: mucky peat Oa - 2 to 79 inches: muck Properties and qualities Slope:0 to 2 percent Surface area covered with cobbles, stones or boulders:0.0 percent Depth to restrictive feature:More than 80 inches Drainage class:Very poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 0 to 6 inches Frequency of flooding:NoneRare Frequency of ponding:Frequent Available water supply, 0 to 60 inches: Very high (about 26.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 5w Hydrologic Soil Group: B/D Ecological site: F144AY043MA - Acidic Organic Wetlands Hydric soil rating: Yes Minor Components Natchaug Percent of map unit:7 percent Landform:Depressions, depressions, depressions Landform position (three-dimensional):Base slope, tread Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Whitman Percent of map unit:6 percent Landform:Drainageways, depressions Landform position (three-dimensional):Base slope Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Timakwa Percent of map unit:5 percent Landform:Depressions Landform position (three-dimensional):Base slope Down-slope shape:Concave Across-slope shape:Concave Custom Soil Resource Report 14 Hydric soil rating: Yes Scarboro Percent of map unit:2 percent Landform:Depressions, drainageways, outwash deltas, outwash terraces Landform position (three-dimensional):Base slope, tread, dip Down-slope shape:Concave Across-slope shape:Concave, linear Hydric soil rating: Yes 38C—Hinckley loamy sand, 3 to 15 percent slopes Map Unit Setting National map unit symbol: 2svmb Elevation: 0 to 1,290 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Farmland of statewide importance Map Unit Composition Hinckley and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hinckley Setting Landform:Outwash deltas, outwash terraces, moraines, eskers, kames, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Parent material:Sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 8 inches: loamy sand Bw1 - 8 to 11 inches: gravelly loamy sand Bw2 - 11 to 16 inches: gravelly loamy sand BC - 16 to 19 inches: very gravelly loamy sand C - 19 to 65 inches: very gravelly sand Properties and qualities Slope:3 to 15 percent Depth to restrictive feature:More than 80 inches Custom Soil Resource Report 15 Drainage class:Excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Kames, outwash plains, outwash terraces, moraines, eskers Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Windsor Percent of map unit:5 percent Landform:Moraines, eskers, kames, outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, footslope, toeslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Agawam Percent of map unit:3 percent Landform:Outwash deltas, outwash terraces, moraines, eskers, kames, outwash plains, kame terraces Landform position (two-dimensional):Summit, shoulder, backslope, toeslope, footslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser, tread Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Sudbury Percent of map unit:2 percent Custom Soil Resource Report 16 Landform:Outwash deltas, moraines, outwash plains, kame terraces, outwash terraces Landform position (two-dimensional):Backslope, footslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Concave, linear Across-slope shape:Concave, linear Hydric soil rating: No 38E—Hinckley loamy sand, 15 to 45 percent slopes Map Unit Setting National map unit symbol: 2svmj Elevation: 0 to 1,280 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days Farmland classification: Not prime farmland Map Unit Composition Hinckley and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Hinckley Setting Landform:Eskers, kames, outwash deltas, outwash terraces, moraines, outwash plains, kame terraces Landform position (two-dimensional):Backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Parent material:Sandy and gravelly glaciofluvial deposits derived from gneiss and/or granite and/or schist Typical profile Oe - 0 to 1 inches: moderately decomposed plant material A - 1 to 8 inches: loamy sand Bw1 - 8 to 11 inches: gravelly loamy sand Bw2 - 11 to 16 inches: gravelly loamy sand BC - 16 to 19 inches: very gravelly loamy sand C - 19 to 65 inches: very gravelly sand Properties and qualities Slope:15 to 45 percent Depth to restrictive feature:More than 80 inches Drainage class:Excessively drained Runoff class: Low Custom Soil Resource Report 17 Capacity of the most limiting layer to transmit water (Ksat):Moderately high to very high (1.42 to 99.90 in/hr) Depth to water table:More than 80 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: A Ecological site: F144AY022MA - Dry Outwash Hydric soil rating: No Minor Components Windsor Percent of map unit:5 percent Landform:Eskers, kames, moraines, outwash deltas, outwash terraces, outwash plains, kame terraces Landform position (two-dimensional):Backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Merrimac Percent of map unit:5 percent Landform:Outwash plains, outwash terraces, moraines, eskers, kames Landform position (two-dimensional):Backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Agawam Percent of map unit:3 percent Landform:Eskers, kame terraces, outwash deltas, outwash terraces, moraines, kames, outwash plains Landform position (two-dimensional):Backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, riser Down-slope shape:Concave, convex, linear Across-slope shape:Convex, linear, concave Hydric soil rating: No Sudbury Percent of map unit:2 percent Landform:Kames, eskers, outwash deltas, outwash plains, kame terraces, outwash terraces, moraines Landform position (two-dimensional):Backslope, footslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Concave, linear Across-slope shape:Linear, concave Custom Soil Resource Report 18 Hydric soil rating: No 702A—Tisbury silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2y07g Elevation: 0 to 1,260 feet Mean annual precipitation: 43 to 54 inches Mean annual air temperature: 45 to 55 degrees F Frost-free period: 140 to 185 days Farmland classification: All areas are prime farmland Map Unit Composition Tisbury and similar soils:85 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Tisbury Setting Landform:Outwash terraces, deltas, outwash plains, valley trains Landform position (three-dimensional):Tread Down-slope shape:Concave Across-slope shape:Concave Parent material:Coarse-silty eolian deposits over sandy and gravelly glaciofluvial deposits derived from granite, schist, and/or gneiss Typical profile Ap - 0 to 8 inches: silt loam Bw1 - 8 to 18 inches: silt loam Bw2 - 18 to 26 inches: silt loam 2C - 26 to 65 inches: extremely gravelly sand Properties and qualities Slope:0 to 3 percent Depth to restrictive feature:24 to 36 inches to strongly contrasting textural stratification Drainage class:Moderately well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat):Moderately low to high (0.14 to 14.17 in/hr) Depth to water table:About 18 to 30 inches Frequency of flooding:None Frequency of ponding:None Maximum salinity:Nonsaline (0.0 to 1.9 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Custom Soil Resource Report 19 Ecological site: F144AY026CT - Moist Silty Outwash Hydric soil rating: No Minor Components Merrimac Percent of map unit:5 percent Landform:Outwash plains, outwash terraces, moraines, eskers, kames Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Agawam Percent of map unit:5 percent Landform:Kame terraces, outwash plains, outwash terraces, moraines, kames Landform position (two-dimensional):Summit, shoulder Landform position (three-dimensional):Side slope, crest, tread Down-slope shape:Convex Across-slope shape:Convex Hydric soil rating: No Ninigret Percent of map unit:3 percent Landform:Kame terraces, outwash plains, moraines, kames, outwash terraces Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope, tread Down-slope shape:Convex, linear Across-slope shape:Convex, concave Hydric soil rating: No Raypol Percent of map unit:2 percent Landform:Drainageways, depressions Down-slope shape:Concave Across-slope shape:Concave Hydric soil rating: Yes Custom Soil Resource Report 20 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 21 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 22 APPENDIX “C” RETENTION SYSTEM STRUCTURE RATING TABLE’S Type III 24-hr 100-YEAR Rainfall=7.75"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: 60 CONCRETE GALLEY'S Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 57.33 2,574 0 57.39 2,574 62 57.45 2,574 124 57.51 2,574 185 57.57 2,574 247 57.63 2,574 309 57.69 2,574 371 57.75 2,574 432 57.81 2,574 494 57.87 2,574 588 57.93 2,574 697 57.99 2,574 806 58.05 2,574 916 58.11 2,574 1,029 58.17 2,574 1,142 58.23 2,574 1,255 58.29 2,574 1,369 58.35 2,574 1,482 58.41 2,574 1,595 58.47 2,574 1,708 58.53 2,574 1,822 58.59 2,574 1,935 58.65 2,574 2,048 58.71 2,574 2,161 58.77 2,574 2,274 58.83 2,574 2,387 58.89 2,574 2,500 58.95 2,574 2,612 59.01 2,574 2,725 59.07 2,574 2,838 59.13 2,574 2,950 59.19 2,574 3,063 59.25 2,574 3,176 59.31 2,574 3,288 59.37 2,574 3,400 59.43 2,574 3,513 59.49 2,574 3,625 59.55 2,574 3,738 59.61 2,574 3,850 59.67 2,574 3,962 59.73 2,574 4,074 59.79 2,574 4,186 59.85 2,574 4,298 59.91 2,574 4,410 59.97 2,574 4,522 60.03 2,574 4,634 60.09 2,574 4,746 60.15 2,574 4,858 60.21 2,574 4,969 60.27 2,574 5,081 60.33 2,574 5,193 60.39 2,574 5,304 60.45 2,574 5,416 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 60.51 2,574 5,527 60.57 2,574 5,639 60.63 2,574 5,750 60.69 2,574 5,861 60.75 2,574 5,973 60.81 2,574 6,084 60.87 2,574 6,195 60.93 2,574 6,306 60.99 2,574 6,417 61.05 2,574 6,528 61.11 2,574 6,639 61.17 2,574 6,750 61.23 2,574 6,861 61.29 2,574 6,972 61.35 2,574 7,082 61.41 2,574 7,193 61.47 2,574 7,212 61.53 2,574 7,232 61.59 2,574 7,251 61.65 2,574 7,270 61.71 2,574 7,289 61.77 2,574 7,309 61.83 2,574 7,328 61.89 2,574 7,390 61.95 2,574 7,452 62.01 2,574 7,513 62.07 2,574 7,575 62.13 2,574 7,637 62.19 2,574 7,699 62.25 2,574 7,761 62.31 2,574 7,822 62.37 2,574 7,884 62.43 2,574 7,946 62.49 2,574 8,008 62.55 2,574 8,014 62.61 2,574 8,014 62.67 2,574 8,014 62.73 2,574 8,014 62.79 2,574 8,014 62.85 2,574 8,014 62.91 2,574 8,014 62.97 2,574 8,014 63.03 2,574 8,014 63.09 2,574 8,014 63.15 2,574 8,014 63.21 2,574 8,014 63.27 2,574 8,014 63.33 2,574 8,014 63.39 2,574 8,014 63.45 2,574 8,014 63.51 2,574 8,014 63.57 2,574 8,014 63.63 2,574 8,014 Type III 24-hr 100-YEAR Rainfall=7.75"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: 60 CONCRETE GALLEY'S (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 63.69 2,574 8,014 63.75 2,574 8,014 63.81 2,574 8,014 63.87 2,574 8,014 63.93 2,574 8,014 63.99 2,574 8,014 64.05 2,574 8,014 64.11 2,574 8,014 64.17 2,574 8,014 64.23 2,574 8,014 64.29 2,574 8,014 64.35 2,574 8,014 64.41 2,574 8,014 64.47 2,574 8,014 64.53 2,574 8,014 64.59 2,574 8,014 64.65 2,574 8,014 64.71 2,574 8,014 64.77 2,574 8,014 64.83 2,574 8,014 64.89 2,574 8,014 64.95 2,574 8,014 65.01 2,574 8,014 65.07 2,574 8,014 65.13 2,574 8,014 65.19 2,574 8,014 65.25 2,574 8,014 65.31 2,574 8,014 65.37 2,574 8,014 65.43 2,574 8,014 65.49 2,574 8,014 65.55 2,574 8,014 65.61 2,574 8,014 65.67 2,574 8,014 65.73 2,574 8,014 65.79 2,574 8,014 65.85 2,574 8,014 65.91 2,574 8,014 65.97 2,574 8,014 66.03 2,574 8,014 66.09 2,574 8,014 66.15 2,574 8,014 66.21 2,574 8,014 66.27 2,574 8,014 66.33 2,574 8,014 66.39 2,574 8,014 66.45 2,574 8,014 66.51 2,574 8,014 66.57 2,574 8,014 66.63 2,574 8,014 66.69 2,574 8,014 66.75 2,574 8,014 66.81 2,574 8,014 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 66.87 2,574 8,014 66.93 2,574 8,014 66.99 2,574 8,014 67.05 2,574 8,014 67.11 2,574 8,014 67.17 2,574 8,014 67.23 2,574 8,014 67.29 2,574 8,014 67.35 2,574 8,014 67.41 2,574 8,014 67.47 2,574 8,014 67.53 2,574 8,014 67.59 2,574 8,014 67.65 2,574 8,014 67.71 2,574 8,014 67.77 2,574 8,014 67.83 2,574 8,014 67.89 2,574 8,014 67.95 2,574 8,014 68.01 2,574 8,014 68.07 2,574 8,014 68.13 2,574 8,014 68.19 2,574 8,014 68.25 2,574 8,014 68.31 2,574 8,014 68.37 2,574 8,014 68.43 2,574 8,014 68.49 2,574 8,014 68.55 2,574 8,014 68.61 2,574 8,014 68.67 2,574 8,014 68.73 2,574 8,014 68.79 2,574 8,014 68.85 2,574 8,014 68.91 2,574 8,014 68.97 2,574 8,014 69.03 2,574 8,014 69.09 2,574 8,014 69.15 2,574 8,014 69.21 2,574 8,014 69.27 2,574 8,014 69.33 2,574 8,014 69.39 2,574 8,014 69.45 2,574 8,014 69.51 2,574 8,014 69.57 2,574 8,014 69.63 2,574 8,014 69.69 2,574 8,014 69.75 2,574 8,014 69.81 2,574 8,014 69.87 2,574 8,014 69.93 2,574 8,014 69.99 2,574 8,014 Type III 24-hr 100-YEAR Rainfall=7.75"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: 60 CONCRETE GALLEY'S (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 70.05 2,574 8,014 70.11 2,574 8,014 70.17 2,574 8,014 70.23 2,574 8,014 70.29 2,574 8,014 70.35 2,574 8,014 70.41 2,574 8,014 70.47 2,574 8,014 70.53 2,574 8,014 70.59 2,574 8,014 70.65 2,574 8,014 70.71 2,574 8,014 70.77 2,574 8,014 70.83 2,574 8,014 70.89 2,574 8,014 70.95 2,574 8,014 71.01 2,574 8,014 71.07 2,574 8,014 71.13 2,574 8,014 71.19 2,574 8,014 71.25 2,574 8,014 71.31 2,574 8,014 71.37 2,574 8,014 71.43 2,574 8,014 71.49 2,574 8,014 71.55 2,574 8,014 71.61 2,574 8,014 71.67 2,574 8,014 71.73 2,574 8,014 71.79 2,574 8,014 71.85 2,574 8,014 71.91 2,574 8,014 71.97 2,574 8,014 72.03 2,574 8,014 72.09 2,574 8,014 72.15 2,574 8,014 72.21 2,574 8,014 72.27 2,574 8,014 72.33 2,574 8,014 72.39 2,574 8,014 72.45 2,574 8,014 72.51 2,574 8,014 72.57 2,574 8,014 72.63 2,574 8,014 72.69 2,574 8,014 72.75 2,574 8,014 72.81 2,574 8,014 72.87 2,574 8,014 72.93 2,574 8,014 72.99 2,574 8,014 73.05 2,574 8,014 73.11 2,574 8,014 73.17 2,574 8,014 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 73.23 2,574 8,014 73.29 2,574 8,014 73.35 2,574 8,014 73.41 2,574 8,014 73.47 2,574 8,014 73.53 2,574 8,014 73.59 2,574 8,014 73.65 2,574 8,014 73.71 2,574 8,014 73.77 2,574 8,014 73.83 2,574 8,014 73.89 2,574 8,014 73.95 2,574 8,014 74.01 2,574 8,014 74.07 2,574 8,014 74.13 2,574 8,014 74.19 2,574 8,014 74.25 2,574 8,014 74.31 2,574 8,014 74.37 2,574 8,014 74.43 2,574 8,014 74.49 2,574 8,014 74.55 2,574 8,014 74.61 2,574 8,014 74.67 2,574 8,014 74.73 2,574 8,014 74.79 2,574 8,014 74.85 2,574 8,014 74.91 2,574 8,014 74.97 2,574 8,014 75.03 2,574 8,014 75.09 2,574 8,014 75.15 2,574 8,014 75.21 2,574 8,014 75.27 2,574 8,014 75.33 2,574 8,014 75.39 2,574 8,014 75.45 2,574 8,014 75.51 2,574 8,014 75.57 2,574 8,014 75.63 2,574 8,014 75.69 2,574 8,014 75.75 2,574 8,014 75.81 2,574 8,014 75.87 2,574 8,014 75.93 2,574 8,014 75.99 2,574 8,014 76.05 2,574 8,014 76.11 2,574 8,014 76.17 2,574 8,014 76.23 2,574 8,014 76.29 2,574 8,014 76.35 2,574 8,014 Type III 24-hr 100-YEAR Rainfall=7.75"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: 60 CONCRETE GALLEY'S (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 76.41 2,574 8,014 76.47 2,574 8,014 76.53 2,574 8,014 76.59 2,574 8,014 76.65 2,574 8,014 76.71 2,574 8,014 76.77 2,574 8,014 76.83 2,574 8,014 76.89 2,574 8,014 76.95 2,574 8,014 77.01 2,574 8,014 77.07 2,574 8,014 77.13 2,574 8,014 77.19 2,574 8,014 77.25 2,574 8,014 77.31 2,574 8,014 77.37 2,574 8,014 77.43 2,574 8,014 77.49 2,574 8,014 77.55 2,574 8,014 77.61 2,574 8,014 77.67 2,574 8,014 77.73 2,574 8,014 77.79 2,574 8,014 77.85 2,574 8,014 77.91 2,574 8,014 77.97 2,574 8,014 78.03 2,574 8,014 78.09 2,574 8,014 78.15 2,574 8,014 78.21 2,574 8,014 78.27 2,574 8,014 78.33 2,574 8,014 78.39 2,574 8,014 78.45 2,574 8,014 78.51 2,574 8,014 78.57 2,574 8,014 78.63 2,574 8,014 78.69 2,574 8,014 78.75 2,574 8,014 78.81 2,574 8,014 78.87 2,574 8,014 78.93 2,574 8,014 78.99 2,574 8,014 79.05 2,574 8,014 79.11 2,574 8,014 79.17 2,574 8,014 79.23 2,574 8,014 79.29 2,574 8,014 79.35 2,574 8,014 79.41 2,574 8,014 79.47 2,574 8,014 79.53 2,574 8,014 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 79.59 2,574 8,014 79.65 2,574 8,014 79.71 2,574 8,014 79.77 2,574 8,014 79.83 2,574 8,014 79.89 2,574 8,014 79.95 2,574 8,014 80.01 2,574 8,014 80.07 2,574 8,014 80.13 2,574 8,014 80.19 2,574 8,014 80.25 2,574 8,014 80.31 2,574 8,014 80.37 2,574 8,014 80.43 2,574 8,014 80.49 2,574 8,014 80.55 2,574 8,014 80.61 2,574 8,014 80.67 2,574 8,014 80.73 2,574 8,014 80.79 2,574 8,014 80.85 2,574 8,014 80.91 2,574 8,014 80.97 2,574 8,014 81.03 2,574 8,014 81.09 2,574 8,014 81.15 2,574 8,014 81.21 2,574 8,014 81.27 2,574 8,014 81.33 2,574 8,014 81.39 2,574 8,014 81.45 2,574 8,014 81.51 2,574 8,014 81.57 2,574 8,014 81.63 2,574 8,014 81.69 2,574 8,014 81.75 2,574 8,014 81.81 2,574 8,014 81.87 2,574 8,014 81.93 2,574 8,014 81.99 2,574 8,014 82.05 2,574 8,014 82.11 2,574 8,014 82.17 2,574 8,014 82.23 2,574 8,014 82.29 2,574 8,014 82.35 2,574 8,014 82.41 2,574 8,014 82.47 2,574 8,014 82.53 2,574 8,014 82.59 2,574 8,014 82.65 2,574 8,014 82.71 2,574 8,014 Type III 24-hr 100-YEAR Rainfall=7.75"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: 60 CONCRETE GALLEY'S (continued) Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 82.77 2,574 8,014 82.83 2,574 8,014 82.89 2,574 8,014 82.95 2,574 8,014 83.01 2,574 8,014 83.07 2,574 8,014 83.13 2,574 8,014 83.19 2,574 8,014 83.25 2,574 8,014 83.31 2,574 8,014 83.37 2,574 8,014 APPENDIX “D” WATER QUALITY VOLUME CALCULATION Fuller Engineering & Land Surveying, LLC 525 John Street · Second Floor Bridgeport, CT 06604 (203) 333-9465 (203) 336-1769 FAX Project: #245 Norwich New London Rd. CT Route 32 MONTVILLE, CT Date: 1/24/22 Revised 3/8/22 Water Quality Volume Calc Connecticut Stormwater Quality Manual Methodology SDU SITE Step 1: Calculate Water Quality Volume, (WQv) WQv = (1" x R x A) / 12 Where:R = RvI * %I + RvT * %T + RvF * %F RvI = Runoff Coefficient for Impervious Cover (SEE MANUAL TABLE 5.5) %I = Percent of Site in Impervious Cover (Fraction) RvT = Runoff Coefficient for Lawn %T = Percent of Site in Lawn (Fraction) RvF = Runoff Coefficient for Forest Cover %F = Percent of Site in Forest (Fraction) A = Tributary Drainage Area (Acre) WQv = Required Water Quality Volume P = 2 Year Frequency Storm (3.4) 1.0 79,607.00 0.95 0.40 0.08 0.35 0.05 0.247 0.41584 Volume Required to Store On-Site for Cleaning: Inundated Volume provided by the subsurface systems is > 7,000 Cu. Ft. Vol. provided by the subsurface sys. with inv. set at 61.50' (60 count) = 7,222 Cu. Ft. Therefore the WQV is Satisfied 2,759 CU. FT. %T RvF %F R (Cu. Ft.) 2758.65 Complete d By: Drainage Area: Checked By: Design Parameters Water Quality Volume P (in) A (SF) RvI %I RvT APPENDIX “E” RUNOFF VOLUME REDUCTION CALCULATION Fuller Engineering & Land Surveying, LLC 525 John Street · Second Floor Bridgeport, CT 06604 (203) 333-9465 (203) 336-1769 FAX Project: #245 Norwich New London Rd. CT Route 32 MONTVILLE, CT Date: 1/22/22 Revised: 3/8/22 Runoff Volume Reduction Calc Connecticut Stormwater Quality Manual Methodology SDU Site Step 2: Calculate Runoff Volume Reduction, (RRV) RRV = Vpost (2yr) - Vpre (2yr) Where:Vpost (2yr) = Total Runoff Volume of Post-Construction Site Condition (2 yr, 24 hour storm) Vpre (2yr) = Total Runoff Volume of Pre-Construction Site Condition (2 yr, 24 hour storm) Runoff will be infiltrated in proposed underground retention system. Vpre (2yr) = Total Runoff Volume of Pre-Construction Site Condition (2 yr, 24 hour storm) =7,613.0 CF Vpost (2yr) = Total Runoff Volume of Post-Construction Site Condition (2 yr, 24 hour storm)(No BMP) =10,259.0 CF RRV = Vpost (2yr) - Vpre (2yr)= 2,646.0 CF RSV = Proposed Retention Storage Volume * (Total Allowable for system) = 8.010 CF * Refer to Appendix "C" for Retention Strorage Volume Calculations. Vpost_BMP = Total Runoff Volume of Post-Construction with BMP's (2 yr, 24 hour storm) Vpost_BMP =Vpost (2yr) - RSV =10,259 - 8,010 = 2,249 CF Vpost_BMP < Vpre (2yr)Therefore the Runoff Volume Reduction Standard is met. 10259.00 7613.00 2646.00 Complete d By: Drainage Area: Checked By: Design Parameters Runoff Reduction Volume Vpost (2yr) Vpre (2yr)(Cu. Ft.) APPENDIX “f” GROUND WATER RECHARGE VOLUME CALCULATION Fuller Engineering & Land Surveying, LLC 525 John Street · Second Floor Bridgeport, CT 06604 (203) 333-9465 (203) 336-1769 FAX Project: #245 Norwich New London Rd. CT Route 32 MONTVILLE, CT Date: 1/22/22 Revised: 3/8/22 Runoff Volume Reduction Calc Connecticut Stormwater Quality Manual Methodology SDU Site Step 2: Calculate Runoff Volume Reduction, (RRV) RRV = Vpost (2yr) - Vpre (2yr) Where:Vpost (2yr) = Total Runoff Volume of Post-Construction Site Condition (2 yr, 24 hour storm) Vpre (2yr) = Total Runoff Volume of Pre-Construction Site Condition (2 yr, 24 hour storm) Runoff will be infiltrated in proposed underground retention system. Vpre (2yr) = Total Runoff Volume of Pre-Construction Site Condition (2 yr, 24 hour storm) =7,613.0 CF Vpost (2yr) = Total Runoff Volume of Post-Construction Site Condition (2 yr, 24 hour storm)(No BMP) =10,259.0 CF RRV = Vpost (2yr) - Vpre (2yr)= 2,646.0 CF RSV = Proposed Retention Storage Volume * (Total Allowable for system) = 8.010 CF * Refer to Appendix "C" for Retention Strorage Volume Calculations. Vpost_BMP = Total Runoff Volume of Post-Construction with BMP's (2 yr, 24 hour storm) Vpost_BMP =Vpost (2yr) - RSV =10,259 - 8,010 = 2,249 CF Vpost_BMP < Vpre (2yr)Therefore the Runoff Volume Reduction Standard is met. 10259.00 7613.00 2646.00 Complete d By: Drainage Area: Checked By: Design Parameters Runoff Reduction Volume Vpost (2yr) Vpre (2yr)(Cu. Ft.) APPENDIX “G” TSS (TOTAL SUSPENDED SOLIDS) REMOVAL CALCULATION Location: Pg. 1 of 2A B C D ETSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (B*C) Load (C-D)DEEP SUMP CATCH BASIN 25%1.00 0.25 0.75SUBSURFACE STRUCTURE 90%0.75 0.68 0.080.08 0.00 0.080.08 0.00 0.080.08 0.00 0.08Total TSS Removal =93%Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:245 ROUTE 32Prepared By:SDU*Equals remaining load from previous BMP (E) which enters the BMPDate:1/24/202228 CONCRETE GALLEYSTSS Removal Calculation Worksheet Location: Pg. 2 of 2A B C D ETSS Removal Starting TSS Amount RemainingBMP1Rate1Load* Removed (B*C) Load (C-D)SUBSURFACE STRUCTURE 90%0.08 0.07 0.01DEEP SUMP CATCH BASIN 25%0.01 0.00 0.010.01 0.00 0.010.01 0.00 0.010.01 0.00 0.01Total TSS Removal =99%Separate Form Needs to be Completed for Each Outlet or BMP TrainProject:245 ROUTE 32Prepared By:SDU*Equals remaining load from previous BMP (E) which enters the BMPDate:1/24/202232 CONCRETE GALLEYSTSS Removal Calculation Worksheet APPENDIX “H” INFILTRATION SYSTEM DRAWDOWN CALCULATION FULLER ENGINEERING & LAND SURVEYING, LLC 525 John Street · Second Floor Bridgeport, CT 06604 (203) 333-9465 (203) 336-1769 FAX DRAWDOWN CALCULATIONS:Pg. 1 of 2 245 NORWICH-NEW LONDON ROAD STATE ROUTE 32 MONTVILLE, CT (60) - 4' x 8' x 4' High CONCRETE GALLEY DETENTION/RETENTION SYSTEM The storage capacity of this retention system is 7,222 cf. Refer to Appendix "C" for a structure rating table of the system. Time = DV K x A SOIL CONDUCTIVITY RATE =20 MIN PER IN 3 IN PER HR SAFETY FACTOR OF 2 RATE =1.5 IN PER HR DV = DESIGN VOLUME 7,222 cf K= INFILTRATION RATE 1.5 in/hr (rate based on Soil Class) A= BOTTOM AREA 907.68 sf surface area x porosity of stone (122 x 18.6 x 0.4) Time = 7222 (1.5)x(907.7)(1/12) Time =63.7 hrs The proposed Concrete Galley System volume will drawdown within 72 Hours. Pg. 2 of 2 DRAWDOWN CALCULATION BASED ON THE FOLLOWING: (Using a conservative Percolation Rate of 20 min./in & Test Pit Data By Others): NOTE: SOIL TESTING DATA PROVIDED BY OTHERS. DEVELOPMENT SOLUTIONS, LLC GRADING, DRAINAGE & UTILITY PLAN - COMMERCIAL/RESIDENTIAL COMPLEX NORWICH-NEW LONDON ROAD (ROUTE 32) MONTVILLE, CONNECTICUT. PREPARED FOR TOMASHE LLC 19 TULSA COURT MONMOUTH JUNCTION, NJ 08852. DATED SEPTEMBER 19, 2014, SCALE: 1" = 20', DRAWING NO. DS - 14 - 545. APPENDIX “J” HYDROCAD ANALYSIS 25-Year Storm Frequency EXISTING CONDITIONS 1S #245 Route 32 1L POC "A" LOW POINT @ REAR OF PARCEL Routing Diagram for PRE DEVEL Prepared by Fuller Engineering & Land Surveying, LLC, Printed 3/15/2022 HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Subcat Reach Pond Link #245 Route 32 Montville, CT PRE DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 2HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 38,866 69 50-75% Grass cover, Fair, HSG B (1S) 38,478 76 Woods/grass comb., Fair, HSG C (1S) 1,661 98 Roofs, HSG B (1S) 22 98 Unconnected pavement, HSG B (1S) 580 98 Unconnected roofs, HSG D (1S) 79,607 73 TOTAL AREA #245 Route 32 Montville, CT PRE DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 3HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 40,549 HSG B 1S 38,478 HSG C 1S 580 HSG D 1S 0 Other 79,607 TOTAL AREA #245 Route 32 Montville, CT PRE DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 4HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 38,866 0 0 0 38,866 50-75% Grass cover, Fair 1S 0 22 0 0 0 22 Unconnected pavement 1S 0 1,661 0 0 0 1,661 Roofs 1S 0 0 0 580 0 580 Unconnected roofs 1S 0 0 38,478 0 0 38,478 Woods/grass comb., Fair 1S 0 40,549 38,478 580 0 79,607 TOTAL AREA #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"PRE DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 5HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=79,607 sf 2.84% Impervious Runoff Depth>3.20"Subcatchment 1S: #245 Route 32 Flow Length=577' Tc=18.6 min CN=73 Runoff=4.76 cfs 21,240 cf Inflow=4.76 cfs 21,240 cfLink 1L: POC "A" LOW POINT @ REAR OF PARCEL Primary=4.76 cfs 21,240 cf Total Runoff Area = 79,607 sf Runoff Volume = 21,240 cf Average Runoff Depth = 3.20" 97.16% Pervious = 77,344 sf 2.84% Impervious = 2,263 sf #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"PRE DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 6HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: #245 Route 32 Runoff = 4.76 cfs @ 12.26 hrs, Volume= 21,240 cf, Depth> 3.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.15" Area (sf) CN Description 1,661 98 Roofs, HSG B 22 98 Unconnected pavement, HSG B 580 98 Unconnected roofs, HSG D 38,478 76 Woods/grass comb., Fair, HSG C 38,866 69 50-75% Grass cover, Fair, HSG B 79,607 73 Weighted Average 77,344 97.16% Pervious Area 2,263 2.84% Impervious Area 602 26.60% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.3 477 0.0677 0.96 Lag/CN Method, Overland Flow 10.3 100 0.1160 0.16 Sheet Flow, Thru the Woods Woods: Light underbrush n= 0.400 P2= 3.40" 18.6 577 Total Subcatchment 1S: #245 Route 32 Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Type III 24-hr 25-YEAR Rainfall=6.15" Runoff Area=79,607 sf Runoff Volume=21,240 cf Runoff Depth>3.20" Flow Length=577' Tc=18.6 min CN=73 4.76 cfs #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"PRE DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 7HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 1S: #245 Route 32 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 0.25 0.02 0.00 0.00 0.50 0.03 0.00 0.00 0.75 0.05 0.00 0.00 1.00 0.06 0.00 0.00 1.25 0.08 0.00 0.00 1.50 0.09 0.00 0.00 1.75 0.11 0.00 0.00 2.00 0.12 0.00 0.00 2.25 0.14 0.00 0.00 2.50 0.15 0.00 0.00 2.75 0.17 0.00 0.00 3.00 0.19 0.00 0.00 3.25 0.21 0.00 0.00 3.50 0.23 0.00 0.00 3.75 0.24 0.00 0.00 4.00 0.26 0.00 0.00 4.25 0.28 0.00 0.00 4.50 0.31 0.00 0.00 4.75 0.33 0.00 0.00 5.00 0.35 0.00 0.00 5.25 0.37 0.00 0.00 5.50 0.39 0.00 0.00 5.75 0.42 0.00 0.00 6.00 0.44 0.00 0.00 6.25 0.47 0.00 0.00 6.50 0.50 0.00 0.00 6.75 0.53 0.00 0.00 7.00 0.56 0.00 0.00 7.25 0.59 0.00 0.00 7.50 0.62 0.00 0.00 7.75 0.66 0.00 0.00 8.00 0.70 0.00 0.00 8.25 0.74 0.00 0.00 8.50 0.79 0.00 0.00 8.75 0.84 0.00 0.01 9.00 0.90 0.01 0.02 9.25 0.96 0.01 0.03 9.50 1.02 0.02 0.05 9.75 1.09 0.03 0.06 10.00 1.16 0.04 0.08 10.25 1.24 0.06 0.11 10.50 1.33 0.08 0.14 10.75 1.43 0.11 0.17 11.00 1.54 0.14 0.21 11.25 1.67 0.19 0.27 11.50 1.83 0.25 0.38 11.75 2.18 0.41 0.65 12.00 3.07 0.90 1.78 12.25 3.97 1.50 4.75 12.50 4.32 1.76 3.09 12.75 4.48 1.88 1.49 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 13.00 4.61 1.98 0.91 13.25 4.72 2.06 0.68 13.50 4.82 2.14 0.60 13.75 4.91 2.21 0.54 14.00 4.99 2.27 0.49 14.25 5.06 2.33 0.45 14.50 5.13 2.38 0.42 14.75 5.19 2.43 0.39 15.00 5.25 2.48 0.37 15.25 5.31 2.53 0.34 15.50 5.36 2.57 0.32 15.75 5.41 2.60 0.29 16.00 5.45 2.64 0.27 16.25 5.49 2.67 0.24 16.50 5.53 2.70 0.23 16.75 5.56 2.73 0.22 17.00 5.59 2.75 0.21 17.25 5.62 2.78 0.20 17.50 5.65 2.80 0.18 17.75 5.68 2.83 0.17 18.00 5.71 2.85 0.16 18.25 5.73 2.87 0.15 18.50 5.76 2.89 0.15 18.75 5.78 2.91 0.14 19.00 5.80 2.92 0.14 19.25 5.82 2.94 0.14 19.50 5.84 2.96 0.13 19.75 5.87 2.98 0.13 20.00 5.89 2.99 0.13 20.25 5.91 3.01 0.12 20.50 5.92 3.03 0.12 20.75 5.94 3.04 0.12 21.00 5.96 3.06 0.11 21.25 5.98 3.07 0.11 21.50 6.00 3.09 0.11 21.75 6.01 3.10 0.11 22.00 6.03 3.11 0.10 22.25 6.05 3.13 0.10 22.50 6.06 3.14 0.10 22.75 6.08 3.15 0.10 23.00 6.09 3.17 0.09 23.25 6.11 3.18 0.09 23.50 6.12 3.19 0.09 23.75 6.14 3.20 0.09 24.00 6.15 3.21 0.08 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"PRE DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 8HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Summary for Link 1L: POC "A" LOW POINT @ REAR OF PARCEL Inflow Area = 79,607 sf, 2.84% Impervious, Inflow Depth > 3.20" for 25-YEAR event Inflow = 4.76 cfs @ 12.26 hrs, Volume= 21,240 cf Primary = 4.76 cfs @ 12.26 hrs, Volume= 21,240 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 1L: POC "A" LOW POINT @ REAR OF PARCEL Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=79,607 sf 4.76 cfs4.76 cfs #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"PRE DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 9HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Hydrograph for Link 1L: POC "A" LOW POINT @ REAR OF PARCEL Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 0.00 0.00 0.25 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.75 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.25 0.00 0.00 0.00 1.50 0.00 0.00 0.00 1.75 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.25 0.00 0.00 0.00 2.50 0.00 0.00 0.00 2.75 0.00 0.00 0.00 3.00 0.00 0.00 0.00 3.25 0.00 0.00 0.00 3.50 0.00 0.00 0.00 3.75 0.00 0.00 0.00 4.00 0.00 0.00 0.00 4.25 0.00 0.00 0.00 4.50 0.00 0.00 0.00 4.75 0.00 0.00 0.00 5.00 0.00 0.00 0.00 5.25 0.00 0.00 0.00 5.50 0.00 0.00 0.00 5.75 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.25 0.00 0.00 0.00 6.50 0.00 0.00 0.00 6.75 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.25 0.00 0.00 0.00 7.50 0.00 0.00 0.00 7.75 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.25 0.00 0.00 0.00 8.50 0.00 0.00 0.00 8.75 0.01 0.00 0.01 9.00 0.02 0.00 0.02 9.25 0.03 0.00 0.03 9.50 0.05 0.00 0.05 9.75 0.06 0.00 0.06 10.00 0.08 0.00 0.08 10.25 0.11 0.00 0.11 10.50 0.14 0.00 0.14 10.75 0.17 0.00 0.17 11.00 0.21 0.00 0.21 11.25 0.27 0.00 0.27 11.50 0.38 0.00 0.38 11.75 0.65 0.00 0.65 12.00 1.78 0.00 1.78 12.25 4.75 0.00 4.75 12.50 3.09 0.00 3.09 12.75 1.49 0.00 1.49 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 13.00 0.91 0.00 0.91 13.25 0.68 0.00 0.68 13.50 0.60 0.00 0.60 13.75 0.54 0.00 0.54 14.00 0.49 0.00 0.49 14.25 0.45 0.00 0.45 14.50 0.42 0.00 0.42 14.75 0.39 0.00 0.39 15.00 0.37 0.00 0.37 15.25 0.34 0.00 0.34 15.50 0.32 0.00 0.32 15.75 0.29 0.00 0.29 16.00 0.27 0.00 0.27 16.25 0.24 0.00 0.24 16.50 0.23 0.00 0.23 16.75 0.22 0.00 0.22 17.00 0.21 0.00 0.21 17.25 0.20 0.00 0.20 17.50 0.18 0.00 0.18 17.75 0.17 0.00 0.17 18.00 0.16 0.00 0.16 18.25 0.15 0.00 0.15 18.50 0.15 0.00 0.15 18.75 0.14 0.00 0.14 19.00 0.14 0.00 0.14 19.25 0.14 0.00 0.14 19.50 0.13 0.00 0.13 19.75 0.13 0.00 0.13 20.00 0.13 0.00 0.13 20.25 0.12 0.00 0.12 20.50 0.12 0.00 0.12 20.75 0.12 0.00 0.12 21.00 0.11 0.00 0.11 21.25 0.11 0.00 0.11 21.50 0.11 0.00 0.11 21.75 0.11 0.00 0.11 22.00 0.10 0.00 0.10 22.25 0.10 0.00 0.10 22.50 0.10 0.00 0.10 22.75 0.10 0.00 0.10 23.00 0.09 0.00 0.09 23.25 0.09 0.00 0.09 23.50 0.09 0.00 0.09 23.75 0.09 0.00 0.09 24.00 0.08 0.00 0.08 APPENDIX “K” HYDROCAD ANALYSIS 25-Year Storm Frequency PROPOSED CONDITIONS 1S #245 Route 32 - Un-Developed 2S NEW CONDO DEVELOPMENT 3S Urban Residential wth Open Space 1R DROP MANHOLE 1P 60 CONCRETE GALLEY'S 2P Level Spreader 1L POC "A" LOW POINT AT S.E. END OF PARCEL Routing Diagram for POST DEVEL Prepared by Fuller Engineering & Land Surveying, LLC, Printed 3/15/2022 HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Subcat Reach Pond Link #245 Route 32 Montville, CT POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 11HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 19,658 65 Brush, Good, HSG C (1S) 6,310 69 50-75% Grass cover, Fair, HSG B (3S) 12,016 81 1/3 acre lots, 30% imp, HSG C (2S) 21,238 98 Paved parking, HSG C (3S) 20,385 98 Roofs, HSG B (2S) 79,607 85 TOTAL AREA #245 Route 32 Montville, CT POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 12HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 26,695 HSG B 2S, 3S 52,912 HSG C 1S, 2S, 3S 0 HSG D 0 Other 79,607 TOTAL AREA #245 Route 32 Montville, CT POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 13HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 6,310 0 0 0 6,310 50-75% Grass cover, Fair 3S 0 0 21,238 0 0 21,238 Paved parking 3S 0 20,385 0 0 0 20,385 Roofs 2S 0 0 12,016 0 0 12,016 1/3 acre lots, 30% imp 2S 0 0 19,658 0 0 19,658 Brush, Good 1S 0 26,695 52,912 0 0 79,607 TOTAL AREA #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 14HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=19,658 sf 0.00% Impervious Runoff Depth>2.44"Subcatchment 1S: #245 Route 32 - Un-Developed Flow Length=120' Slope=0.1080 '/' Tc=29.3 min CN=65 Runoff=0.73 cfs 4,004 cf Runoff Area=32,401 sf 74.04% Impervious Runoff Depth>5.19"Subcatchment 2S: NEW CONDO DEVELOPMENT Flow Length=668' Slope=0.0750 '/' Tc=29.3 min CN=92 Runoff=2.46 cfs 14,025 cf Runoff Area=27,548 sf 77.09% Impervious Runoff Depth>5.08"Subcatchment 3S: Urban Residential wth Open Tc=29.3 min CN=91 Runoff=2.06 cfs 11,665 cf Avg. Flow Depth=0.02' Max Vel=99.87 fps Inflow=3.82 cfs 7,342 cfReach 1R: DROP MANHOLE n=0.013 L=12.0' S=0.7633 '/' Capacity=2,269.48 cfs Outflow=3.82 cfs 7,342 cf Peak Elev=66.76' Storage=8,014 cf Inflow=4.52 cfs 25,690 cfPond 1P: 60 CONCRETE GALLEY'S Discarded=0.28 cfs 14,683 cf Primary=3.82 cfs 7,342 cf Outflow=4.10 cfs 22,025 cf Peak Elev=53.55' Storage=209 cf Inflow=3.82 cfs 7,342 cfPond 2P: Level Spreader Discarded=0.00 cfs 0 cf Primary=3.87 cfs 7,145 cf Outflow=3.87 cfs 7,145 cf Inflow=4.52 cfs 11,149 cfLink 1L: POC "A" LOW POINT AT S.E. END OF PARCEL Primary=4.52 cfs 11,149 cf Total Runoff Area = 79,607 sf Runoff Volume = 29,694 cf Average Runoff Depth = 4.48" 43.19% Pervious = 34,379 sf 56.81% Impervious = 45,228 sf #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 15HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: #245 Route 32 - Un-Developed Runoff = 0.73 cfs @ 12.43 hrs, Volume= 4,004 cf, Depth> 2.44" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.15" Area (sf) CN Description 19,658 65 Brush, Good, HSG C 19,658 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.7 120 0.1080 0.74 Lag/CN Method, Overland Flow 26.6 Direct Entry, HydroStatic Seepage from Wall 29.3 120 Total Subcatchment 1S: #245 Route 32 - Un-Developed Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type III 24-hr 25-YEAR Rainfall=6.15" Runoff Area=19,658 sf Runoff Volume=4,004 cf Runoff Depth>2.44" Flow Length=120' Slope=0.1080 '/' Tc=29.3 min CN=65 0.73 cfs #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 16HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 1S: #245 Route 32 - Un-Developed Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 0.25 0.02 0.00 0.00 0.50 0.03 0.00 0.00 0.75 0.05 0.00 0.00 1.00 0.06 0.00 0.00 1.25 0.08 0.00 0.00 1.50 0.09 0.00 0.00 1.75 0.11 0.00 0.00 2.00 0.12 0.00 0.00 2.25 0.14 0.00 0.00 2.50 0.15 0.00 0.00 2.75 0.17 0.00 0.00 3.00 0.19 0.00 0.00 3.25 0.21 0.00 0.00 3.50 0.23 0.00 0.00 3.75 0.24 0.00 0.00 4.00 0.26 0.00 0.00 4.25 0.28 0.00 0.00 4.50 0.31 0.00 0.00 4.75 0.33 0.00 0.00 5.00 0.35 0.00 0.00 5.25 0.37 0.00 0.00 5.50 0.39 0.00 0.00 5.75 0.42 0.00 0.00 6.00 0.44 0.00 0.00 6.25 0.47 0.00 0.00 6.50 0.50 0.00 0.00 6.75 0.53 0.00 0.00 7.00 0.56 0.00 0.00 7.25 0.59 0.00 0.00 7.50 0.62 0.00 0.00 7.75 0.66 0.00 0.00 8.00 0.70 0.00 0.00 8.25 0.74 0.00 0.00 8.50 0.79 0.00 0.00 8.75 0.84 0.00 0.00 9.00 0.90 0.00 0.00 9.25 0.96 0.00 0.00 9.50 1.02 0.00 0.00 9.75 1.09 0.00 0.00 10.00 1.16 0.00 0.00 10.25 1.24 0.00 0.00 10.50 1.33 0.01 0.01 10.75 1.43 0.02 0.01 11.00 1.54 0.04 0.02 11.25 1.67 0.06 0.02 11.50 1.83 0.09 0.04 11.75 2.18 0.19 0.06 12.00 3.07 0.54 0.17 12.25 3.97 1.01 0.55 12.50 4.32 1.22 0.70 12.75 4.48 1.32 0.46 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 13.00 4.61 1.40 0.27 13.25 4.72 1.47 0.18 13.50 4.82 1.53 0.14 13.75 4.91 1.59 0.12 14.00 4.99 1.65 0.11 14.25 5.06 1.69 0.10 14.50 5.13 1.74 0.09 14.75 5.19 1.78 0.09 15.00 5.25 1.82 0.08 15.25 5.31 1.86 0.08 15.50 5.36 1.90 0.07 15.75 5.41 1.93 0.07 16.00 5.45 1.96 0.06 16.25 5.49 1.99 0.06 16.50 5.53 2.01 0.05 16.75 5.56 2.04 0.05 17.00 5.59 2.06 0.05 17.25 5.62 2.08 0.04 17.50 5.65 2.10 0.04 17.75 5.68 2.12 0.04 18.00 5.71 2.14 0.04 18.25 5.73 2.16 0.03 18.50 5.76 2.17 0.03 18.75 5.78 2.19 0.03 19.00 5.80 2.21 0.03 19.25 5.82 2.22 0.03 19.50 5.84 2.24 0.03 19.75 5.87 2.25 0.03 20.00 5.89 2.27 0.03 20.25 5.91 2.28 0.03 20.50 5.92 2.30 0.03 20.75 5.94 2.31 0.03 21.00 5.96 2.32 0.03 21.25 5.98 2.34 0.02 21.50 6.00 2.35 0.02 21.75 6.01 2.36 0.02 22.00 6.03 2.37 0.02 22.25 6.05 2.39 0.02 22.50 6.06 2.40 0.02 22.75 6.08 2.41 0.02 23.00 6.09 2.42 0.02 23.25 6.11 2.43 0.02 23.50 6.12 2.44 0.02 23.75 6.14 2.45 0.02 24.00 6.15 2.46 0.02 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 17HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: NEW CONDO DEVELOPMENT Runoff = 2.46 cfs @ 12.39 hrs, Volume= 14,025 cf, Depth> 5.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.15" Area (sf) CN Description 20,385 98 Roofs, HSG B 12,016 81 1/3 acre lots, 30% imp, HSG C 32,401 92 Weighted Average 8,411 25.96% Pervious Area 23,990 74.04% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.5 Direct Entry, DIRECT 0.6 456 12.69 Lake or Reservoir, DETENTION Mean Depth= 5.00' 10.2 212 0.0750 0.35 Sheet Flow, OverLand Flow Grass: Short n= 0.150 P2= 3.40" 29.3 668 Total Subcatchment 2S: NEW CONDO DEVELOPMENT Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 25-YEAR Rainfall=6.15" Runoff Area=32,401 sf Runoff Volume=14,025 cf Runoff Depth>5.19" Flow Length=668' Slope=0.0750 '/' Tc=29.3 min CN=92 2.46 cfs #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 18HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 2S: NEW CONDO DEVELOPMENT Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 0.25 0.02 0.00 0.00 0.50 0.03 0.00 0.00 0.75 0.05 0.00 0.00 1.00 0.06 0.00 0.00 1.25 0.08 0.00 0.00 1.50 0.09 0.00 0.00 1.75 0.11 0.00 0.00 2.00 0.12 0.00 0.00 2.25 0.14 0.00 0.00 2.50 0.15 0.00 0.00 2.75 0.17 0.00 0.00 3.00 0.19 0.00 0.00 3.25 0.21 0.00 0.00 3.50 0.23 0.00 0.00 3.75 0.24 0.01 0.00 4.00 0.26 0.01 0.01 4.25 0.28 0.01 0.01 4.50 0.31 0.02 0.01 4.75 0.33 0.02 0.01 5.00 0.35 0.03 0.02 5.25 0.37 0.04 0.02 5.50 0.39 0.04 0.02 5.75 0.42 0.05 0.02 6.00 0.44 0.06 0.03 6.25 0.47 0.07 0.03 6.50 0.50 0.09 0.03 6.75 0.53 0.10 0.04 7.00 0.56 0.12 0.04 7.25 0.59 0.13 0.05 7.50 0.62 0.15 0.05 7.75 0.66 0.18 0.06 8.00 0.70 0.20 0.06 8.25 0.74 0.23 0.07 8.50 0.79 0.26 0.08 8.75 0.84 0.29 0.09 9.00 0.90 0.33 0.10 9.25 0.96 0.37 0.11 9.50 1.02 0.42 0.12 9.75 1.09 0.47 0.14 10.00 1.16 0.53 0.15 10.25 1.24 0.59 0.17 10.50 1.33 0.66 0.18 10.75 1.43 0.74 0.21 11.00 1.54 0.83 0.24 11.25 1.67 0.94 0.27 11.50 1.83 1.09 0.32 11.75 2.18 1.40 0.44 12.00 3.07 2.23 0.88 12.25 3.97 3.08 2.09 12.50 4.32 3.42 2.26 12.75 4.48 3.59 1.35 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 13.00 4.61 3.71 0.74 13.25 4.72 3.82 0.48 13.50 4.82 3.91 0.36 13.75 4.91 4.00 0.30 14.00 4.99 4.08 0.27 14.25 5.06 4.15 0.24 14.50 5.13 4.22 0.22 14.75 5.19 4.28 0.21 15.00 5.25 4.34 0.19 15.25 5.31 4.39 0.18 15.50 5.36 4.44 0.17 15.75 5.41 4.49 0.15 16.00 5.45 4.53 0.14 16.25 5.49 4.57 0.13 16.50 5.53 4.60 0.12 16.75 5.56 4.64 0.11 17.00 5.59 4.67 0.11 17.25 5.62 4.70 0.10 17.50 5.65 4.73 0.09 17.75 5.68 4.76 0.09 18.00 5.71 4.78 0.08 18.25 5.73 4.81 0.08 18.50 5.76 4.83 0.07 18.75 5.78 4.85 0.07 19.00 5.80 4.87 0.07 19.25 5.82 4.90 0.07 19.50 5.84 4.92 0.07 19.75 5.87 4.94 0.06 20.00 5.89 4.96 0.06 20.25 5.91 4.98 0.06 20.50 5.92 5.00 0.06 20.75 5.94 5.01 0.06 21.00 5.96 5.03 0.06 21.25 5.98 5.05 0.05 21.50 6.00 5.07 0.05 21.75 6.01 5.08 0.05 22.00 6.03 5.10 0.05 22.25 6.05 5.12 0.05 22.50 6.06 5.13 0.05 22.75 6.08 5.15 0.05 23.00 6.09 5.16 0.05 23.25 6.11 5.18 0.04 23.50 6.12 5.19 0.04 23.75 6.14 5.20 0.04 24.00 6.15 5.22 0.04 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 19HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Urban Residential wth Open Space Runoff = 2.06 cfs @ 12.39 hrs, Volume= 11,665 cf, Depth> 5.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Type III 24-hr 25-YEAR Rainfall=6.15" Area (sf) CN Description 6,310 69 50-75% Grass cover, Fair, HSG B 21,238 98 Paved parking, HSG C 27,548 91 Weighted Average 6,310 22.91% Pervious Area 21,238 77.09% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 29.3 Direct Entry, DIRECT Subcatchment 3S: Urban Residential wth Open Space Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 Type III 24-hr 25-YEAR Rainfall=6.15" Runoff Area=27,548 sf Runoff Volume=11,665 cf Runoff Depth>5.08" Tc=29.3 min CN=91 2.06 cfs #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 20HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Hydrograph for Subcatchment 3S: Urban Residential wth Open Space Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 0.00 0.00 0.00 0.00 0.25 0.02 0.00 0.00 0.50 0.03 0.00 0.00 0.75 0.05 0.00 0.00 1.00 0.06 0.00 0.00 1.25 0.08 0.00 0.00 1.50 0.09 0.00 0.00 1.75 0.11 0.00 0.00 2.00 0.12 0.00 0.00 2.25 0.14 0.00 0.00 2.50 0.15 0.00 0.00 2.75 0.17 0.00 0.00 3.00 0.19 0.00 0.00 3.25 0.21 0.00 0.00 3.50 0.23 0.00 0.00 3.75 0.24 0.00 0.00 4.00 0.26 0.00 0.00 4.25 0.28 0.01 0.00 4.50 0.31 0.01 0.01 4.75 0.33 0.01 0.01 5.00 0.35 0.02 0.01 5.25 0.37 0.03 0.01 5.50 0.39 0.03 0.01 5.75 0.42 0.04 0.02 6.00 0.44 0.05 0.02 6.25 0.47 0.06 0.02 6.50 0.50 0.07 0.02 6.75 0.53 0.08 0.03 7.00 0.56 0.10 0.03 7.25 0.59 0.11 0.03 7.50 0.62 0.13 0.04 7.75 0.66 0.15 0.04 8.00 0.70 0.17 0.05 8.25 0.74 0.19 0.05 8.50 0.79 0.22 0.06 8.75 0.84 0.25 0.07 9.00 0.90 0.29 0.08 9.25 0.96 0.33 0.09 9.50 1.02 0.37 0.10 9.75 1.09 0.42 0.11 10.00 1.16 0.48 0.12 10.25 1.24 0.54 0.13 10.50 1.33 0.61 0.15 10.75 1.43 0.68 0.17 11.00 1.54 0.77 0.19 11.25 1.67 0.88 0.22 11.50 1.83 1.02 0.26 11.75 2.18 1.33 0.36 12.00 3.07 2.14 0.73 12.25 3.97 2.98 1.75 12.50 4.32 3.32 1.90 12.75 4.48 3.48 1.14 Time (hours) Precip. (inches) Excess (inches) Runoff (cfs) 13.00 4.61 3.61 0.62 13.25 4.72 3.71 0.40 13.50 4.82 3.81 0.30 13.75 4.91 3.89 0.26 14.00 4.99 3.97 0.23 14.25 5.06 4.04 0.21 14.50 5.13 4.11 0.19 14.75 5.19 4.17 0.17 15.00 5.25 4.23 0.16 15.25 5.31 4.28 0.15 15.50 5.36 4.33 0.14 15.75 5.41 4.38 0.13 16.00 5.45 4.42 0.12 16.25 5.49 4.46 0.11 16.50 5.53 4.49 0.10 16.75 5.56 4.53 0.09 17.00 5.59 4.56 0.09 17.25 5.62 4.59 0.08 17.50 5.65 4.62 0.08 17.75 5.68 4.65 0.07 18.00 5.71 4.67 0.07 18.25 5.73 4.69 0.07 18.50 5.76 4.72 0.06 18.75 5.78 4.74 0.06 19.00 5.80 4.76 0.06 19.25 5.82 4.78 0.06 19.50 5.84 4.81 0.06 19.75 5.87 4.83 0.05 20.00 5.89 4.85 0.05 20.25 5.91 4.86 0.05 20.50 5.92 4.88 0.05 20.75 5.94 4.90 0.05 21.00 5.96 4.92 0.05 21.25 5.98 4.94 0.05 21.50 6.00 4.95 0.05 21.75 6.01 4.97 0.04 22.00 6.03 4.99 0.04 22.25 6.05 5.00 0.04 22.50 6.06 5.02 0.04 22.75 6.08 5.03 0.04 23.00 6.09 5.05 0.04 23.25 6.11 5.06 0.04 23.50 6.12 5.08 0.04 23.75 6.14 5.09 0.04 24.00 6.15 5.10 0.03 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 21HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Summary for Reach 1R: DROP MANHOLE Inflow Area = 59,949 sf, 75.44% Impervious, Inflow Depth = 1.47" for 25-YEAR event Inflow = 3.82 cfs @ 12.57 hrs, Volume= 7,342 cf Outflow = 3.82 cfs @ 12.57 hrs, Volume= 7,342 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Max. Velocity= 99.87 fps, Min. Travel Time= 0.0 min Avg. Velocity = 99.87 fps, Avg. Travel Time= 0.0 min Peak Storage= 0 cf @ 12.57 hrs Average Depth at Peak Storage= 0.02' Bank-Full Depth= 12.00' Flow Area= 19.6 sf, Capacity= 2,269.48 cfs Custom stage-perimeter table, n= 0.013 Concrete pipe, bends & connections 100 Intermediate values determined by Multi-point interpolation Length= 12.0' Slope= 0.7633 '/' Inlet Invert= 61.16', Outlet Invert= 52.00' Depth End Area Perim. Storage Discharge (feet) (sq-ft) (feet) (cubic-feet) (cfs) 0.00 0.0 0.0 0 0.00 6.00 12.6 12.6 151 1,258.35 12.00 19.6 15.7 235 2,269.48 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 22HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Reach 1R: DROP MANHOLE Inflow Outflow Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=59,949 sf Avg. Flow Depth=0.02' Max Vel=99.87 fps n=0.013 L=12.0' S=0.7633 '/' Capacity=2,269.48 cfs 3.82 cfs3.82 cfs Reach 1R: DROP MANHOLE Primary Stage-Discharge Discharge (cfs) 2,2002,0001,8001,6001,4001,2001,0008006004002000Depth (feet)12 11 10 9 8 7 6 5 4 3 2 1 0 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 23HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Reach 1R: DROP MANHOLE Storage Stage-Storage Storage (cubic-feet) 220200180160140120100806040200Depth (feet)12 11 10 9 8 7 6 5 4 3 2 1 0 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 24HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Hydrograph for Reach 1R: DROP MANHOLE Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) 0.00 0.00 0 61.16 0.00 0.50 0.00 0 61.16 0.00 1.00 0.00 0 61.16 0.00 1.50 0.00 0 61.16 0.00 2.00 0.00 0 61.16 0.00 2.50 0.00 0 61.16 0.00 3.00 0.00 0 61.16 0.00 3.50 0.00 0 61.16 0.00 4.00 0.00 0 61.16 0.00 4.50 0.00 0 61.16 0.00 5.00 0.00 0 61.16 0.00 5.50 0.00 0 61.16 0.00 6.00 0.00 0 61.16 0.00 6.50 0.00 0 61.16 0.00 7.00 0.00 0 61.16 0.00 7.50 0.00 0 61.16 0.00 8.00 0.00 0 61.16 0.00 8.50 0.00 0 61.16 0.00 9.00 0.00 0 61.16 0.00 9.50 0.00 0 61.16 0.00 10.00 0.00 0 61.16 0.00 10.50 0.00 0 61.16 0.00 11.00 0.00 0 61.16 0.00 11.50 0.00 0 61.16 0.00 12.00 0.00 0 61.16 0.00 12.50 1.10 0 61.17 1.09 13.00 1.34 0 61.17 1.34 13.50 0.57 0 61.16 0.57 14.00 0.26 0 61.16 0.26 14.50 0.16 0 61.16 0.17 15.00 0.11 0 61.16 0.11 15.50 0.06 0 61.16 0.06 16.00 0.02 0 61.16 0.02 16.50 0.00 0 61.16 0.00 17.00 0.00 0 61.16 0.00 17.50 0.00 0 61.16 0.00 18.00 0.00 0 61.16 0.00 18.50 0.00 0 61.16 0.00 19.00 0.00 0 61.16 0.00 19.50 0.00 0 61.16 0.00 20.00 0.00 0 61.16 0.00 20.50 0.00 0 61.16 0.00 21.00 0.00 0 61.16 0.00 21.50 0.00 0 61.16 0.00 22.00 0.00 0 61.16 0.00 22.50 0.00 0 61.16 0.00 23.00 0.00 0 61.16 0.00 23.50 0.00 0 61.16 0.00 24.00 0.00 0 61.16 0.00 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 25HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Stage-Discharge for Reach 1R: DROP MANHOLE Elevation (feet) Velocity (ft/sec) Discharge (cfs) 61.16 0.00 0.00 61.31 99.87 31.46 61.46 99.87 62.92 61.61 99.87 94.38 61.76 99.87 125.84 61.91 99.87 157.29 62.06 99.87 188.75 62.21 99.87 220.21 62.36 99.87 251.67 62.51 99.87 283.13 62.66 99.87 314.59 62.81 99.87 346.05 62.96 99.87 377.51 63.11 99.87 408.97 63.26 99.87 440.42 63.41 99.87 471.88 63.56 99.87 503.34 63.71 99.87 534.80 63.86 99.87 566.26 64.01 99.87 597.72 64.16 99.87 629.18 64.31 99.87 660.64 64.46 99.87 692.10 64.61 99.87 723.55 64.76 99.87 755.01 64.91 99.87 786.47 65.06 99.87 817.93 65.21 99.87 849.39 65.36 99.87 880.85 65.51 99.87 912.31 65.66 99.87 943.77 65.81 99.87 975.22 65.96 99.87 1,006.68 66.11 99.87 1,038.14 66.26 99.87 1,069.60 66.41 99.87 1,101.06 66.56 99.87 1,132.52 66.71 99.87 1,163.98 66.86 99.87 1,195.44 67.01 99.87 1,226.90 67.16 99.87 1,258.35 67.31 100.38 1,282.37 67.46 100.88 1,306.46 67.61 101.38 1,330.63 67.76 101.87 1,354.88 67.91 102.35 1,379.21 68.06 102.83 1,403.62 68.21 103.30 1,428.10 68.36 103.76 1,452.64 68.51 104.22 1,477.27 68.66 104.67 1,501.96 68.81 105.11 1,526.72 Elevation (feet) Velocity (ft/sec) Discharge (cfs) 68.96 105.55 1,551.54 69.11 105.98 1,576.44 69.26 106.40 1,601.39 69.41 106.82 1,626.41 69.56 107.24 1,651.49 69.71 107.65 1,676.64 69.86 108.05 1,701.84 70.01 108.45 1,727.10 70.16 108.85 1,752.42 70.31 109.23 1,777.80 70.46 109.62 1,803.23 70.61 110.00 1,828.72 70.76 110.37 1,854.25 70.91 110.74 1,879.85 71.06 111.11 1,905.50 71.21 111.47 1,931.19 71.36 111.82 1,956.93 71.51 112.18 1,982.73 71.66 112.52 2,008.57 71.81 112.87 2,034.46 71.96 113.21 2,060.40 72.11 113.54 2,086.38 72.26 113.88 2,112.41 72.41 114.20 2,138.48 72.56 114.53 2,164.59 72.71 114.85 2,190.76 72.86 115.17 2,216.96 73.01 115.48 2,243.20 73.16 115.79 2,269.48 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 26HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Stage-Area-Storage for Reach 1R: DROP MANHOLE Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 61.16 0.0 0 61.31 0.3 4 61.46 0.6 8 61.61 0.9 11 61.76 1.3 15 61.91 1.6 19 62.06 1.9 23 62.21 2.2 26 62.36 2.5 30 62.51 2.8 34 62.66 3.1 38 62.81 3.5 42 62.96 3.8 45 63.11 4.1 49 63.26 4.4 53 63.41 4.7 57 63.56 5.0 60 63.71 5.4 64 63.86 5.7 68 64.01 6.0 72 64.16 6.3 76 64.31 6.6 79 64.46 6.9 83 64.61 7.2 87 64.76 7.6 91 64.91 7.9 95 65.06 8.2 98 65.21 8.5 102 65.36 8.8 106 65.51 9.1 110 65.66 9.4 113 65.81 9.8 117 65.96 10.1 121 66.11 10.4 125 66.26 10.7 129 66.41 11.0 132 66.56 11.3 136 66.71 11.7 140 66.86 12.0 144 67.01 12.3 147 67.16 12.6 151 67.31 12.8 153 67.46 12.9 155 67.61 13.1 158 67.76 13.3 160 67.91 13.5 162 68.06 13.7 164 68.21 13.8 166 68.36 14.0 168 68.51 14.2 170 68.66 14.3 172 68.81 14.5 174 Elevation (feet) End-Area (sq-ft) Storage (cubic-feet) 68.96 14.7 176 69.11 14.9 178 69.26 15.1 181 69.41 15.2 183 69.56 15.4 185 69.71 15.6 187 69.86 15.8 189 70.01 15.9 191 70.16 16.1 193 70.31 16.3 195 70.46 16.4 197 70.61 16.6 200 70.76 16.8 202 70.91 17.0 204 71.06 17.2 206 71.21 17.3 208 71.36 17.5 210 71.51 17.7 212 71.66 17.9 214 71.81 18.0 216 71.96 18.2 218 72.11 18.4 220 72.26 18.6 223 72.41 18.7 225 72.56 18.9 227 72.71 19.1 229 72.86 19.3 231 73.01 19.4 233 73.16 19.6 235 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 27HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Summary for Pond 1P: 60 CONCRETE GALLEY'S [93] Warning: Storage range exceeded by 4.26' Inflow Area = 59,949 sf, 75.44% Impervious, Inflow Depth > 5.14" for 25-YEAR event Inflow = 4.52 cfs @ 12.39 hrs, Volume= 25,690 cf Outflow = 4.10 cfs @ 12.57 hrs, Volume= 22,025 cf, Atten= 9%, Lag= 10.7 min Discarded = 0.28 cfs @ 12.56 hrs, Volume= 14,683 cf Primary = 3.82 cfs @ 12.57 hrs, Volume= 7,342 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 66.76' @ 12.56 hrs Surf.Area= 2,574 sf Storage= 8,014 cf Plug-Flow detention time= 160.0 min calculated for 22,025 cf (86% of inflow) Center-of-Mass det. time= 99.9 min ( 896.8 - 796.9 ) Volume Invert Avail.Storage Storage Description #1A 57.33' 2,401 cf 21.10'W x 122.00'L x 5.17'H Field A 13,300 cf Overall - 7,298 cf Embedded = 6,002 cf x 40.0% Voids #2A 57.83' 5,614 cf Galley 4x8x4 x 60 Inside #1 Inside= 42.0"W x 43.0"H => 12.47 sf x 7.50'L = 93.6 cf Outside= 52.8"W x 48.0"H => 15.20 sf x 8.00'L = 121.6 cf 8,014 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Primary 61.50'8.0" Vert. Orifice/Grate C= 0.600 #2 Discarded 57.33'4.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.28 cfs @ 12.56 hrs HW=66.21' (Free Discharge) 2=Exfiltration ( Controls 0.28 cfs) Primary OutFlow Max=3.49 cfs @ 12.57 hrs HW=66.14' (Free Discharge) 1=Orifice/Grate (Orifice Controls 3.49 cfs @ 9.99 fps) #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 28HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Pond 1P: 60 CONCRETE GALLEY'S - Chamber Wizard Field A Chamber Model = Galley 4x8x4 Inside= 42.0"W x 43.0"H => 12.47 sf x 7.50'L = 93.6 cf Outside= 52.8"W x 48.0"H => 15.20 sf x 8.00'L = 121.6 cf 52.8" Wide + 6.0" Spacing = 58.8" C-C Row Spacing 15 Chambers/Row x 8.00' Long = 120.00' Row Length +12.0" End Stone x 2 = 122.00' Base Length 4 Rows x 52.8" Wide + 6.0" Spacing x 3 + 12.0" Side Stone x 2 = 21.10' Base Width 6.0" Base + 48.0" Chamber Height + 8.0" Cover = 5.17' Field Height 60 Chambers x 93.6 cf = 5,613.7 cf Chamber Storage 60 Chambers x 121.6 cf = 7,298.2 cf Displacement 13,300.0 cf Field - 7,298.2 cf Chambers = 6,001.9 cf Stone x 40.0% Voids = 2,400.7 cf Stone Storage Stone + Chamber Storage = 8,014.5 cf = 0.184 af Overall Storage Efficiency = 60.3% 60 Chambers 492.6 cy Field 222.3 cy Stone #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 29HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Pond 1P: 60 CONCRETE GALLEY'S Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=59,949 sf Peak Elev=66.76' Storage=8,014 cf 4.52 cfs 4.10 cfs 0.28 cfs 3.82 cfs Pond 1P: 60 CONCRETE GALLEY'S Total Discarded Primary Stage-Discharge Discharge (cfs) 3210Elevation (feet)66 65 64 63 62 61 60 59 58 Exfiltration Orifice/Grate #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 30HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Pond 1P: 60 CONCRETE GALLEY'S Surface Storage Stage-Area-Storage Storage (cubic-feet) 8,0007,0006,0005,0004,0003,0002,0001,0000 Surface/Horizontal/Wetted Area (sq-ft) 2,4002,2002,0001,8001,6001,4001,2001,0008006004002000 Elevation (feet)66 65 64 63 62 61 60 59 58 Field A Galley 4x8x4 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 31HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Hydrograph for Pond 1P: 60 CONCRETE GALLEY'S Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 0 57.33 0.00 0.00 0.00 0.50 0.00 0 57.33 0.00 0.00 0.00 1.00 0.00 0 57.33 0.00 0.00 0.00 1.50 0.00 0 57.33 0.00 0.00 0.00 2.00 0.00 0 57.33 0.00 0.00 0.00 2.50 0.00 0 57.33 0.00 0.00 0.00 3.00 0.00 0 57.33 0.00 0.00 0.00 3.50 0.00 0 57.33 0.00 0.00 0.00 4.00 0.01 2 57.33 0.01 0.01 0.00 4.50 0.02 4 57.33 0.02 0.02 0.00 5.00 0.03 6 57.34 0.03 0.03 0.00 5.50 0.04 8 57.34 0.03 0.03 0.00 6.00 0.04 10 57.34 0.04 0.04 0.00 6.50 0.06 12 57.34 0.05 0.05 0.00 7.00 0.07 15 57.35 0.07 0.07 0.00 7.50 0.09 20 57.35 0.09 0.09 0.00 8.00 0.11 24 57.35 0.11 0.11 0.00 8.50 0.14 30 57.36 0.13 0.13 0.00 9.00 0.18 38 57.37 0.17 0.17 0.00 9.50 0.22 48 57.38 0.22 0.22 0.00 10.00 0.27 73 57.40 0.24 0.24 0.00 10.50 0.33 184 57.51 0.24 0.24 0.00 11.00 0.43 435 57.75 0.24 0.24 0.00 11.50 0.59 886 58.03 0.24 0.24 0.00 12.00 1.61 2,076 58.66 0.24 0.24 0.00 12.50 4.16 7,769 62.26 1.35 0.26 1.10 13.00 1.37 7,983 62.47 1.60 0.26 1.34 13.50 0.66 7,448 61.95 0.82 0.26 0.57 14.00 0.50 7,313 61.78 0.51 0.26 0.26 14.50 0.41 7,293 61.72 0.42 0.26 0.16 15.00 0.36 7,279 61.68 0.36 0.26 0.11 15.50 0.31 7,264 61.63 0.32 0.26 0.06 16.00 0.26 7,244 61.57 0.27 0.26 0.02 16.50 0.22 7,202 61.44 0.26 0.26 0.00 17.00 0.19 7,113 61.37 0.26 0.26 0.00 17.50 0.17 6,985 61.30 0.25 0.25 0.00 18.00 0.15 6,820 61.21 0.25 0.25 0.00 18.50 0.14 6,620 61.10 0.25 0.25 0.00 19.00 0.13 6,398 60.98 0.25 0.25 0.00 19.50 0.12 6,165 60.85 0.25 0.25 0.00 20.00 0.11 5,922 60.72 0.25 0.25 0.00 20.50 0.11 5,669 60.59 0.25 0.25 0.00 21.00 0.10 5,407 60.45 0.25 0.25 0.00 21.50 0.10 5,137 60.30 0.25 0.25 0.00 22.00 0.09 4,861 60.15 0.25 0.25 0.00 22.50 0.09 4,576 60.00 0.25 0.25 0.00 23.00 0.08 4,285 59.84 0.25 0.25 0.00 23.50 0.08 3,986 59.68 0.25 0.25 0.00 24.00 0.08 3,680 59.52 0.25 0.25 0.00 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 32HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Stage-Discharge for Pond 1P: 60 CONCRETE GALLEY'S Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 57.33 0.00 0.00 0.00 57.43 0.24 0.24 0.00 57.53 0.24 0.24 0.00 57.63 0.24 0.24 0.00 57.73 0.24 0.24 0.00 57.83 0.24 0.24 0.00 57.93 0.24 0.24 0.00 58.03 0.24 0.24 0.00 58.13 0.24 0.24 0.00 58.23 0.24 0.24 0.00 58.33 0.24 0.24 0.00 58.43 0.24 0.24 0.00 58.53 0.24 0.24 0.00 58.63 0.24 0.24 0.00 58.73 0.24 0.24 0.00 58.83 0.24 0.24 0.00 58.93 0.25 0.25 0.00 59.03 0.25 0.25 0.00 59.13 0.25 0.25 0.00 59.23 0.25 0.25 0.00 59.33 0.25 0.25 0.00 59.43 0.25 0.25 0.00 59.53 0.25 0.25 0.00 59.63 0.25 0.25 0.00 59.73 0.25 0.25 0.00 59.83 0.25 0.25 0.00 59.93 0.25 0.25 0.00 60.03 0.25 0.25 0.00 60.13 0.25 0.25 0.00 60.23 0.25 0.25 0.00 60.33 0.25 0.25 0.00 60.43 0.25 0.25 0.00 60.53 0.25 0.25 0.00 60.63 0.25 0.25 0.00 60.73 0.25 0.25 0.00 60.83 0.25 0.25 0.00 60.93 0.25 0.25 0.00 61.03 0.25 0.25 0.00 61.13 0.25 0.25 0.00 61.23 0.25 0.25 0.00 61.33 0.25 0.25 0.00 61.43 0.26 0.26 0.00 61.53 0.26 0.26 0.00 61.63 0.32 0.26 0.06 61.73 0.43 0.26 0.17 61.83 0.59 0.26 0.34 61.93 0.79 0.26 0.53 62.03 1.00 0.26 0.74 62.13 1.18 0.26 0.92 62.23 1.32 0.26 1.06 62.33 1.44 0.26 1.18 62.43 1.56 0.26 1.30 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 62.53 1.66 0.26 1.40 62.63 1.76 0.26 1.50 62.73 1.85 0.26 1.59 62.83 1.94 0.26 1.68 62.93 2.02 0.26 1.76 63.03 2.10 0.26 1.84 63.13 2.18 0.26 1.91 63.23 2.25 0.26 1.99 63.33 2.32 0.26 2.06 63.43 2.39 0.26 2.12 63.53 2.45 0.26 2.19 63.63 2.52 0.26 2.25 63.73 2.58 0.26 2.31 63.83 2.64 0.27 2.37 63.93 2.70 0.27 2.43 64.03 2.76 0.27 2.49 64.13 2.81 0.27 2.55 64.23 2.87 0.27 2.60 64.33 2.92 0.27 2.66 64.43 2.98 0.27 2.71 64.53 3.03 0.27 2.76 64.63 3.08 0.27 2.81 64.73 3.13 0.27 2.86 64.83 3.18 0.27 2.91 64.93 3.23 0.27 2.96 65.03 3.28 0.27 3.01 65.13 3.32 0.27 3.05 65.23 3.37 0.27 3.10 65.33 3.41 0.27 3.14 65.43 3.46 0.27 3.19 65.53 3.50 0.27 3.23 65.63 3.55 0.27 3.27 65.73 3.59 0.27 3.32 65.83 3.63 0.27 3.36 65.93 3.68 0.27 3.40 66.03 3.72 0.27 3.44 66.13 3.76 0.27 3.48 66.23 3.80 0.28 3.52 66.33 3.84 0.28 3.56 66.43 3.88 0.28 3.60 66.53 3.92 0.28 3.64 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 33HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 1P: 60 CONCRETE GALLEY'S Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 57.33 2,574 0 57.43 2,574 103 57.53 2,574 206 57.63 2,574 309 57.73 2,574 412 57.83 2,574 515 57.93 2,574 697 58.03 2,574 880 58.13 2,574 1,066 58.23 2,574 1,255 58.33 2,574 1,444 58.43 2,574 1,633 58.53 2,574 1,822 58.63 2,574 2,010 58.73 2,574 2,198 58.83 2,574 2,387 58.93 2,574 2,575 59.03 2,574 2,763 59.13 2,574 2,950 59.23 2,574 3,138 59.33 2,574 3,326 59.43 2,574 3,513 59.53 2,574 3,700 59.63 2,574 3,887 59.73 2,574 4,074 59.83 2,574 4,261 59.93 2,574 4,448 60.03 2,574 4,634 60.13 2,574 4,820 60.23 2,574 5,007 60.33 2,574 5,193 60.43 2,574 5,379 60.53 2,574 5,564 60.63 2,574 5,750 60.73 2,574 5,935 60.83 2,574 6,121 60.93 2,574 6,306 61.03 2,574 6,491 61.13 2,574 6,676 61.23 2,574 6,861 61.33 2,574 7,046 61.43 2,574 7,200 61.53 2,574 7,232 61.63 2,574 7,264 61.73 2,574 7,296 61.83 2,574 7,328 61.93 2,574 7,431 62.03 2,574 7,534 62.13 2,574 7,637 62.23 2,574 7,740 62.33 2,574 7,843 62.43 2,574 7,946 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 62.53 2,574 8,014 62.63 2,574 8,014 62.73 2,574 8,014 62.83 2,574 8,014 62.93 2,574 8,014 63.03 2,574 8,014 63.13 2,574 8,014 63.23 2,574 8,014 63.33 2,574 8,014 63.43 2,574 8,014 63.53 2,574 8,014 63.63 2,574 8,014 63.73 2,574 8,014 63.83 2,574 8,014 63.93 2,574 8,014 64.03 2,574 8,014 64.13 2,574 8,014 64.23 2,574 8,014 64.33 2,574 8,014 64.43 2,574 8,014 64.53 2,574 8,014 64.63 2,574 8,014 64.73 2,574 8,014 64.83 2,574 8,014 64.93 2,574 8,014 65.03 2,574 8,014 65.13 2,574 8,014 65.23 2,574 8,014 65.33 2,574 8,014 65.43 2,574 8,014 65.53 2,574 8,014 65.63 2,574 8,014 65.73 2,574 8,014 65.83 2,574 8,014 65.93 2,574 8,014 66.03 2,574 8,014 66.13 2,574 8,014 66.23 2,574 8,014 66.33 2,574 8,014 66.43 2,574 8,014 66.53 2,574 8,014 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 34HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Summary for Pond 2P: Level Spreader [93] Warning: Storage range exceeded by 0.88' [88] Warning: Qout>Qin may require Finer Routing>1 [85] Warning: Oscillations may require Finer Routing>1 [62] Hint: Exceeded Reach 1R OUTLET depth by 1.53' @ 12.60 hrs Inflow Area = 59,949 sf, 75.44% Impervious, Inflow Depth = 1.47" for 25-YEAR event Inflow = 3.82 cfs @ 12.57 hrs, Volume= 7,342 cf Outflow = 3.87 cfs @ 12.57 hrs, Volume= 7,145 cf, Atten= 0%, Lag= 0.3 min Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = 3.87 cfs @ 12.57 hrs, Volume= 7,145 cf Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Peak Elev= 53.55' @ 12.55 hrs Surf.Area= 147 sf Storage= 209 cf Plug-Flow detention time= 5.1 min calculated for 7,130 cf (97% of inflow) Center-of-Mass det. time= 1.4 min ( 790.4 - 789.0 ) Volume Invert Avail.Storage Storage Description #1A 49.50' 161 cf 3.50'W x 42.00'L x 3.17'H Field A 465 cf Overall - 64 cf Embedded = 401 cf x 40.0% Voids #2A 50.00' 48 cf ADS N-12 15 x 2 Inside #1 Inside= 14.8"W x 14.8"H => 1.20 sf x 20.00'L = 24.0 cf Outside= 18.0"W x 18.0"H => 1.60 sf x 20.00'L = 31.9 cf 209 cf Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 49.50'3.500 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 49.50' #2 Primary 53.50'84.0" x 504.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=49.50' (Free Discharge) 1=Exfiltration ( Controls 0.00 cfs) Primary OutFlow Max=3.29 cfs @ 12.57 hrs HW=53.55' (Free Discharge) 2=Orifice/Grate (Weir Controls 3.29 cfs @ 0.71 fps) #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 35HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Pond 2P: Level Spreader - Chamber Wizard Field A Chamber Model = ADS N-12 15 Inside= 14.8"W x 14.8"H => 1.20 sf x 20.00'L = 24.0 cf Outside= 18.0"W x 18.0"H => 1.60 sf x 20.00'L = 31.9 cf 18.0" Wide + 6.0" Spacing = 24.0" C-C Row Spacing 2 Chambers/Row x 20.00' Long = 40.00' Row Length +12.0" End Stone x 2 = 42.00' Base Length 1 Rows x 18.0" Wide + 12.0" Side Stone x 2 = 3.50' Base Width 6.0" Base + 18.0" Chamber Height + 14.0" Cover = 3.17' Field Height 2 Chambers x 24.0 cf = 48.0 cf Chamber Storage 2 Chambers x 31.9 cf = 63.8 cf Displacement 465.3 cf Field - 63.8 cf Chambers = 401.5 cf Stone x 40.0% Voids = 160.6 cf Stone Storage Stone + Chamber Storage = 208.6 cf = 0.005 af Overall Storage Efficiency = 44.8% 2 Chambers 17.2 cy Field 14.9 cy Stone #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 36HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Pond 2P: Level Spreader Inflow Outflow Discarded Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)4 3 2 1 0 Inflow Area=59,949 sf Peak Elev=53.55' Storage=209 cf 3.82 cfs3.87 cfs 0.00 cfs 3.87 cfs Pond 2P: Level Spreader Total Discarded Primary Stage-Discharge Discharge (cfs) 76543210Elevation (feet)53 52 51 50 Exfiltration Orifice/Grate #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 37HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Pond 2P: Level Spreader Surface Storage Stage-Area-Storage Storage (cubic-feet) 200180160140120100806040200 Surface/Horizontal/Wetted Area (sq-ft) 140120100806040200 Elevation (feet)53 52 51 50 Field A ADS N-12 15 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 38HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Hydrograph for Pond 2P: Level Spreader Time (hours) Inflow (cfs) Storage (cubic-feet) Elevation (feet) Outflow (cfs) Discarded (cfs) Primary (cfs) 0.00 0.00 0 49.50 0.00 0.00 0.00 0.50 0.00 0 49.50 0.00 0.00 0.00 1.00 0.00 0 49.50 0.00 0.00 0.00 1.50 0.00 0 49.50 0.00 0.00 0.00 2.00 0.00 0 49.50 0.00 0.00 0.00 2.50 0.00 0 49.50 0.00 0.00 0.00 3.00 0.00 0 49.50 0.00 0.00 0.00 3.50 0.00 0 49.50 0.00 0.00 0.00 4.00 0.00 0 49.50 0.00 0.00 0.00 4.50 0.00 0 49.50 0.00 0.00 0.00 5.00 0.00 0 49.50 0.00 0.00 0.00 5.50 0.00 0 49.50 0.00 0.00 0.00 6.00 0.00 0 49.50 0.00 0.00 0.00 6.50 0.00 0 49.50 0.00 0.00 0.00 7.00 0.00 0 49.50 0.00 0.00 0.00 7.50 0.00 0 49.50 0.00 0.00 0.00 8.00 0.00 0 49.50 0.00 0.00 0.00 8.50 0.00 0 49.50 0.00 0.00 0.00 9.00 0.00 0 49.50 0.00 0.00 0.00 9.50 0.00 0 49.50 0.00 0.00 0.00 10.00 0.00 0 49.50 0.00 0.00 0.00 10.50 0.00 0 49.50 0.00 0.00 0.00 11.00 0.00 0 49.50 0.00 0.00 0.00 11.50 0.00 0 49.50 0.00 0.00 0.00 12.00 0.00 0 49.50 0.00 0.00 0.00 12.50 1.09 98 50.91 0.00 0.00 0.00 13.00 1.34 209 53.52 1.47 0.00 1.47 13.50 0.57 209 53.51 0.70 0.00 0.70 14.00 0.26 209 53.51 0.39 0.00 0.39 14.50 0.17 209 53.50 0.30 0.00 0.30 15.00 0.11 209 53.50 0.22 0.00 0.22 15.50 0.06 209 53.50 0.13 0.00 0.13 16.00 0.02 209 53.50 0.04 0.00 0.04 16.50 0.00 209 53.50 0.00 0.00 0.00 17.00 0.00 209 53.50 0.00 0.00 0.00 17.50 0.00 209 53.50 0.00 0.00 0.00 18.00 0.00 209 53.50 0.00 0.00 0.00 18.50 0.00 209 53.50 0.00 0.00 0.00 19.00 0.00 209 53.50 0.00 0.00 0.00 19.50 0.00 209 53.50 0.00 0.00 0.00 20.00 0.00 209 53.50 0.00 0.00 0.00 20.50 0.00 209 53.50 0.00 0.00 0.00 21.00 0.00 209 53.50 0.00 0.00 0.00 21.50 0.00 209 53.50 0.00 0.00 0.00 22.00 0.00 209 53.50 0.00 0.00 0.00 22.50 0.00 209 53.50 0.00 0.00 0.00 23.00 0.00 209 53.50 0.00 0.00 0.00 23.50 0.00 209 53.50 0.00 0.00 0.00 24.00 0.00 209 53.50 0.00 0.00 0.00 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 39HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Stage-Discharge for Pond 2P: Level Spreader Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 49.50 0.00 0.00 0.00 49.55 0.00 0.00 0.00 49.60 0.00 0.00 0.00 49.65 0.00 0.00 0.00 49.70 0.00 0.00 0.00 49.75 0.00 0.00 0.00 49.80 0.00 0.00 0.00 49.85 0.00 0.00 0.00 49.90 0.00 0.00 0.00 49.95 0.00 0.00 0.00 50.00 0.00 0.00 0.00 50.05 0.00 0.00 0.00 50.10 0.00 0.00 0.00 50.15 0.00 0.00 0.00 50.20 0.00 0.00 0.00 50.25 0.00 0.00 0.00 50.30 0.00 0.00 0.00 50.35 0.00 0.00 0.00 50.40 0.00 0.00 0.00 50.45 0.00 0.00 0.00 50.50 0.00 0.00 0.00 50.55 0.00 0.00 0.00 50.60 0.00 0.00 0.00 50.65 0.00 0.00 0.00 50.70 0.00 0.00 0.00 50.75 0.00 0.00 0.00 50.80 0.00 0.00 0.00 50.85 0.00 0.00 0.00 50.90 0.00 0.00 0.00 50.95 0.00 0.00 0.00 51.00 0.00 0.00 0.00 51.05 0.00 0.00 0.00 51.10 0.00 0.00 0.00 51.15 0.00 0.00 0.00 51.20 0.00 0.00 0.00 51.25 0.00 0.00 0.00 51.30 0.00 0.00 0.00 51.35 0.00 0.00 0.00 51.40 0.00 0.00 0.00 51.45 0.00 0.00 0.00 51.50 0.00 0.00 0.00 51.55 0.00 0.00 0.00 51.60 0.00 0.00 0.00 51.65 0.00 0.00 0.00 51.70 0.00 0.00 0.00 51.75 0.00 0.00 0.00 51.80 0.00 0.00 0.00 51.85 0.00 0.00 0.00 51.90 0.00 0.00 0.00 51.95 0.00 0.00 0.00 52.00 0.00 0.00 0.00 52.05 0.00 0.00 0.00 Elevation (feet) Discharge (cfs) Discarded (cfs) Primary (cfs) 52.10 0.00 0.00 0.00 52.15 0.00 0.00 0.00 52.20 0.00 0.00 0.00 52.25 0.00 0.00 0.00 52.30 0.00 0.00 0.00 52.35 0.00 0.00 0.00 52.40 0.00 0.00 0.00 52.45 0.00 0.00 0.00 52.50 0.00 0.00 0.00 52.55 0.00 0.00 0.00 52.60 0.00 0.00 0.00 52.65 0.00 0.00 0.00 52.70 0.00 0.00 0.00 52.75 0.00 0.00 0.00 52.80 0.00 0.00 0.00 52.85 0.00 0.00 0.00 52.90 0.00 0.00 0.00 52.95 0.00 0.00 0.00 53.00 0.00 0.00 0.00 53.05 0.00 0.00 0.00 53.10 0.00 0.00 0.00 53.15 0.00 0.00 0.00 53.20 0.00 0.00 0.00 53.25 0.00 0.00 0.00 53.30 0.00 0.00 0.00 53.35 0.00 0.00 0.00 53.40 0.00 0.00 0.00 53.45 0.00 0.00 0.00 53.50 0.00 0.00 0.00 53.55 3.58 0.00 3.58 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 40HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Stage-Area-Storage for Pond 2P: Level Spreader Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 49.50 147 0 49.55 147 3 49.60 147 6 49.65 147 9 49.70 147 12 49.75 147 15 49.80 147 18 49.85 147 21 49.90 147 24 49.95 147 26 50.00 147 29 50.05 147 32 50.10 147 35 50.15 147 37 50.20 147 40 50.25 147 44 50.30 147 47 50.35 147 51 50.40 147 55 50.45 147 59 50.50 147 63 50.55 147 68 50.60 147 72 50.65 147 76 50.70 147 80 50.75 147 85 50.80 147 89 50.85 147 93 50.90 147 98 50.95 147 102 51.00 147 106 51.05 147 110 51.10 147 114 51.15 147 118 51.20 147 122 51.25 147 126 51.30 147 129 51.35 147 132 51.40 147 135 51.45 147 137 51.50 147 140 51.55 147 143 51.60 147 146 51.65 147 149 51.70 147 152 51.75 147 155 51.80 147 158 51.85 147 161 51.90 147 164 51.95 147 166 52.00 147 169 52.05 147 172 Elevation (feet) Surface (sq-ft) Storage (cubic-feet) 52.10 147 175 52.15 147 178 52.20 147 181 52.25 147 184 52.30 147 187 52.35 147 190 52.40 147 193 52.45 147 196 52.50 147 199 52.55 147 202 52.60 147 205 52.65 147 208 52.70 147 209 52.75 147 209 52.80 147 209 52.85 147 209 52.90 147 209 52.95 147 209 53.00 147 209 53.05 147 209 53.10 147 209 53.15 147 209 53.20 147 209 53.25 147 209 53.30 147 209 53.35 147 209 53.40 147 209 53.45 147 209 53.50 147 209 53.55 147 209 #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 41HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Summary for Link 1L: POC "A" LOW POINT AT S.E. END OF PARCEL Inflow Area = 79,607 sf, 56.81% Impervious, Inflow Depth > 1.68" for 25-YEAR event Inflow = 4.52 cfs @ 12.57 hrs, Volume= 11,149 cf Primary = 4.52 cfs @ 12.57 hrs, Volume= 11,149 cf, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs Link 1L: POC "A" LOW POINT AT S.E. END OF PARCEL Inflow Primary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)5 4 3 2 1 0 Inflow Area=79,607 sf 4.52 cfs4.52 cfs #245 Route 32 Montville, CT Type III 24-hr 25-YEAR Rainfall=6.15"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC Page 42HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC Hydrograph for Link 1L: POC "A" LOW POINT AT S.E. END OF PARCEL Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 0.00 0.00 0.00 0.00 0.25 0.00 0.00 0.00 0.50 0.00 0.00 0.00 0.75 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.25 0.00 0.00 0.00 1.50 0.00 0.00 0.00 1.75 0.00 0.00 0.00 2.00 0.00 0.00 0.00 2.25 0.00 0.00 0.00 2.50 0.00 0.00 0.00 2.75 0.00 0.00 0.00 3.00 0.00 0.00 0.00 3.25 0.00 0.00 0.00 3.50 0.00 0.00 0.00 3.75 0.00 0.00 0.00 4.00 0.00 0.00 0.00 4.25 0.00 0.00 0.00 4.50 0.00 0.00 0.00 4.75 0.00 0.00 0.00 5.00 0.00 0.00 0.00 5.25 0.00 0.00 0.00 5.50 0.00 0.00 0.00 5.75 0.00 0.00 0.00 6.00 0.00 0.00 0.00 6.25 0.00 0.00 0.00 6.50 0.00 0.00 0.00 6.75 0.00 0.00 0.00 7.00 0.00 0.00 0.00 7.25 0.00 0.00 0.00 7.50 0.00 0.00 0.00 7.75 0.00 0.00 0.00 8.00 0.00 0.00 0.00 8.25 0.00 0.00 0.00 8.50 0.00 0.00 0.00 8.75 0.00 0.00 0.00 9.00 0.00 0.00 0.00 9.25 0.00 0.00 0.00 9.50 0.00 0.00 0.00 9.75 0.00 0.00 0.00 10.00 0.00 0.00 0.00 10.25 0.00 0.00 0.00 10.50 0.01 0.00 0.01 10.75 0.01 0.00 0.01 11.00 0.02 0.00 0.02 11.25 0.02 0.00 0.02 11.50 0.04 0.00 0.04 11.75 0.06 0.00 0.06 12.00 0.17 0.00 0.17 12.25 0.55 0.00 0.55 12.50 0.70 0.00 0.70 12.75 2.63 0.00 2.63 Time (hours) Inflow (cfs) Elevation (feet) Primary (cfs) 13.00 1.74 0.00 1.74 13.25 1.02 0.00 1.02 13.50 0.84 0.00 0.84 13.75 0.36 0.00 0.36 14.00 0.50 0.00 0.50 14.25 0.17 0.00 0.17 14.50 0.39 0.00 0.39 14.75 0.09 0.00 0.09 15.00 0.30 0.00 0.30 15.25 0.08 0.00 0.08 15.50 0.20 0.00 0.20 15.75 0.07 0.00 0.07 16.00 0.10 0.00 0.10 16.25 0.06 0.00 0.06 16.50 0.05 0.00 0.05 16.75 0.05 0.00 0.05 17.00 0.05 0.00 0.05 17.25 0.04 0.00 0.04 17.50 0.04 0.00 0.04 17.75 0.04 0.00 0.04 18.00 0.04 0.00 0.04 18.25 0.03 0.00 0.03 18.50 0.03 0.00 0.03 18.75 0.03 0.00 0.03 19.00 0.03 0.00 0.03 19.25 0.03 0.00 0.03 19.50 0.03 0.00 0.03 19.75 0.03 0.00 0.03 20.00 0.03 0.00 0.03 20.25 0.03 0.00 0.03 20.50 0.03 0.00 0.03 20.75 0.03 0.00 0.03 21.00 0.03 0.00 0.03 21.25 0.02 0.00 0.02 21.50 0.02 0.00 0.02 21.75 0.02 0.00 0.02 22.00 0.02 0.00 0.02 22.25 0.02 0.00 0.02 22.50 0.02 0.00 0.02 22.75 0.02 0.00 0.02 23.00 0.02 0.00 0.02 23.25 0.02 0.00 0.02 23.50 0.02 0.00 0.02 23.75 0.02 0.00 0.02 24.00 0.02 0.00 0.02 APPENDIX “M” HYDROCAD – OTHER STORM FREQUENCY SUMMARIES 2, 5, 10, & 50 YEAR STORMS Type III 24-hr 2-YEAR Rainfall=3.46"PRE DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC POST DEVEL Link 1L POST DEVEL_No BMP Link 1L PRE DEVEL Link 1L Primary Hydrograph Comparison Time (hours) 2423222120191817161514131211109876543210Flow (cfs)1 0 0.18 cfs 1.49 cfs1.61 cfs Type III 24-hr 5-YEAR Rainfall=4.36"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC POST DEVEL Link 1L PRE DEVEL Link 1L Primary Hydrograph Comparison Time (hours) 2423222120191817161514131211109876543210Flow (cfs)2 1 0 0.84 cfs 2.60 cfs Type III 24-hr 10-YEAR Rainfall=5.12"PRE DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC POST DEVEL Link 1L PRE DEVEL Link 1L Primary Hydrograph Comparison Time (hours) 2423222120191817161514131211109876543210Flow (cfs)3 2 1 0 1.72 cfs 3.49 cfs Type III 24-hr 50-YEAR Rainfall=6.93"POST DEVEL Printed 3/15/2022Prepared by Fuller Engineering & Land Surveying, LLC HydroCAD® 10.00 s/n 02123 © 2011 HydroCAD Software Solutions LLC POST DEVEL Link 1L PRE DEVEL Link 1L Primary Hydrograph Comparison Time (hours) 2423222120191817161514131211109876543210Flow (cfs)6 5 4 3 2 1 0 6.17 cfs 5.75 cfs APPENDIX “O” OPERATIONS AND MAINTENANCE PLAN Appendix O Operations and Maintenance Plan #245 Norwich New London Tpke. Route 32 Montville, CT March 8, 2022 Scope: The purpose of the Operations and Maintenance Plan is to ensure that the existing and proposed stormwater components installed at #245 Route 32, Norwich New London Turnpike Montville, CT are maintained in operational condition throughout the life of the project. The service procedures associated with this plan shall be performed as required by the parties legally responsible for their maintenance. Recommended Frequency of Service: As further defined below, all stormwater components should be checked on a periodic basis and kept in full working order. Ultimately, the required frequency of inspection and service will depend on runoff quantities, pollutant loading, and clogging due to debris. At a minimum, we recommend that all stormwater components be inspected and serviced twice per year, once before winter begins and once during spring cleanup. Qualified Inspector: The inspections must be completed by an individual experienced in the construction and maintenance of stormwater drainage systems. Once every five years the inspections must be completed by a professional engineer. Service Procedures: 1. Catch Basins & Drainage Inlets: a. Catch basins and drainage inlets shall be completely cleaned of accumulated debris and sediments at the completion of construction. b. For the first year, catch basins and drainage inlets shall be inspected on a quarterly basis. c. Any accumulated debris within the catch basins/inlets shall be removed and any repairs as required. d. From the second year onward, visual inspections shall occur twice per year, once in the spring and once in the fall, after fall cleanup of leaves has occurred. e. Accumulated debris within the catch basins/inlets shall be removed and repairs made as required. f. Accumulated sediments shall be removed at which time they are within 12 inches of the invert of the outlet pipe. g. Any additional maintenance required per the manufacturer’s specifications shall also be completed. 2. Storm Drainage Piping and Manholes/Junction Boxes: a. All storm drainage piping shall be completely flushed of debris and accumulated sediment at the completion of construction. b. Manholes/Junction Boxes shall be inspected and repaired on an annual basis. c. Unless system performance indicates degradation of piping, comprehensive video inspection of storm drainage piping shall occur once every ten years. d. Any additional maintenance required per the manufacturer’s specifications shall also be completed. 3. Stormwater Inlet/Control Structures: a. All control structures (orifice, weir, etc.) shall be completely cleaned of accumulated debris and sediments at the completion of construction. Any repairs shall be performed. b. For the first year, control structures (orifice, weir, etc.) shall be inspected on a quarterly basis. c. Any accumulated debris shall be removed and any repairs made to the control structures (orifice, weir, etc.) as required. d. From the second year onward, visual inspections shall occur twice per year, once in the spring and once in the fall, after fall cleanup of leaves has occurred. e. Accumulated debris shall be removed and repairs made as required. f. Any additional maintenance required per the manufacturer’s specifications shall also be completed. 4. Drywells and Infiltration Systems: a. All drywells/infiltrators shall be completely cleaned of accumulated debris and sediments upon the completion of construction. b. For the first year, the drywells/infiltrators shall be inspected on a quarterly basis. c. Any accumulated debris within the drywells/infiltrators shall be removed and any repairs made to the units as required. d. From the second year onward, visual inspection shall occur twice per year, once in the spring and once in the fall, after fall cleanup of leaves has occurred. e. Accumulated debris within the units shall be removed and repairs made as required. f. Any additional maintenance required per the manufacturer’s specifications shall also be completed. 5. Roof Gutters: a. Remove accumulated debris and inspect for damage. Any damage should be repaired as required. Disposal of Debris and Sediment: All debris and sediment removed from the stormwater structures and bioretention/biofiltration basins shall be disposed of legally. There shall be no dumping of silt or debris into or in proximity to any inland or tidal wetlands. Maintenance Records: The Owners(s) must maintain all records (logs, invoices, reports, data, etc.) and have them readily available for inspection at all times. Operations and Maintenance Log (Page 1 of 3) #245 Route 32 Norwich New London Tpke. Montville, CT March 8, 2022 30, _________________________________________________________________________________ Type of Inspection:  Spring  Fall  Other Inspector’s Name:______________________________ Date of Inspection:___________________ Affiliation:_____________________________________ Phone #:___________________________ Catch Basins & Drainage Inlets: · Has accumulated debris been removed from grates?  Yes  No  N/A · Do any basins require additional repair? (identify below):  Yes  No  N/A · Have sumps been cleaned of sediment?  Yes  No  N/A Notes: Storm Drainage Piping and Manholes/Junction Boxes: · Has accumulated debris been removed?  Yes  No  N/A · Do any manholes require additional repair? (identify below):  Yes  No  N/A · Is there any evidence of stormwater piping failure?  Yes  No  N/A · Has a comprehensive video inspection been completed?  Yes  No  N/A Notes: Stormwater Control Structures: · Has accumulated debris been removed?  Yes  No  N/A · Are any repairs required? (identify below):  Yes  No  N/A · Have orifices and weirs been cleaned of debris?  Yes  No  N/A Notes: Operations and Maintenance Log (Page 2 of 3) #245 Route 32 Norwich New London Tpke., Montville, CT March 8, 2022 Drainage Outfalls/Splash Pads/Scour Holes/Level Spreaders: · Have all drainage outlets been cleared of debris?  Yes  No  N/A · Have all outlet protections been inspected/repaired?  Yes  No  N/A · Have all erosion issues been repaired?  Yes  No  N/A Notes: Drywells and Infiltration Systems: · Have units been cleared of debris/sediments?  Yes  No  N/A · Do units require additional repair? (identify below):  Yes  No  N/A · Has draining times of system been verified?  Yes  No  N/A Notes: Roof Gutters: · Has accumulated debris been removed from gutters?  Yes  No  N/A · Do any gutters require additional repair? (identify below):  Yes  No  N/A Notes: Operations and Maintenance Log (Page 3 of 3) #245 Route 32 Norwich New London Tpke. Montville CT March 8, 2022 Please make additional notes/observations and particular concerns below. Also record any additional maintenance that has been performed: __________________________________________________________ _____________________ Signature of Inspector: Date: Sanitary Sewer Report Section FULLER ENGINEERING & LAND SURVEYING, LLC 525 John Street · Second Floor Bridgeport, CT 06604 (203) 333-9465 (203) 336-1769 FAX Information prepared for: WESTERN GROUP, LLC #245 Route 32 Montville, CT & Town of Montville Department of Public Works / Engineering Department Project Name: Wilton’s Way Proposed Residential Development Documentation Revised: August 11, 2022 FULLER ENGINEERING & LAND SURVEYING, LLC 525 JOHN STREET 2ND FLOOR BRIDGEPORT, CONNECTICUT 06604 PHONE (203)333-9465; FAX (203)336-1769 Documentation Dated: January 25, 2022 Revised: March 8, 2022 FULLER ENGINEERING AND LAND SURVEYING, LLC 525 John Street – Second Floor – Bridgeport, CT 06604 Phone: (203) 333-9465 Fax: (203) 336-1769 PROJECT: RESIDENTIAL DEVELOPMENT @ #245 ROUTE 32 LOCATION: 245 NORWICH-NEW LONDON ROAD (ROUTE 32) CLIENT: WESTERN GROUP, LLC Revised: 8/10/2022 SUMMATION OF PROPOSED SEWAGE FLOW: QTY (unit or sqft)GPD/UNIT TOTAL GPD STUDIO 0 200 - 1 BEDROOM 0 200 - 2 BEDROOM 0 300 - 3 BEDROOM 22 400 8,800.00 - TOTAL 22 8,800.00 GPD 7.48 GAL 1 CF 1,176.47 CF/day 1 day 24 hour 49.01960784 CF/HR 1 hour 3600 sec 0.013616558 CFS MGD=0.00880 MGD*4=0.0352 INCLUDE PEAKING FACTOR OF 4 0.054466231 CFS where: GPD = Gallons per Day MGD = Millions Gallons per Day FULLER ENGINEERING AND LAND SURVEYING, LLC 525 John Street – Second Floor – Bridgeport, CT 06604 Phone: (203) 333-9465 Fax: (203) 336-1769 PROJECT: WILTONS WAY LOCATION: #245 NORWICH-NEW LONDON ROAD (CT ROUTE 32) MONTVILLE, CT CLIENT: WESTERN GROUP, LLC DATE: 8/10/2022 SUMMATION OF PROPOSED SEWAGE FLOW: (PEAK PUMPING FACTOR) QTY (unit or sqft)GPD/UNIT TOTAL GPD WH 483-92 Triplex 2 5000 10,000.00 Grinder Pump - - - TOTAL 2 10,000.00 GPD 7.48 GAL 1 CF 1,336.90 CF/day 1 day 24 hour 55.70409982 CF/HR 1 hour 3600 sec 0.015473361 CFS MGD=0.01000 MGD*4=0.04 PEAKING FACTOR INCLUDED IN PUMP SPEC.0.015473361 CFS where: GPD = Gallons per Day MGD = Millions Gallons per Day FULLER ENGINEERING AND LAND SURVEYING, LLC 525 John Street – Second Floor – Bridgeport, CT 06604 Phone: (203) 333-9465 Fax: (203) 336-1769 CONVEYANCE CALCULATIONS: PROJECT: RESIDENTIAL DEVELOPMENT @ #245 ROUTE 32 LOCATION: 245 NORWICH-NEW LONDON ROAD (ROUTE 32) MONTVILLE, CT CLIENT: WESTERN GROUP, LLC PIPE:Existing 8" Sanitary Sewer in Town Road Pipe Diameter:8 inches MANNINGS EQUATION R =____A___0.166667 PW Where R:Hydraulic radius (ft) A:Cross-sectional area (ft2)0.349066 PW:Wetted Perimeter (ft) 2.094395 V=k R2/3 S1/2 2.452942 n Where V:Mean Velocity (ft/s) k:1.49 for U.S. customary units, or 1.0 for S.I. units n:Manning's roughness value 0.012 R:Hydraulic Radius (ft)0.166667 S:friction Slope (ft/ft)0.004255 Q=VA 0.856238 cfs Where Q:Flow Rate(cfs) V:Average velocity (ft/s) The Q for the proposed buildings plus storm infiltration going in to the system is 0.054 cfs which is less than the calculated Q; therefore OK The Existing 8" Lateral at 0.0043 slope is adequate. Notes: 1. Storm runoff infiltration is considered at part of the safety factor. 2. Sewer system from development will be a force main system. Each building complex is to have its own gravity sewer lateral to a 6" sanitary sewer which feeds the communal pump sta.s. FULLER ENGINEERING AND LAND SURVEYING, LLC 525 John Street – Second Floor – Bridgeport, CT 06604 Phone: (203) 333-9465 Fax: (203) 336-1769 CONVEYANCE CALCULATIONS: PROJECT: RESIDENTIAL DEVELOPMENT @ #245 ROUTE 32 LOCATION: 245 NORWICH-NEW LONDON ROAD (ROUTE 32) MONTVILLE, CT CLIENT: WESTERN GROUP, LLC PIPE:Existing 6" Sanitary Lateral (Use Existing House Stub) Pipe Diameter:6 inches MANNINGS EQUATION R =____A___0.125 PW Where R:Hydraulic radius (ft) A:Cross-sectional area (ft2)0.19635 PW:Wetted Perimeter (ft) 1.570796 V=k R2/3 S1/2 2.172917 n Where V:Mean Velocity (ft/s) k:1.49 for U.S. customary units, or 1.0 for S.I. units n:Manning's roughness value 0.012 R:Hydraulic Radius (ft)0.125 S:friction Slope (ft/ft)0.0049 Q=VA 0.426651 cfs Where Q:Flow Rate(cfs) V:Average velocity (ft/s) The Q for the proposed buildings plus storm infiltration going in to the system is 0.054 cfs which is less than the calculated Q; therefore OK The Existing 6" Lateral at 0.0049 slope is adequate. Notes: 1. San. Lateral @ 0.0049 ft/ft is a min. slope, actual pipe slope may be > therefore increasing capacity. 2. Storm runoff infiltration is considered at part of the safety factor. 3. Sewer system from development will be a force main system. Each building complex is to have its own 4" Sanitary Sewer Lateral to the common 6" Sewer which feeds the pump stations. FULLER ENGINEERING AND LAND SURVEYING, LLC 525 John Street – Second Floor – Bridgeport, CT 06604 Phone: (203) 333-9465 Fax: (203) 336-1769 CONVEYANCE CALCULATIONS: PROJECT: RESIDENTIAL DEVELOPMENT @ #245 ROUTE 32 LOCATION: 245 NORWICH-NEW LONDON ROAD (ROUTE 32) MONTVILLE, CT CLIENT: WESTERN GROUP, LLC PIPE:New 4" Sanitary Lateral (from each Unit) Pipe Diameter:4 inches MANNINGS EQUATION R =____A___0.083333 PW Where R:Hydraulic radius (ft) A:Cross-sectional area (ft2)0.087266 PW:Wetted Perimeter (ft) 1.047198 V=k R2/3 S1/2 2.171153 n Where V:Mean Velocity (ft/s) k:1.49 for U.S. customary units, or 1.0 for S.I. units n:Manning's roughness value 0.012 R:Hydraulic Radius (ft)0.083333 S:friction Slope (ft/ft)0.0084 Q=VA 0.189469 cfs Where Q:Flow Rate(cfs) V:Average velocity (ft/s) The Q for each proposed building unit (3 bedroom @ 400 GPD) going in to the system is 0.0024 cfs which is less than the calculated Q; therefore OK The New 4" Lateral at 0.0084 slope is adequate. Notes: 1. San. Lat. @ 0.0084 ft/ft is a min. slope, prop. slope called out @ 0.01 ft/ft will increase capacity. 2. Sewer system from development will be a force main system. Each building complex is to have its own 4" Sanitary Sewer Lateral to the common 6" Sewer which feeds the pump stations. Rev. 4/2007 Table 1 – Average Daily Flow on Specific Developments TYPE OF DEVELOPMENT UNIT ADF (GPD/UNIT) Auditorium Seat 5 Automobile parking 1000 Gross square feet 25 Automobile repair garage 1000 Gross square feet 100 Bar Seat 20 Bar: Public Areas & Tables 15 Gross square feet 20 Barber Shop 1000 Gross square feet 50 Beauty Salon 1000 Gross square feet 200 Carwash Square feet inside 240 Church Seat 5 Community center Occupant 5 Country Club Member 20 Factories (Exclusive of industrial waste) Employee/shift 25 Factories (add for showers) Employee/shift +10 Gymnasium 1000 Gross square feet 300 Hospital – Convalescent/Rest Homes Bed 150 Hospital Bed 250 Jail Inmate 85 Laboratory - commercial 1000 Gross square feet 300 Laundromat Washer 400 Library / Museum 1000 Gross square feet 25 Manufacturing - industry 1000 Gross square feet 100 Medical building 1000 Gross square feet 300 Motel/Hotel Room 100 Motel/Hotel (with cooking facilities) Room 150 Office building 1000 Gross square feet 200 Residential – – single family dwelling, Townhouses Dwelling unit 400 – bachelor/single, artist dwelling Dwelling unit 100 – 1 Bedroom apartment or condo Dwelling unit 200 – 2 Bedroom apartment or condo Dwelling unit 300 – 3 Bedroom apartment of condo Dwelling unit 400 – boarding house Bed 85 – mobile home Unit 200 – guest house with kitchen Dwelling unit 300 Restaurant – fixed seat Seat 50 or Restaurant (dining area) 15 Gross square feet 50 Restaurant – Bakery, Doughnut Shop, take out 1000 Gross square feet 300 School – day care center Child 10 School – elementary / junior high Student 10 School – high school Student 15 School - kindergarten 35 Gross square feet 10 Stadium/Theater – fixed seat Seat 5 Stores, Shopping Centers, and Malls 1000 Gross square feet 100 University or College Student 20 University Dormitory Student 100 Veterinarian 1000 Gross square feet 300 Warehouse 1000 Gross square feet 25 Rev. 4/2007 Table 1 Notes: Gross square feet: area included within the exterior of the surrounding walls of a building excluding courts. Example Calculation - Assume a 10,000 sq. ft. office building is proposed. The estimated average daily flow is calculated as 10,000 sq. ft. x 200 gpd/1000 sq. ft. = 2000 gpd. Table 2 – Average Flow Rate based on Land Use and Area Density LAND USE / AREA DENSITY UNIT ADF (GPD/UNIT) Low Density Residential (Single Family) 1,000 (10 people / acre) acre Medium Density (Multi-Family) Residential (12 to 15 people / acre) acre 1,200 – 1,500 High Density (Multi-Family) Residential (20 to 75 people / acre) acre 2,000 – 7,500 Office & Institutional acre 5,000 Commercial & Light Industrial acre 5,000 Industrial acre 10,000 The design Flow shall be calculated as follows: Design Flow = Average Daily Flow x Peaking Factor where: Design Flow = Flow used to design a sanitary sewer facility, gpd. Average Daily Flow = Estimated average daily flow, gpd. Peaking Factor = Ratio of peak hourly flow to average daily flow. A peaking factor of four (4) shall be used for all calculations unless directed otherwise by the Authority. Note: All developments with proposed ADF above 2,000 gpd are required to evaluate the capacity of the existing sanitary sewer system. Page 8 NOTE: Reference CT-DPH Code Technical Standards Section IV. Design Flows, Table 4. (Although the code is for Onsite Sewage Disposal, the Design Flows shall be similar for the Sanitary Sewer System). 1784. Pipe Dimensions O.D. 4” 100 4.215 ---- 0.120 0.162 0.178 5.050 3.500 6” 150 6.275 0.153 0.180 0.241 0.265 7.305 4.375 8” 200 8.400 0.205 0.240 0.323 ---- 9.605 4.375 10” 250 10.500 0.256 0.300 0.404 ---- 12.030 6.125 12” 300 12.500 0.305 0.360 0.481 ---- 14.100 6.000 15” 375 15.300 0.375 0.437 0.588 ---- 17.200 6.375 18” 450 18.701 0.536 0.719 0.499 20.690 9.125 21” 500 22.047 0.632 0.847 0.588 24.260 10.125 24” 600 24.803 0.711 0.953 0.661 27.290 11.125 * ** 23 TYPICAL INDOOR INSTALLATION 24 25 26 27 28 29 Environment One Corporation Pressure Sewer Preliminary Cost and Design Analysis For WILTON'S WAY 22 UNIT CONDOMINIUM DEVELOPMENT Prepared For: Sebastian @ The Quill Group Connecticut USA Tel:203.336.5900 v Fax: Prepared By:Eric Hess March 22, 2022 \\CWMDFS02\Home - Remote\ehess\My Documents\E One\E1 LPS Design\Wilton Way\Wilton Way.EOne 30 DuPaul Street 41 Bayberry Hill Road 1071 Floral Avenue 3906C Tower Hill Road Southbridge, MA 01550 W. Townsend, MA 01474 Schenectady, NY 12306 Wakefield, RI 02879 tel. 508.765.0051 tel. 978.597.0703 tel. 774-402-0354 tel. 781-561-6555 fax 508.765.1244 fax 978.597.0704 fax. 518-356-3266 tel. 781-982-9300 • fax. 781-982-1056 www.frmahony.com • www.amphidrome.com info@frmahony.com water supply and pollution control equipment E/ONE Pressure System Design Report For WILTON'S WAY 22 UNIT CONDOMINIUM DEVELOPMENT Prepared For: Sebastian @ The Quill Group Connecticut USA Tel: 203.336.5900 v Prepared By: Eric Hess March 22, 2022 30 DuPaul Street 41 Bayberry Hill Road 1071 Floral Avenue 3906C Tower Hill Road Southbridge, MA 01550 W. Townsend, MA 01474 Schenectady, NY 12306 Wakefield, RI 02879 tel. 508.765.0051 tel. 978.597.0703 tel. 774-402-0354 tel. 781-561-6555 fax 508.765.1244 fax 978.597.0704 fax. 518-356-3266 tel. 781-982-9300 • fax. 781-982-1056 www.frmahony.com • www.amphidrome.com info@frmahony.com water supply and pollution control equipment March 22, 2022 Dear Sebastian , This preliminary design analysis examines the use of the E/One Pressure Sewer System for your project. 245 Route 32 - Montville CT. E/One has over 40 years of installation and O&M experience along with considerable research and development leading to continuous product and system improvements. E/One remains the worldwide industry standard and industry leader in the pressure sewer technology. The unique characteristics of the E/One Pressure Sewer approach provides not only a technical solution, but also an economic advantage to be realized with low up front and O&M costs. System Analysis This project proposes to collect wastewater from new individual town homes that discharge to into an existing gravity manhole. Using the information, you provided, I ran the enclosed preliminary pressure sewer pipe sizing analysis. This was run through our Low-Pressure Sewer Design Software that employs our Flow Velocity and Friction Head Loss vs. Pumps in Simultaneous Operation Spreadsheet. I have used the plan sheet provided to make this analysis. Zone Layout Using the map provides I laid out a system of a single force main. The flow Zone leading to the final discharge point located in existing gravity sewer manholes. The zone analysis is on the attached report that includes a marked up drawing indicating the zone, Air release manholes and terminal flushing manholes are not required. The computations are based on the Hazen-Williams formula for friction loss, using calculations of cross-sectional area and flow rate to determine pipe sizes that create ”self-cleaning” velocities of 2.0 fps or higher. A "C" factor of 150, SDR 11 HDPE pipe and the average expected daily volumes for single family homes and businesses are also used in this analysis. The highest Total Dynamic Head generated is approximately 28.16 feet which 20 feet is static head in the pipeline in Zone 1 This is well below our pump’s continuous run rating THD of 185 feet, and well within its intermittent, i.e., normal, operating 30 DuPaul Street 41 Bayberry Hill Road 1071 Floral Avenue 3906C Tower Hill Road Southbridge, MA 01550 W. Townsend, MA 01474 Schenectady, NY 12306 Wakefield, RI 02879 tel. 508.765.0051 tel. 978.597.0703 tel. 774-402-0354 tel. 781-561-6555 fax 508.765.1244 fax 978.597.0704 fax. 518-356-3266 tel. 781-982-9300 • fax. 781-982-1056 www.frmahony.com • www.amphidrome.com info@frmahony.com water supply and pollution control equipment range. Flow velocity throughout the system meets or exceeds 2 fps. These characteristics and low retention time indicate that this will be a reliable, low- maintenance system. This is well below our pump’s continuous-run rating THD of 185 feet, and well within its intermittent, i.e., normal, operating range. Flow velocity throughout the system meets or exceeds 2 fps. These characteristics and low retention time indicate that this will be a reliable, low-maintenance system. Design Flows & System Velocity We normally use average daily flows for system designs rather than the peak design flows commonly used for gravity sewer sizing. We do this because the system is sealed, and void of inflow and infiltration commonly allowed for in gravity sewer designs. We size the system for an average daily flow of 200+/- gallons per day generally for single family homes. The pumps selected are rated to flows up to 4,500 GPD thus peak flows are easily handled. We size the pipelines for the proper scouring velocity based on the pump’s output which has a consistent flow rate over a wide range of head conditions. We then look at the pipeline retention time to optimize the line size for the lowest retention that will pass wastewater in a short period of time to reduce sediment in the lines and prevent odor issues. This makes for a very reliable and maintenance free wastewater collection system. I am looking forward to working with you on this and future projects. Please contact me if you have any questions or require additional information. Best regards, Eric R Hess Outside Sales Engineer FR Mahony Associates Cell #774-402-0354 Enclosures 30 DuPaul Street 41 Bayberry Hill Road 1071 Floral Avenue 3906C Tower Hill Road Southbridge, MA 01550 W. Townsend, MA 01474 Schenectady, NY 12306 Wakefield, RI 02879 tel. 508.765.0051 tel. 978.597.0703 tel. 774-402-0354 tel. 781-561-6555 fax 508.765.1244 fax 978.597.0704 fax. 518-356-3266 tel. 781-982-9300 • fax. 781-982-1056 www.frmahony.com • www.amphidrome.com info@frmahony.com water supply and pollution control equipment This image shows the typical layout of an outdoor pump unit for single-family home use. The pump unit is furnished complete, ready for installation. The installer needs to confirm the power cord length and discharge and inlet configuration. Standard products are supplied with 32 foot power supply cable. Standard inlets are 4-inch Schedule 40 Grommets (@ zero degrees) with 1-1/4 inch discharge (@ 180 degrees). Other configurations are available. 30 DuPaul Street 41 Bayberry Hill Road 1071 Floral Avenue 3906C Tower Hill Road Southbridge, MA 01550 W. Townsend, MA 01474 Schenectady, NY 12306 Wakefield, RI 02879 tel. 508.765.0051 tel. 978.597.0703 tel. 774-402-0354 tel. 781-561-6555 fax 508.765.1244 fax 978.597.0704 fax. 518-356-3266 tel. 781-982-9300 • fax. 781-982-1056 www.frmahony.com • www.amphidrome.com info@frmahony.com water supply and pollution control equipment Standard alarm panels are the Sentry® panel mounted outside of the home as shown in the drawing (above). Options include emergency generator connection (see photo) and Redundant alarm Remote Sentry® panel shown. Other panel configurations are available. See the partial listing of panel options below.  Basic Panels include circuit breaker for the pump and separate breaker for the alarm. These panels include alarm light, alarm buzzer and alarm silence button. All F. R. Mahony panels are equipped with dry contacts to enable the connection of the Remote Sentry® (battery powered redundant alarm panel option)  Standard options include auto transfer generator connection shown above. This panel provides automatic power transfer without having to open the alarm panel or having to operate any manual transfer switching. This feature can be added to the basic panel or the panels offered below.  Popular options include the “Protection Package” which monitors and protects the system from: o Pump Run Dry Condition (Pump running out of water) o Pump Overpressure Condition (Closed valve) o Brownout Condition (Main voltage under 12% of nameplate) o High Liquid Level  The optional “Protect Plus” panel features offer the same items in the “Protection Package” plus the following: o High & Low Amperage draw by the pump o High & Low voltage to the pump o Extended Runtime by the pump (indicating wear or excessive flow) (field adjustable settings) o Monitoring of:  Real-time Pump Voltage and Current  Cycles & Hours (can be reset)  Minimum & Maximum Amperage (can be reset)  Minimum, Maximum, Average, and Last Run Cycle (in minutes, can be reset) 30 DuPaul Street 41 Bayberry Hill Road 1071 Floral Avenue 3906C Tower Hill Road Southbridge, MA 01550 W. Townsend, MA 01474 Schenectady, NY 12306 Wakefield, RI 02879 tel. 508.765.0051 tel. 978.597.0703 tel. 774-402-0354 tel. 781-561-6555 fax 508.765.1244 fax 978.597.0704 fax. 518-356-3266 tel. 781-982-9300 • fax. 781-982-1056 www.frmahony.com • www.amphidrome.com info@frmahony.com water supply and pollution control equipment Emergency Generator Transfer Options. The image to the right shows the connection receptacle on the right side of our Sentry panels. This connection may be connected by your electrician to a remote connection port outside of the home. Wiring must be performed by a licensed electrician and conforming to NEC and local electrical codes. Generator operation must always be in well ventilated areas outside of any living space. The pump may be operated under emergency power provided the automatic transfer option is selected with the Sentry® panel. Normal pump run times are short and should not require the continuous connection of a generator. A single portable generator may be used to service several homes effectively. 30 DuPaul Street 41 Bayberry Hill Road 1071 Floral Avenue 3906C Tower Hill Road Southbridge, MA 01550 W. Townsend, MA 01474 Schenectady, NY 12306 Wakefield, RI 02879 tel. 508.765.0051 tel. 978.597.0703 tel. 774-402-0354 tel. 781-561-6555 fax 508.765.1244 fax 978.597.0704 fax. 518-356-3266 tel. 781-982-9300 • fax. 781-982-1056 www.frmahony.com • www.amphidrome.com info@frmahony.com water supply and pollution control equipment Operation Conditions 28.16 Feet is the highest TDH at simultaneous operating conditions with the expected number of pumps operating in each zone, or the head of an individual pump operating in a single zone condition. Operating range of E/One pumps from 0 to 185 feet of TDH and from 0 to 80 Psi. Anti-siphon valves in E/One cores provide for negative head pumping. In common systems with negative heads of 25-30 feet or more we recommend the use of combination air/vacuum release valves as described below. Job Number: Job Start Date: Checked By: Sheet Title: Drawn By: Sheet Number: Scale: 1/4/22 FE22-1700 THIS DRAWING IS THE PROPERTY OF THE ENGINEER. IT HAS BEEN SPECIFICALLY PREPARED FOR THE OWNER FOR THIS PROJECT AT THIS SITE AND IS NOT TO BE USED FOR ANY OTHER PURPOSE, LOCATION OR OWNER WITHOUT WRITTEN CONSENT OF THE ENGINEER.PREPARED FOR245 NORWICH-NEW LONDON ROAD (RT 32)22 UNIT CONDOMINIUM DEVELOPMENTD.R.R.J.E.Q.WESTERN GROUP, LLCSubmission 01/25/22 525 JOHN STREET BRIDGEPORT, CT. 06604 Office (203) 333-9465 fax (203) 336-1769 e-mail Info@FullerSurveyors MONTVILLE, CONNECTICUTAPPROVED BY THE MONTVILLE PLANNING AND ZONING COMMISSION CHAIRMAN DATE WILTON'S WAYO:\Fuller CAD Files\CT\Bridgeport\Benson Terrace\#26 - FE13-1101 - Fox\Survey Data\2013 09 10 FE 13-1100 FOX 26BENSON TERR\LOCATION.crd3/11/2022 1:59 PMStaff Comments 03/08/22 APPROVED BY THE MONTVILLE INLAND WETLAND COMMISSION CHAIRMAN DATE EXPIRATION DATE SEC PLAN APPROVAL DATE NOTES: 1.THIS PLAN IS FOR THE PROPOSED GRADING AND DRAINAGE FOR THE CONSTRUCTION OF A RESIDENTIAL DEVELOPMENT WITH PARKING, AND MISCELLANEOUS LANDSCAPING ALONG THE CT ROUTE 32. THIS PLAN IS NOT TO BE USED AS A SITE OR CONSTRUCTION PLAN. ADDITIONAL DESIGN AND DETAILS REQUIRED FOR BIDDING AND CONSTRUCTION. 2.THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS AND OTHERS ON THE CONSTRUCTION SITE. 3.THE CONTRACTOR SHALL LOCATE AND VERIFY THE SIZE, LOCATION, DEPTH AND INVERTS OF ANY AND ALL EXISTING UTILITIES PRIOR TO COMMENCING OPERATIONS. THE CONTRACTOR SHALL ALSO BE REQUIRED TO CONTACT THE TOLL FREE "CALL-BEFORE-YOU-DIG" PHONE NUMBER AT 1-800-922-4455. 4.THE PROPOSED DEVELOPMENT SHOWN HEREON WILL REQUIRE REVIEW AND APPROVAL BY THE MONTVILLE BUILDING DEPARTMENT. 5.ALL WORK PERFORMED BY THE OWNER / DEVELOPER MUST INCLUDE IMPLEMENTATION OF AN APPROVED SOIL EROSION AND SEDIMENTATION PLAN IN ACCORDANCE WITH PUBLIC ACT No. 83-388 [PASSED BY THE CONNECTICUT GENERAL ASSEMBLY]. THE OWNER / DEVELOPER SHALL BE THOROUGHLY FAMILIAR WITH THE 2002 CONNECTICUT EROSION & SEDIMENTATION GUIDELINES. 6.RESTORE ALL DISTURBED AREAS WITH A MINIMUM OF FOUR (4") INCHES OF TOPSOIL, SEED, AND HAY MULCH UPON COMPLETION OF CONSTRUCTION. 7.LOT SERVED BY TOWN SEWER SYSTEM AND PUBLIC WATER SUPPLY. 8.ALL EXISTING UTILITY LINES THAT WILL BE DISCONNECTED MUST BE CAPPED OR TERMINATED ACCORDING TO THE TOWN OF MONTVILLE AND UTILITY COMPANY STANDARDS. 9.FINAL RETAINING WALL SYSTEM TO BE DESIGNED AND INSPECTED BY A CONNECTICUT LICENSED ENGINEER. STRUCTURAL DETAILS TO BE SUBMITTED TO THE SATISFACTION OF THE TOWN ENGINEER PRIOR TO ISSUANCE OF BUILDING PERMIT. 10.SEE APPENDIX "O" OF THE ENGINEERING REPORT FOR OPERATION AND MAINTENANCE PLAN. TEST PIT AND PERCOLATION DATAMAP REFERENCES: A."ZONING IMPROVEMENT LOCATION AND TOPOGRAPHIC SURVEY", DATED 7 JANUARY 2022, SCALE 1"=20', BY FULLER ENGINEERING AND LAND SURVEYING, LLC. EARTHWORK A.TOTAL AREA OF DISTURBANCE: 66,340 S.F. (1.5 A.C.±) OFF-SITE WETLANDS FLAGGED BY ALEKSANDRA MOCH ON FEBRUARY 12, 2022. 4 5 45 5 0 5 0 5 5 55 606065657 0 707575 4 2 4 2 4 2 4 3 4 3 4 4 44 4 6 46 4 7 47 4 8 4 8 4 9 4 9 5 1 515 2 52 5 3 5 3 54 5 4 5 6 5 6 57575 85859596161626263636464666667676868696971717272737374747676 4 5505 5 6 0657075 4 4 4647 4 849515253545 6 5 7 5 8 5 9 6 1 6 2 6 3 6 466676869717273747 677 EXTG. HOUSENORWICH-NEW LONDONROAD (CT ROUTE 32)EXTG. HOUSE EXTG. GARAGE EXTG. HOUSE Extg. 12" Water Main (92 PSI Static) Extg. 6" San Sewer 9.2' Deep (El. 67.8±) Extg. 6" San Sewer 9.0' Deep (El. 68.0) Extg. 1" Water to House Extg. Hydrant Approximate Wetlands Limit per DEP Wetlands 2011 50' Upland Review Area SNET 2749 BIT.CONC. APRON PARCEL AREA 79,607 S.F. 1.83 AC WOODED AREA 48" TREE EXIST ING TREEL INE R 2 0 ZO N E R20 ZONE C-1 ZONE C- 1 ZON E C - 1 Z O N E BENCHMARK HELD EXTG NAIL FND IN POLE ELEV. = 77.4 111213141516171819202122 10 987654321 GAR. F.F. El. = 72.6 GAR. F.F. El. = 72.5 GAR. F.F. El. = 71.6 GAR. F.F. El. = 70.5 GAR. F.F. El. = 68.6 GAR. F.F. El. = 68.8 GAR. F.F. El. = 66.6 GAR. F.F. El. = 66.6 Bsmt. El. = 72.6FF. El. = 81.6 Bsmt. El. = 65.4 FF. El. = 73.6 Bsmt. El. = 62.6FF. El. = 71.6 Bsmt. El. = 66.0FF. El. = 71.6 Bsmt. El. = 60.6FF. El. = 69.6 Bsmt. El. = 63.9FF. El. = 69.6 Bsmt. El. = 58.6 FF. El. = 67.6 Bsmt. El. = 58.8FF. El. = 67.6 GAR. F.F. El. = 73.1 Bsmt. El. = 65.1 FF. El. = 74.1 GAR. F.F. El. = 71.1 Bsmt. El. = 63.1 FF. El. = 72.1 GAR. F.F. El. = 71.5 Bsmt. El. = 63.1FF. El. = 72.1 GAR. F.F. El. = 69.9 Bsmt. El. = 61.1FF. El. = 70.1 GAR. F.F. El. = 69.3 Bsmt. El. = 61.1FF. El. = 70.1 GAR. F.F. El. = 67.8 Bsmt. El. = 59.1FF. El. = 68.1 GAR. F.F. El. = 67.3 Bsmt. El. = 59.1FF. El. = 68.1 GAR. F.F. El. = 65.9 Bsmt. El. = 57.1FF. El. = 66.1 GAR. F.F. El. = 65.3 Bsmt. El. = 57.1FF. El. = 66.1 GAR. F.F. El. = 73.1 Bsmt. El. = 65.1 FF. El. = 74.1 GAR. F.F. El. = 75.1 Bsmt. El. = 67.1 FF. El. = 76.1 GAR. F.F. El. = 75.1 Bsmt. El. = 67.1FF. El. = 76.1 GAR. F.F. El. = 76.1 Bsmt. El. = 68.1FF. El. = 77.1 GAR. F.F. El. = 74.5 Bsmt. El. = 72.6FF. El. = 81.6 97 LF 8" Ø SCH 80 PVC @0.01 MIN 90 LF 10" Ø SCH 80 PVC @0.01 ft./ft. MIN 84 LF 10" Ø SCH 80 PVC @0.03 ft/ft47 LF 8" Ø SCH 80 PVC @ 0.01 M IN 32 - 4 x 8 x 4' PRE-CAST CONCRETE GALLEY'S 4 ROWS x 8 GALLEYS PER ROW BOT. ELEV. = 58.83' 12" INV. ELEV. = 63.67' EMBEDDED IN 1" BROKEN / CLEAN STONE 66.0' x 18.60' x 5.17' DEEP BOT. STONE ELEV. = 58.33' 28 - 4 x 8 x 4' PRE-CAST CONCRETE GALLEY'S 4 ROWS x 7 GALLEYS PER ROW BOT. ELEV. = 63.67' 10" INV. (IN) = 68.65' 12" INV. OUT = 68.50' EMBEDDED IN 1" BROKEN / CLEAN STONE 58.0' x 18.60' x 5.17' DEEP BOT. STONE ELEV. = 63.17' 96 LF 12" Ø RCP @ 0.08 slope BOT. ELEV. (GALLEYS) = 63.67' CB3 TF = 70.60' 10" RCP INV. = 68.60' (7 LF @ 0.005 ft/ft) CB2 TF = 74.60' 8" PVC INV. = 69.60' (97 LF @ 0.01 ft/ft) CB1 TF = 74.40' 8" PVC INV. = 70.07' (47 LF @ 0.01 ft/ft) CB4 TF = 66.90' 10" RCP INV. = 63.83' (16 LF @ 0.01 ft/ft to GALLEYS) 16 LF 10" S C H 80 PVC CB5 TF = 63.60' 10" PVC INV. = 61.15' 10" RCP (OUT) = 60.91' (12 LF @ 0.02 ft/ft to GALLEYS)12 LF 10" SCH80 PVCSTORM MH (DROP MH) TF = 64.50' 12" RCP INV. (IN) = 61.16' 12" RCP INV. (OUT) = 52.00' LEVEL SPREADER TOP = 52.5 INV. = 49.5 18"Ø OBSERVATION PORT (TYP) 18"Ø OBSERVATION PORT (TYP) W W W W W WWETC ETC ETC ETC W W W W W W W W W W W W W W W W W W W W W W W W W W FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM W W W W W W W W Cut/Fill Summary Name Earthwork Totals Cut Factor 1.000 Fill Factor 1.000 2d Area 66340.66 Sq. Ft. 66340.66 Sq. Ft. Cut 3325.99 Cu. Yd. 3325.99 Cu. Yd. Fill 3645.68 Cu. Yd. 3645.68 Cu. Yd. Net 319.69 Cu. Yd.<Fill> 319.69 Cu. Yd.<Fill> WH 483-92 Triplex Grinder Pump1 1/4" SDR 11 HDPE Pipe 2" SDR 11 HDPE Pipe Superceded Job Number: Job Start Date: Checked By: Sheet Title: Drawn By: Sheet Number: Scale: 1/4/22 FE22-1700 THIS DRAWING IS THE PROPERTY OF THE ENGINEER. IT HAS BEEN SPECIFICALLY PREPARED FOR THE OWNER FOR THIS PROJECT AT THIS SITE AND IS NOT TO BE USED FOR ANY OTHER PURPOSE, LOCATION OR OWNER WITHOUT WRITTEN CONSENT OF THE ENGINEER.PREPARED FOR245 NORWICH-NEW LONDON ROAD (RT 32)22 UNIT CONDOMINIUM DEVELOPMENTD.R.R.J.E.Q.WESTERN GROUP, LLCSubmission 01/25/22 525 JOHN STREET BRIDGEPORT, CT. 06604 Office (203) 333-9465 fax (203) 336-1769 e-mail Info@FullerSurveyors MONTVILLE, CONNECTICUTAPPROVED BY THE MONTVILLE PLANNING AND ZONING COMMISSION CHAIRMAN DATE WILTON'S WAYO:\Fuller CAD Files\CT\Bridgeport\Benson Terrace\#26 - FE13-1101 - Fox\Survey Data\2013 09 10 FE 13-1100 FOX 26BENSON TERR\LOCATION.crd3/11/2022 2:15 PMStaff Comments 03/08/22 APPROVED BY THE MONTVILLE INLAND WETLAND COMMISSION CHAIRMAN DATE EXPIRATION DATE SEC PLAN APPROVAL DATE NOTES: 1.THIS PLAN IS FOR THE PROPOSED UTILITIES OF THE PROPOSED RESIDENTIAL DEVELOPMENT WITH PARKING CONSTRUCTION, AND MISCELLANEOUS LANDSCAPING. THIS PLAN IS NOT TO BE USED AS A SITE OR CONSTRUCTION PLAN. ADDITIONAL DESIGN AND DETAILS REQUIRED FOR BIDDING AND CONSTRUCTION. 2.THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS AND OTHERS ON THE CONSTRUCTION SITE. 3.THE CONTRACTOR SHALL LOCATE AND VERIFY THE SIZE, LOCATION, DEPTH AND INVERTS OF ANY AND ALL EXISTING UTILITIES PRIOR TO COMMENCING OPERATIONS. THE CONTRACTOR SHALL ALSO BE REQUIRED TO CONTACT THE TOLL FREE "CALL-BEFORE-YOU-DIG" PHONE NUMBER AT 1-800-922-4455. 4.THE PROPOSED DEVELOPMENT SHOWN HEREON WILL REQUIRE REVIEW AND APPROVAL BY THE LOCAL BUILDING DEPARTMENT. 5.ALL WORK PERFORMED BY THE OWNER / DEVELOPER MUST INCLUDE IMPLEMENTATION OF AN APPROVED SOIL EROSION AND SEDIMENTATION PLAN IN ACCORDANCE WITH PUBLIC ACT No. 83-388 [PASSED BY THE CONNECTICUT GENERAL ASSEMBLY]. THE OWNER / DEVELOPER SHALL BE THOROUGHLY FAMILIAR WITH THE CONNECTICUT GUIDELINES FOR EROSION AND SEDIMENT CONTROL PUBLISHED BY THE CONNECTICUT COUNCIL OF SOIL AND WATER CONSERVATION, JANUARY 1985. 6.RESTORE ALL DISTURBED AREAS WITH A MINIMUM OF FOUR (4") INCHES OF TOPSOIL, SEED, AND HAY MULCH UPON COMPLETION OF CONSTRUCTION. 7.LOT SERVED BY TOWN SEWER SYSTEM AND PUBLIC WATER SUPPLY. APPLICATION WILL BE MADE TO THE WATER POLLUTION CONTROL AUTHORITY FOR A PERMIT TO CONSTRUCT AND CONNECT WATER AND SEWER LINES TO THE MONTVILLE SEWER SYSTEM. 8.EXISTING UNDERGROUND UTILITY LOCATION TAKEN FROM MAPS PROVIDED BY UTILITY COMPANY AND SEWER DEPARTMENT, PRIOR SURVEYS, AND FIELD MARKINGS. 9.ALL EXISTING UTILITY LINES THAT WILL BE DISCONNECTED MUST BE CAPPED OR TERMINATED ACCORDING TO THE TOWN OF MONTVILLE AND UTILITY COMPANY STANDARDS. 10.IF REQUIRED, ALL EXISTING SANITARY SEWER LINES SHALL BE CAPPED WITHIN 2 FEET OF THE EXISTING SEWER MAIN. 11.ALL ROOF LEADERS SHALL BE PIPED AND CONNECTED TO THE SUBSURFACE DRAINAGE SYSTEM. PIPE ROUTING AND GUTTER CONNECTIONS SHALL BE DETERMINED BY CONTRACTOR. 12.ALL UNITS ARE DESIGNED TO HAVE SANITARY CONNECTIONS IN EACH BASEMENT AND WILL PUMP UP TO THE MAIN LATERAL AT THE FRONT OF THE BUILDINGS. SANITARY LIFT SYSTEMS ARE REQUIRED TO FACILITATE ALL SEWAGE DISCHARGE TO THE TOWN SEWER SYSTEM IN THE STREET. 13.ALL WORK SHALL COMPLY WITH THE FOLLOWING TOWN STANDARDS: 13.1.TOWN OF MONTVILLE SEWER USE REULES AND REGULATIONS. 13.2.TOWN OF MONTVILLE SANITARY SEWER MATERIALS AND CONSTRUCTION STANDARDS. 13.3.TOWN OF MONTVILLE SPECIFICATIONS OF WATER MAINS AND APPURTENANCES. 14.SEWER PIPE TO BE PLASTIC PVC-SDR35. 15.WATER LINES TO BE TYPE K COPPER TUBING. MAP REFERENCES: A."ZONING IMPROVEMENT LOCATION AND TOPOGRAPHIC SURVEY", DATED 7 JANUARY 2022, SCALE 1"=20', BY FULLER ENGINEERING AND LAND SURVEYING, LLC. EXTG. HOUSENORWICH-NEW LONDONROAD (CT ROUTE 32)Extg. 12" Water Main (92 PSI Static) Extg. 6" San Sewer 9.2' Deep (El. 67.8±) Extg. 6" San Sewer 9.0' Deep (El. 68.0) Extg. 1" Water to House Extg. Hydrant Approximate Wetlands Limit per DEP Wetlands 2011 50' Upland Review Area SNET 2749 BIT.CONC. APRON R 2 0 ZO N E R20 ZONE C-1 ZONE C- 1 ZON E C - 1 Z O N E BENCHMARK HELD EXTG NAIL FND IN POLE ELEV. = 77.4 111213141516171819202122 10 987654321 W W W W W PROPOSED WATER UTILITY GATE VALVE AND SERVICE LINE FINAL LOCATION BY UTILITY COMPANY WWNEW 12"x2" TAP w/2" VALVE New 2" Wate r L i n e N e w 2 " W a t e r L i n e NEW SAN MH INV IN / OUT = 68.3 Rim=72.63 Inv=69.63 SAN MH / LIFT STATION 2" FO R C E M A I N Inv In= 59.9 Sewer Inv=65.9 Sewer Inv=65.4 Sewer Inv=65.0 Sewer Inv=64.6 Sewer Inv=64.9 Sewer Inv=63.6 Sewer Inv=63.2Sewer Inv=66.3Sewer Inv=66.7Sewer Inv=67.2 Sewer Inv=62.8 Sewer Inv=62.3 Sewer Inv=61.9 6" D.I. FIRE MAIN RIM=64.8 SAN MH / LIFT STATION AS MFG. BY eONE GRINDER PUMP SYSTEMS - MODEL WH483 or WR483 - SEE DETAIL ON SHEET C-6.3 Inv In= 62.8 Sewer Inv=67.2 Sewer Inv=66.6 Sewer Inv=66.0 Sewer Inv=65.4 Sewer Inv=64.8 Sewer Inv=64.2 Sewer Inv=63.6 Sewer Inv=64.4 6' PVC SDR35 @0.01 MIN ETC ETC ETC ETC PROPOSED ETC SERVICE DROP ELECTRIC METER BANK ELECTRIC METER BANK PROPOSED E,T,C SERVICE DROP W W W W W W W W W W W W W W W W W W W W W W W W W W FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM FM 6' PVC SDR35 @0.01 MIN RIM=64.9 Inv In= 61.9 Inv = 67.1 Inv = 67.1 RIM=76.3 6" PVC SDR35 SANITARY 6" PVC SDR35 SANITARY INV = 68.2 EXTG. SANITARY LINE TO REMAIN EXTG. SAN LINE TO BE ABANDONED BETWEEN EXTG. HOUSE AND NEW MH 34" K SERVICE AND VALVE (TYP) 2" FORCE MAIN FROM EACH UNIT (TYP) 2" FORCE MAIN FROM EACH UNIT (TYP) 34" K SERVICE AND VALVE (TYP) 2" FORCE MAIN SAN MH / LIFT STATION AS MFG. BY eONE GRINDER PUMP SYSTEMS - MODEL WH483 or WR483 - SEE DETAIL ON SHEET C-6.3W W W W W W W W Sewer Inv=67.8 EXTG. WATER LINE TO BE CAPPED AND REMOVED PROPOSED FIRE HYDRANT Superceded March 22, 2022 Budgetary Low Pressure Sewer System Costs WILTON'S WAY 22 UNIT CONDOMINIUM DEVELOPMENT Quantity Sub TotalDescriptionUnit Cost Installation Valves 1 Clean Out $2,450.00$2,450.00 0.00 5 1 1/4 Isolation Valve with Box and Rod $1,825.00$365.00 0.00 $4,275.00 Pumps 2 WH473-92 $35,706.00$17,853.00 0.00 2 FRMA Multi Pump $108,000.00$54,000.00 0.00 $143,706.00 Piping 324 2.00" Pipe $891.00$2.75 0.00 $891.00 Total Per Connection Total (w/o other) >>>>>>>>>>>>$147,981.00 $24,812.00Grand Total Per Connection Grand Total (including other) >>>>>>>>>>>>$148,872.00 $24,663.50 Number of Connections 6 Note: The System Costs above are based on piping sized for, and Grinder Pumps manufactured by Environment One Corporation. Page 1 \\CWMDFS02\Home - Remote\ehess\My Documents\E One\E1 LPS Design\Wilton Way\Wilton Way.EOne PRELIMINARY PRESSURE SEWER-PIPE SIZING AND BRANCH ANALYSIS Prepared By:WILTON'S WAY March 22, 202222 UNIT CONDOMINIUM DEVELOPMENTEric Hess Max Main Elevation Minimum Pump Elevation Zone Number Connects to Zone Number of Pumps in Zone Max Sim Ops Accum Pumps in Zone Length of Main this Zone Pipe Size (inches) Max Flow Per Pump (gpm) Gals/day per Pump Max Velocity (FPS) Friction Loss Factor (ft/100 ft) Friction Loss This Zone Accum Fric Loss (feet) Max Flow (GPM) Static Head (feet) Total Dynamic Head (ft) Friction loss calculations were based on a Constant for inside roughness "C" of:This spreadsheet was calculated using pipe diameters for: SDR11HDPE 150 1.00 2.52 8.16 8.16 76.00 56.00 20.00 28.161.00 324.002.0033.00 3.5736 6 11.001467 1Page Note: This analysis is valid only with the use of progressive cavity type grinder pumps as manufactured by Environment One. \\CWMDFS02\Home - Remote\ehess\My Documents\E One\E1 LPS Design\Wilton Way\Wilton Way.EOne PRELIMINARY PRESSURE SEWER -ACCUMULATED RETENTION TIME(HR) WILTON'S WAYPrepared By: Eric Hess March 22, 202222 UNIT CONDOMINIUM DEVELOPMENT Length of Zone Average Retention Time (Hr) Accumulated Retention Time (Hr) Connects to Zone Zone Number Average Fluid Changes per Day Accumulated Total of Pumps this Zone Pipe Size (inches)Gallons per 100 lineal feet Capacity of Zone Average Daily Flow This spreadsheet was calculated using pipe diameters for:SDR11HDPE 200Gals per Day per Dwelling 324.00 49.91 8,802 176.37 0.14 0.141.00 1.00 6 2.00 15.40 1Page Note: This analysis is valid only with the use of progressive cavity type grinder pumps as manufactured by Environment One \\CWMDFS02\Home - Remote\ehess\My Documents\E One\E1 LPS Design\Wilton Way\Wilton Way.EOne tel. 781.982.9300 fax. 781.982.1056 info@frmahony.com www.frmahony.com 30 DuPaul Street 41 Bayberry Hill Road 1071 Floral Avenue 3906C Tower Hill Road Southbridge, MA 01550 W. Townsend, MA 01474 Schenectady, NY 12306 Wakefield, RI 02879 tel. 508.765.0051 tel. 978.597.0703 tel. 774-402-0354 tel. 781-561-6555 fax 508.765.1244 fax 978.597.0704 fax. 518-356-3266 General Features The model WH483 or WR483 grinder pump station is a complete unit that includes: three grinder pumps, check valve, polyethylene tank, controls, and alarm panel. Designed for higher flow applications where local codes dictate higher storage requirements. The lower portion of the tank has a smaller diameter, tapered down to a dish-shaped bottom. The large tank access opening easily accommodates installation of the grinder pumps and equipment. • Rated for flows of 5000 gpd (18,927 lpd) • 486 gallons (1840 liters) of capacity• Standard outdoor heights range from 75 inches to 122 inches The WH483 is the “hardwired,” or “wired,” model where a cable connects the motor controls to the level controls through watertight penetrations. The WR483 is the “radio frequency identification” (RFID), or “wireless,” model that uses wireless technology to communicate between the level controls and the motor controls. Operational Information Motor 1 hp, 1,725 rpm, high torque, capacitor start, thermally protected, 120/240V, 60 Hz, 1 phase Inlet Connections4-inch inlet grommet standard for DWV pipe. Other inlet configurations available from the factory. Discharge Connections Pump discharge terminates in 1.25-inch NPT female thread. Can easily be adapted to 1.25-inch PVC pipe or any other material required by local codes. Discharge15 gpm at 0 psig (0.95 lps at 0 m)11 gpm at 40 psig (0.69 lps at 28 m)7.8 gpm at 80 psig (0.49 lps at 56 m) Accessories E/One requires that the Uni-Lateral, E/One’s own stainless steel check valve, be installed between the grinder pump station and the street main for added protection against backflow. Alarm panels are available with a variety of options, from basic monitoring to advanced notice of service requirements. The Remote Sentry is ideal for installations where the alarm panel may be hidden from view. NA0214P01 Rev D WH483/WR483 FULLER ENGINEERING & LAND SURVEYING, LLC 525 JOHN STREET 2ND FLOOR BRIDGEPORT, CONNECTICUT 06604 PHONE (203)333-9465; FAX (203)336-1769 Information prepared for: WESTERN GROUP, LLC #245 Route 32 Montville, CT & Town of Montville Department of Public Works / Engineering Department Project Name: Wilton’s Way Proposed Residential Development Water Supply Report Section Documentation Provided: August 11, 2022 TYPE NO.DFU TOTAL WFU TOTAL CWFU TOTAL HWFU TOTAL Bathroom Group Private 22 6.00 132.00 3.60 79.20 2.70 59.40 1.50 33.00 Bathroom Group Public 8.00 0.00 8.00 0.00 6.00 0.00 3.00 0.00 Bathtub Private 2.00 0.00 1.40 0.00 1.50 0.00 1.50 0.00 Bathtub Public 3.00 0.00 4.00 0.00 3.00 0.00 3.00 0.00 Bar Sink 2.00 0.00 3.00 0.00 2.50 0.00 2.50 0.00 Kitchen sink, 3-bay 3.00 0.00 4.00 0.00 1.50 0.00 3.00 0.00 Kitchen sink, 2-bay 3.00 0.00 4.00 0.00 2.25 0.00 3.00 0.00 Pre-rinse 0.00 4.00 0.00 2.25 0.00 3.00 0.00 Dental unit or cuspidor 4.00 0.00 2.00 0.00 1.50 0.00 1.50 0.00 Dental lavatory 1.00 0.00 2.00 0.00 1.50 0.00 1.50 0.00 Drinking foundation 0.50 0.00 0.25 0.00 0.25 0.00 0.00 Dishwashing machine commerical 2.00 0.00 2.50 0.00 0.00 2.50 0.00 Electric Water Cooler 0.50 0.00 0.25 0.00 0.25 0.00 0.00 Floor Drain 2.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Hose Bibb 4 0.00 1.00 4.00 1.00 4.00 0.00 Kitchen sink, hand 22 2.00 44.00 2.00 44.00 1.50 33.00 1.50 33.00 Kitchen sink, w/grinder 3.00 0.00 2.00 0.00 1.50 0.00 1.50 0.00 Laundry tray 2.00 0.00 3.00 0.00 2.25 0.00 2.25 0.00 Lavatory 1-1/4" Trap 1.00 0.00 2.00 0.00 1.50 0.00 1.50 0.00 Lavatory 1-1/2" Trap 2.00 0.00 2.00 0.00 1.50 0.00 1.50 0.00 Beauty / Barber 2.00 0.00 2.00 0.00 1.50 0.00 1.50 0.00 Shower stall, domestic 2.00 0.00 3.00 0.00 2.25 0.00 2.25 0.00 Shower (group) per head 3.00 0.00 4.00 0.00 3.00 0.00 3.00 0.00 Surgeon's Sink 3.00 0.00 2.00 0.00 1.50 0.00 1.50 0.00 Flushing rim sink with valve 8.00 0.00 10.00 0.00 10.00 0.00 2.25 0.00 Service sink standard trap 3.00 0.00 3.00 0.00 2.25 0.00 2.25 0.00 Sink 2.00 0.00 2.00 0.00 1.50 0.00 1.50 0.00 Mop Sink 3.00 0.00 3.00 0.00 2.25 0.00 2.25 0.00 Urinal siphon jet, blowout 8.00 0.00 10.00 0.00 10.00 0.00 0.00 Washing machine (residential)22 2.00 44.00 3.00 66.00 2.25 49.50 2.25 49.50 Wash Sink (circular/multiple)2.00 0.00 2.00 0.00 1.50 0.00 1.50 0.00 Water Closet, private 4.00 0.00 5.00 0.00 5.00 0.00 0.00 Water Closet, Public 6.00 0.00 10.00 0.00 10.00 0.00 0.00 Security Fixture 0.00 0.00 0.00 0.00 Comby 6.00 0.00 10.00 0.00 10.00 0.00 1.50 0.00 Water Closet 6.00 0.00 10.00 0.00 10.00 0.00 0.00 Urinal 8.00 0.00 10.00 0.00 10.00 0.00 0.00 Lavatory 2.00 0.00 2.00 0.00 1.50 0.00 1.50 0.00 Shower 2.00 0.00 3.00 0.00 2.25 0.00 2.25 0.00 Dishwashing machine res.22.00 0.00 1.40 30.80 0.00 1.40 30.80 TOTAL 220.00 224.00 145.90 146.30 EXHIBIT “C” CT ECO – Environmental Conditions Online Erosion Susceptibility Map © Connecticut Environmental Conditions Online 0.1 THIS MAP IS NOT TO BE USED FOR NAVIGATION Miles0.1 Notes Legend This map is intended for general planning, management, education, and research purposes only. Data shown on this map may not be complete or current. The data shown may have been compiled at different times and at different map scales, which may not match the scale at which the data is shown on this map. 0.070 1:4,514 EROSION SUSCEPTIBILITY - #245 ROUTE 32 MONTVILLE, CT Basin Line Major Basin Regional Basin Subregional Basin Local Basin Basin Reach Erosion Susceptibility Most Susceptable to Erosion Highly Susceptable to Erosion Surficial Materials Susceptable to Erosion Soils Susceptable to Erosion Geographic Names7 Geographic Place 3 Airport Airport Heliport Railroad Streets Interstate Highway US Highway State Highway Primary limited-access Ramp Street Ferry crossing County Line State Boundary County Boundary Coastline County Name Town Line EXHIBIT “D” CT ECO – Environmental Conditions Online Soil Parent Material Map (Probable Underlying Soil Type) EXHIBIT “E” FEMA – Federal Emergency Management Agency FIRM – Insurance Rate Map