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HomeMy WebLinkAbout18-18P MK Construction Office TOWN OF SOUTH WINDSOR PLANNING & ZONING COMMISSION RECEIVED Q APPLICATION FORM Application Number: - /C APR 13 2018 Official Receipt Date: Munis Application #: t9©t S ©647 SOUTH ONDSOR PLANNING DEPT APPLICANT: Luke McCoy, c/o Kaestle Boos Associates PROJECT NAME: Office of MK Construction, Inc . COMPLETE LOCATION OF PROPERTY: Lot #005, 140 Troy Road, South Windsor, CT 06074 OWNER OF RECORD ON LAND RECORDS: MSKW, LLC OWNER ADDRESS: 6 Plum Lane, South Windsor, CT 06074 GIS PIN # Map C-5 ` 000 L-0 0 5 ZONE I NAME, ADDRESS, TELEPHONE & EMAIL ADDRESS OF PERSON TO WHOM INQUIRIES SHOULD BE DIRECTED Luke McCoy, c/o Kaestle Boos Assoc. , 416 Slater Rd. , PO Box2590, New Britain, CT 06050 Estimated presentation time: 2 0 THIS APPLICATION IS FOR: (Check all that apply): ❑ Zone Change to (Public Hearing and Certificate of Mailing Required) ❑ Open Space Subdivision/Resubdivision (Public Hearing and Certificate of Mailing Required) ❑ Subdivision ❑ Minor ❑ Major ❑ Resubdivision (Public Hearing Required) ❑ Minor ❑ Major ❑ Conditional Subdivision ❑ Special Exception to Table (Public Hearing and Certificate of Mailing Required) 0 Site Plan of Development E] New ❑ Modification Building(s) Sq Ft 5, 0 0 0 S F ❑ General Plan of Development ❑ Earth Filling (Sec. 7.6) and/or Earth Removal (Sec. 7.16) (Public Hearing and Certificate of Mailing Required) ❑ Regulation Amendment ❑ Zoning ❑ Subdivision - Attach proposed amendment (Public Hearing Required) ❑ Temporary and Conditional Permit (Public Hearing Required) for ❑ Temporary and Conditional Permit Renewal for ❑ Detached In Law Apartment or ❑ Accessory Apartment (Public Hearing and Certificate of Mailing Required) ❑ Major Home Occupation (Certificate of Mailing Required) for ❑ Other (explain in detail) PLEASE NOTE: An Application Pending Sign is required to be posted on the property for all applications ten (10) days prior to being heard by the Commission. i Sign ture VFA plicant Signature of Property Owner Luke My Mike Switzer, MSKW, LLC Print Name of Applicant Print Name of Property Owner Revised 1/9/2017 K CST C BOOS associates , inc T R A N S M I T T A L TO: Michele Lipe, AICP PROJECT: MK Construction Offices Director of Planning 140 Troy Road 1540 Sullivan Avenue South Windsor, CT 06074 South Windsor, CT 06074 FROM: Joseph A. DiCarlo KBA#17018.00 ® New Britain,CT ❑ Foxborough, DATE: April 13, 2018 MA HOW SENT: ❑ US MAIL ❑ KBA DELIVERY-ALAN ® KBA DELIVERY-OTHER ❑ UPS ❑ FED EX BY TRACKING# TRACKING# ❑ FOR YOUR USE ®FOR APPROVAL ❑ APPROVED AS CORRECTED ❑ AS REQUESTED ❑ APPROVED ❑ REVISE AND RESUBMIT ❑ FOR REVIEW AND COMMENT ❑ NOT APPROVED ❑ OTHER WE ARE SENDING YOU THE FOLLOWING: (1) ORIGINAL SET OF DRAWINGS: COVER SHEET; SS1.01; C1.01; C2.01; C3.01; L1.01; L1.02; L2.01; A 1.01; A 1.02; A2.01; A2.02; STAMPED AND SIGNED. (2)COPIES: SET OF DRAWINGS; COVER SHEET; SS1.01; C1.01; C2.01; C3.01; L1.01; L1.02; L2.01; A 1.01; A 1.02; A2.01; A2.02; (1) COPY; P &Z APPLICATION FORM. (2)COPIES; ARCHITECTURAL AND DESIGN REVIEW COMMITTEE CHECKLIST. (2) COPIES; REQUIRED INFORMATION SITE PLANS CHECKLIST. (2) COPIES: TRAFFIC REPORT. (2) COPIES; AUTHORIZATION LETTER. (2) COPIES; STORM WATER REPORT(DRAINAGE COMPUTATIONS). NOTE: DUE TO CLIENT'S UNAVAILABILITY, FILING FEE CHECK FOR$310.00 WILL BE DELIVERED TO YOUR OFFICE ON MONDAY, APRIL 16, 2018. RECEIVED APR 13 Z018 S0(jTfl III qS pL N��iNr,iJ r"T, CONNECTICUT OFFICE MASSACHUSETTS OFFICE 416 Slater Road, P.O. Box 2590 New Britain,CT 06050-2590 325 Foxborough Boulevard, Suite 100 Foxborough, MA 02035 V: (860) 229-0361 1 F: (860)229-5303 V: (508)549-9906 1 F: (508)549-9907 MSKW LLC 6 Plum Lane South Windsor, CT 06074 Phone: (860) 289-8400 Fax: (860) 289-0125 November 21, 2017 Michele Lipe, AICP Director of Planning 1540 Sullivan Avenue South Windsor, CT 06074 RE: Offices of MK Construction, Inc. Troy Road South Windsor, CT Dear Ms. Lipe, We have authorized Kaestle Boos Associates, Inc., Architects/Engineers, to act as our agents/applicants, for the above-referenced project, regarding submissions to be made to the Town. Ver Tr ly Yours, Mike Switzer President, MSKW, LLC TOWN OF SOUTH WINDSOR CHECKLIST REQUIRED INFORMATION SITE PLANS APPLICANT Luke McCoy c/o Kaestle Boos Associates, Inc . PROJECT NAME Offices of MK Construction, Inc . This checklist must be signed by plan preparer (P.E./L.S.) declaring that all required information is provided. Items 1-7 are required for all applications; items 8-11 required where appropriate. Check mark for each item supplied. 1. On each sheet for plans or maps, title block with the following information: x a. Name, address and telephone of applicant. x b. Name, address and telephone number of Land Surveyor or Professional Engineer. X c. Name of Development. x d. Date when drawings were made. X 2. Key Map: An overall map drawn to a scale of i inch equals either 100 feet or 200 feet. This map will show the overall design of the Development and surrounding property within 500 feet. X a. Data block which gives needed zoning information such as percentage of lot coverage, acreage of tract, number of apartment units, parking requirements, etc. x b. Outline of buildings. N/A c. Layout of streets. x d. Surrounding property boundaries-within 500 feet. x e. Names of abutting property owners. N/A f. Proposed open spaces and recreation areas. X g. Driveway cuts on abutting properties and any properties across from proposed site. x h. Distance to and name of nearest intersection street. X 3. Architectural Elevations: See attached checklist for Architecture and Design Review. X 4. Plot Plan: A layout map of the proposed site drawn to a scale of 1 inch equals 40 feet on either of the following size sheets: (1) 24" x 36" with a 3/4" ruled margin; (2) 18" x 24" with a 1/2" ruled margin, containing the following data: X a. Distance and bearings of all boundary lines and acreage of site. Iron pins required at all property angle points and shown on map. N/A b. Proposed streets and street lines with center line station, curve data, and parking spaces. X c. Building lines in accordance with zoning regulations. X d. Proposed buildings and other structures, including signs, outside lighting, and dumpsters (on concrete pad and screened). N/A e. Easements, noting grantors, grantees, and purpose must be shown in table format, e.g. below Grantor Grantee Type of Date Filed Vol/Pg Easement X f. Names of abutting property owners. X g. Monuments will be indicated at corners and angles of all streets and at all points of curvature and tangency. The monumented points within proposed site shall be coordinated. These coordinates shall appear in tabular form on the plot plan. The accessibility of these CGS points shall be determined by the Town Engineer. N/A h. All open space or other common or public land uses shall be indicated. X i. A-2 certification; P.E./L.S. Seal. X 5. Topographic Map: A map drawn to a scale of 1 inch to 40 feet on sheets not exceeding 24 inches by 36 inches, including ruled margins shall in addition to the requirements of the plot plans show the following: X a. All existing and proposed buildings. X b. Curb Lines and pavement width, sidewalks. X c. Existing and proposed sanitary sewers. X d. Existing and proposed water and-all existing utilities. 2 N/A e. Present wooded area indicated by foliage lines. Any trees to be saved should be shown. X f. Existing and proposed contours shall be shown in not less than two-foot intervals, but in cases of relatively level land, the contours shall be one- foot intervals and spot elevations. N/A g . Regulated wetlands and 100-year floodplain or note that none are present. X h. Proposed storm drainage system, showing all catch basins, endwalls, manholes, lengths and sizes of pipes and elevations of structures. (Maximum distance between catch basins shall be 300 feet and minimum size of storm drain lines shall be 15 inches, within Town ROW.) If plan/profile sheet is provided all of this does not need to be shown. Only top of frame elevations and inverts of open discharge pipe shall be shown on this plan. N/A i. Connections of all springs into proposed storm drainage system as needed. N/A j. Location and indications of existing brook channels, and 100-year flood limits. X k. A-2 &T-2 Certification; P.E & L.S. Seals. X 6. Landscaping plan X 7. Drainage calculations: - Zero Runoff Increase per attached guidelines. X 8. Traffic Report X 9. Site Lighting Plan N/A 10. Plans and Profiles: A plan and profile of the proposed streets drawn on plan/profile paper of scales 1 inch to 40 feet horizontally, and 1 inch to 4 feet vertically on sheets not exceeding 24 inches by 36 inches, including ruled margins and containing the following: N/A a. Layout of streets in sections coordinated by stations with the profile. N/A b. Street plan showing roadways, drainage,sanitary sewer (including house sewer), foundation drains, lot lines, buildings including all utilities with elevations (top frame and inverts), size, type, length, slopes of pipes. N/A c. Sight line at driveway & street intersections. 3 N/A d. Profile of roadway showing existing and finished grades. Roadway profile will show all tangent grade and all vertical curve information. N/A e. Profile will show all catch basins and all drainage lines between catch basins with all invert and top of frame elevations, sizes, lengths and slopes of pipes. N/A f. Where any storm drainage line discharges into an existing brook sufficient profile of this brook will be shown to determine conditions. X g. CGS datum shall be used on all sites accessible to these controls. The Town Engineer shall, based on standard engineering practices, determine the accessibility of these controls. N/A h. Profiles shall show all sanitary sewer lines and manholes, including elevations, (inverts, top of frame) sizes, lengths, and slopes of pipes. Top of foundation elevations for building shall be shown. N/A 11. Open Space Site Improvement Plans: For sites which require or include a provision for open spaces, a plan which contains data for site improvement may be required. This map shall be drawn to a scale of 1 inch equals 40 feet. N/A 12. Sanitary Report: Where individual sanitary sewage disposal systems are proposed, the final plans shall include a Sanitary Report certified by a Professional Engineer. The report shall demonstrate the feasibility of the proposed individual systems. ,�,1®Ig;IIIIIII/p®,a ®�, ®F CON/v���i®,i :O . :;A * ¢ �:,� e I-33 • q O• VI-3110'- PLAN PREPARER (P.E./L.S.) DATE February 2002; Rev. 4-04 4 .. Alfred Benesch&Company 120 Hebron Avenue,2nd Floor benesch Glastonbury,cr h.com www.benesch.com P 860-633-8341 F 860.633-1068 January 10, 2018 Enrico J. Chiarillo,AIA Kaestle Boos Associates, Inc. 416 Slater Road New Britain, CT 06050 Re: Proposed MK Construction Office Building 140 Troy Road South Windsor, CT Dear Mr. Chiarillo; At the request of the owner, we have reviewed the anticipated traffic impact office building and garage for MK Construction, Inc. to be located at 140 Troy Road in South Windsor. The site is located approximately 600 feet to the west of Brookfield Street along the south side of the road and is currently undeveloped. The proposed building will be approximately 4,500 square feet with 12 parking spaces. There will be a single driveway to Troy Road.To assess the traffic impact from the proposed building,we have measured the available intersectional sight distance (ISD) at the proposed drive location and calculated the anticipated number of vehicle trips that will be generated. The posted speed limit for Troy Road in the vicinity of the site is 25 mph. Based on a speed of 35 mph (15 mph over the posted speed limit), a minimum of 390 feet of sight distance is needed in both directions. The sight distances along Troy Road were filed measured from the proposed drive location and found to be greater than 400 feet in each direction which exceeds the minimum distance required. Oblenesch Enrico J. Chiarillo,AIA Page 12 The traffic impact of the proposed development is determined by calculating the number of new trips that are expected to be generated by the development. The trip generation volumes represent the number of trips expected to be added to the roadway during the peak hours of the proposed development.The Institute of Transportation Engineers (ITE)Trip Generation,9th Edition, 2012 contains Land Use 710 "Office Building". The number of anticipated trips for the proposed development were calculated using the average trip generation rates for a 4,500 square foot building. The number of trips anticipated for the proposed MK Construction offices are: Trips Average Daily 50 AM Peak Hour 7 Entering= 88% 6 Exiting= 12% 1 PM Peak Hour 7 Entering= 17% 1 Exiting = 83% 6 The above figures indicate the expected generated trips for the proposed offices a total of 50 trips (25 entering/25 exiting)for the entire day with 6 vehicles entering and 1 vehicle exiting during the morning peak hour and 1 vehicle entering and 6 vehicles exiting the during the afternoon peak hour. If you have any questions or need additional information, please contact me. Very truly yours, .®� R. FRED BEASCrri %�•'• �18591 .��c ephen R. Uiman, P.E:, PTO ENS�• ''%,ss/O NSA t���.�``• Sr. Project Engineer (70432) Stormwater Report Proposed MK Construction Office Building 5 Troy Road South Windsor, CT PREPARED FOR Kaestle Boos Associates, Inc. 416 Slater Road New Britain, CT February 13,2018 RECEIVED APR 1 3 19-018 SOUTH WINDSOR PLANNING DEPT. benesch engineers scientists planners TABLE OF Introduction .................................................................. Methodology ................................................................... Soils&Topography ............................................................ Results................................................................................ ATTACHMENTS Appendix A NRCS Soil Information Appendix B Soil Permeability Report Appendix C Proposed Conditions Drainage Calculations Drainage Report 1ABLE OF CONTENTS Introduction .................................................................. Methodology ................................................................... Soils&Topography ............................................................ Results................................................................................ ATTACHMENTS AppendixA NRCS Soil Information Appendix B Soil Permeability Report Appendix C Proposed Conditions Drainage Calculations Drainage Report Stormwater Report Proposed MK Construction Office Building 5 Troy Road South Windsor, CT PREPARED FOR Kaestle Boos Associates, Inc. 416 Slater Road New Britain, CT February 13, 2018 RECEIVED APR 13 2018 SOUTH WWDSOR PLANNING DEPT. benesch engineers • scientists • planners Proposed MK Construction Office Building 5 Troy Road South Windsor, CT February 13, 2018 INTRODUCTION This drainage report contains calculations for the stormwater drainage gallery system at the proposed MK Construction Office Building site. There are (3) three proposed gallery system located within the proposed paved parking lot as shown on the attached "Proposed Conditions Drainage Map", DA-1. Gallery systems No. 1 and No. 3 will collect roof drainage from the proposed office building and Gallery system No. 3 will collect parking lot drainage only. Parking lot drainage is collected in catch basins that are piped to the gallery systems. The systems are designed to contain and infiltrate the 10-year design storm. Permeability testing of the existing soils was conducted by Welti Geotechnical, P.0 and the permeability rate was found to be 28 feet per day. The permeability report is in Appendix B. METHODOLOGY Hydrology Computer software: HydroCAD © 10.0 2014 Software Solutions, LLC Hydrology modeling software Hydrologic Methodology: SCS Dimentionless Unit Hydrograph Method Surface Runoff Conditions Rainfall Data: Type III—24 Hour Rainfall Distribution—Connecticut 10-Years Storm=4.7 inches Watershed Areas: Watershed areas were measured using AutoCAD software based on the areas delineated on topographic mapping shown on the drainage area map "DA-1 Proposed Conditions Drainage Map". SOILS & TOPOGRAPHY The Soil Survey Map of the proposed project site is based on available National Resource Conservation Service (MRCS) mapping. A summary of the soil types present on-site is provided below with the complete NRCS soil description data included as Appendix A. RESULTS Peak flows to the storm drainage gallery systems were calculated for the proposed conditions l0,year rainfall event. The calculated peak flows and elevations in each system are given in Table 1 below: Table 1 Analysis Point Peak Flow Bottom Top of Peak to Gallery Elev. of Stone Water (cfs) Gallery Elev. Gallery#1 0.72 92.40 95.44 95.10 Gallery#2 0.62 90.60 93.64 93.22 Gallery#3 0.64 91.00 94.00 93.86 The results shown on Table 1 indicate that the galleries are sufficiently sized to contain the runoff from the 10-year storm within the crushed stone surrounding the galleries. RESULTS Peak flows to the storm drainage gallery systems were calculated for the proposed conditions l0,year rainfall event. The calculated peak flows and elevations in each system are given in Table 1 below: Table 1 Analysis Point Peak Flow Bottom Top of Peak to Gallery Elev. of Stone Water (cfs) Gallery Elev. Gallery#1 0.72 92.40 95.44 95.10 Gallery#2 0.62 90.60 93.64 93.22 Gallery#3 0.64 91.00 94.00 93.86 The results shown on Table 1 indicate that the galleries are sufficiently sized to contain the runoff from the 10-year storm within the crushed stone surrounding the galleries. Proposed MK Construction Office Building 5 Troy Road South Windsor, CT February 13, 2018 INTRODUCTION This drainage report contains calculations for the stormwater drainage gallery system at the proposed MK Construction Office Building site. There are (3) three proposed gallery system located within the proposed paved parking lot as shown on the attached "Proposed Conditions Drainage Map", DA-l. Gallery systems No. 1 and No. 3 will collect roof drainage from the proposed office building and Gallery system No. 3 will collect parking lot drainage only. Parking lot drainage is collected in catch basins that are piped to the gallery systems. The systems are designed to contain and infiltrate the 10-year design storm. Permeability testing of the existing soils was conducted by Welti Geotechnical, P.0 and the permeability rate was found to be 28 feet per day. The permeability report is in Appendix B. METHODOLOGY Hydrology Computer software: HydroCAD c0 10.0 2014 Software Solutions, LLC Hydrology modeling software Hydrologic Methodology: SCS Dimentionless Unit Hydrograph Method Surface Runoff Conditions Rainfall Data: Type III—24 Hour Rainfall Distribution—Connecticut 10-Years Storm=4.7 inches Watershed Areas: Watershed areas were measured using AutoCAD software based on the areas delineated on topographic mapping shown on the drainage area map "DA-1 Proposed Conditions Drainage Map". SOILS & TOPOGRAPHY The Soil Survey Map of the proposed project site is based on available National Resource Conservation Service (MRCS) mapping. A summary of the soil types present on-site is provided below with the complete NRCS soil description data included as Appendix A. APPENDIX NRCS SOIL INFORMATION _USDA United States A product of the National Custom Soil Resource �— Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for States Department of NRCS Agriculture and other State o� Federal agencies, State Natural agencies including the Resources Agricultural Experiment Connecticut Conservation Stations, and local Service participants a 1MM 8.000 lit " January 8, 2018 USDA United States A product of the National Custom Soil Resource Department of Cooperative Soil Survey, Agriculture a joint effort of the United Report for NRCSStates Department of Agriculture and other State of Federal agencies, State Natural agencies including the Resources Agricultural Experiment Connecticut Conservation Stations, and local Service participants January 8, 2018 APPENDIX NRCS SOIL INFORMATION 3 Custom Soil Resource Report Soil Map A 3 701230 4l°51'LO"N 701240 7M250 701260 701270 701280 701290 701300 701310 701320 701330 701340 701350 701360 701370 701380 41°51'16"N 52 s� OFF ggg o 8i 41°51'6"N 4Y°Sl'6"N 701230 701240 701250 70121D 701270 701280 701290 701300 701310 701320 701330 701340 701350 701360 701370 701380 701390 s 3 MaP Scale:1:752 f printed on A landscape(11"x 8.5')sheet. N —-.. 0 10 20 40 60 N _ ^ _ _. e._;Feet 0 35 70 140 210 Map Projection:Web Mercator Comer ax)rdinates:WG%4 Edge 1i6:UTM Zone 18N WGS84 9 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOq Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) Stony Sot 1:12,000. p Soils Very Stony Spot Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale. Wet Spot �.y Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause Other misunderstanding of the detail of mapping and accuracy of soil � Soil Map Unit Points 9 PP� 9 Y Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed V Blowout Water Features scale. Streams and Canals Borrow Pit Transportation Please rely on the bar scale on each map sheet for map Clay Spot � Rails measurements. Closed Depression ,y interstate Highways Source of Map: Natural Resources Conservation Service Grave!Pit �y US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator Lava Flow Background projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the Marsh or swamp . Aerial Photography Albers equal-area conic projection,should be used if more 1.71 Mine or Quarry accurate calculations of distance or area are required. ;n?. Miscellaneous Water This product is generated from the USDA-NRCS certified data as I Perennial Water of the version date(s)listed below. Rock Outcrop Soil Survey Area: State of Connecticut + Saline Spot Survey Area Data: Version 16,Sep 15,2017 Sandy Spot Soil map units are labeled(as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Sep 29,2013—Oct Slide or Slip 16,2016 Sodic Spot 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. 10 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOq Spoil Area The soil surveys that comprise your AOI were mapped at Area of Interest(AOI) Stony Spot 1:12,000. Soils 0 Soil Map Unit Polygons Very Stony Spot Warning:Soil Map may not be valid at this scale. Wet Spot n„r Soil Map Unit Lines Other Enlargement of maps beyond the scale of mapping can cause Soil Map Unit Points misunderstanding of the detail of mapping and accuracy of soil Special Line Features line placement.The maps do not show the small areas of Special Point Features contrasting soils that could have been shown at a more detailed Blowout Water Features scale. Borrow Pit Streams and Canals Clay Spot Transportation Please rely on the bar scale on each map sheet for map i-i-F Rails measurements. Closed Depression 0%/ Interstate Highways �K Gravel Pit Source of Map: Natural Resources Conservation Service US Routes Web Soil Survey URL: Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857) i Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator Lava Flow Background projection,which preserves direction and shape but distorts g distance and area.A projection that preserves area,such as the Marsh or swamp . Aerial Photography Albers equal-area conic projection,should be used if more Mine or Quarry accurate calculations of distance or area are required. o;• Miscellaneous Water This product is generated from the USDA-NRCS certified data as Perennial Water of the version date(s)listed below. Rock Outcrop Soil Survey Area: State of Connecticut + Saline Spot Survey Area Data: Version 16,Sep 15,2017 Sandy Spot Soil map units are labeled(as space allows)for map scales Severely Eroded Spot 1:50,000 or larger. Sinkhole Date(s)aerial images were photographed: Sep 29,2013—Oct Slide or Slip 16,2016 Sodic Spot 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. 10 3 Custom Soil Resource Report Soil Map A N 701230 M1240 701250 701250 701270 701280 701290 70130D 701310 7D1320 701330 701340 701350 701350 701370 70138D ^ 41°51'10"N 41'51'10"N 0 o_ o_ 41°51'6'N 41°51'6"N 701230 701240 701250 701260 701270 701280 701290 701300 701310 70132D 70133D 701340 701350 701350 701370 70138D 701390 - 3 Map Scale:1:752 if printed on A landscape(11"x 8.5')sheet N -u�:===.::::-.:_.:_�-.-�......:::..::Meters � ^ 0 10 20 40 60 ��_ -,Feet 0 35 70 140 210 Map projection:Web Maxtor Comer coordinates:WGS84 Edge tics:UTM Zone 18N WGS84 9 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 21A Ninigret and Tisbury soils,0 to 5 0.4 27.0% percent slopes 36A Windsor loamy sand,0 to 3 0.2 14.7% percent slopes 36B Windsor loamy sand,3 to 8 0.8 58.3% percent slopes Totals for Area of interest 1.4 100.0% Map Unit Descriptions 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 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 11 Custom Soil Resource Report 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. 12 Custom Soil Resource Report 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. 12 Custom Soil Resource Report Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI 21A Ninigret and Tisbury soils,0 to 5 0.4 27.0% percent slopes 36A Windsor loamy sand,0 to 3 0.2 14.7% percent slopes 36B Windsor loamy sand,3 to 8 0.8 58.3% percent slopes Totals for Area of Interest 1.4 100.0% Map Unit Descriptions 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 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 lanciforms or 11 Custom Soil Resource Report State of Connecticut 21A—Ninigret ret and Ti g sbury soils, 0 to 5 percent slopes Map Unit Setting National map unit symbol: 2tx07 Elevation: 0 to 1,260 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: All areas are prime farmland Map Unit Composition Ninigret and similar soils: 60 percent Tisbury and similar soils: 25 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform: Outwash plains, outwash terraces, drainageways, moraines, depressions, kames, kame terraces Landform position (two-dimensional): Backslope, shoulder, footslope, summit Landform position (three-dimensional): Side slope, crest, tread, rise, dip Down-slope shape: Convex, linear, concave Across-slope shape: Convex, concave Parent material. Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap-0 to 8 inches: fine sandy loam Bw1 -8 to 16 inches: fine sandy loam Bw2- 16 to 26 inches: fine sandy loam 2C-26 to 65 inches: stratified loamy sand to loamy fine sand Properties and qualities Slope: 0 to 5 percent Depth to restrictive feature: 18 to 38 inches to strongly contrasting textural stratification Natural 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 17 to 39 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low(about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Croup: C Hydric soil rating: No 13 Custom Soil Resource Report Description of Tisbury Setting Landform: Outwash terraces, valley trains, deltas, depressions, depressions, outwash plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread, talf, dip 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: stratified extremely gravelly sand Properties and qualities Slope: 0 to 5 percent Depth to restrictive feature: 24 to 36 inches to strongly contrasting textural stratification Natural drainage class: Moderately well drained Runoff class: 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 Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low(about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C 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): Backslope,footslope, summit, shoulder Landform position (three-dimensional): Side slope, crest, riser, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Agawam Percent of map unit: 5 percent Landform: Moraines, kames, kame terraces, outwash plains, outwash terraces Landform position (two-dimensional): Backslope, shoulder, footslope, summit Landform position (three-dimensional): Side slope, crest, tread, riser, rise Down-slope shape: Convex Across-slope shape: Convex 14 Custom Soil Resource Report Description of Tisbury Setting Landform: Outwash terraces, valley trains, deltas, depressions, depressions, outwash plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread, talf, dip 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: stratified extremely gravelly sand Properties and qualities Slope: 0 to 5 percent Depth to restrictive feature: 24 to 36 inches to strongly contrasting textural stratification Natural drainage class: Moderately well drained Runoff class: 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 Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low(about 4.3 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C 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): Backslope, footslope, summit, shoulder Landform position (three-dimensional): Side slope, crest, riser, tread Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Agawam Percent of map unit. 5 percent Landform: Moraines, kames, kame terraces, outwash plains, outwash terraces Landform position (two-dimensional): Backslope, shoulder,footslope, summit Landform position (three-dimensional): Side slope, crest, tread, riser, rise Down-slope shape: Convex Across-slope shape: Convex 14 Custom Soil Resource Report State of Connecticut 21A—Ninigret and Tisbury soils, 0 to 5 percent slopes Map Unit Setting National map unit symbol. 2tx07 Elevation: 0 to 1,260 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: All areas are prime farmland Map Unit Composition Ninigret and similar soils: 60 percent Tisbury and similar soils: 25 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Ninigret Setting Landform: Outwash plains, outwash terraces, drainageways, moraines, depressions, kames, kame terraces Landform position (two-dimensional): Backslope, shoulder, footslope, summit Landform position (three-dimensional): Side slope, crest, tread, rise, dip Down-slope shape: Convex, linear, concave Across-slope shape: Convex, concave Parent material. Coarse-loamy eolian deposits over sandy and gravelly glaciofluvial deposits derived from gneiss, granite, schist, and/or phyllite Typical profile Ap-0 to 8 inches: fine sandy loam Bw1 -8 to 16 inches: fine sandy loam Bw2- 16 to 26 inches: fine sandy loam 2C-26 to 65 inches: stratified loamy sand to loamy fine sand Properties and qualities Slope: 0 to 5 percent Depth to restrictive feature: 18 to 38 inches to strongly contrasting textural stratification Natural 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 17 to 39 inches Frequency of flooding: None Frequency of ponding: None Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low(about 3.4 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C Hydric soil rating: No 13 Custom Soil Resource Report Hydric soil rating: No Haven Percent of map unit: 3 percent Landform: Outwash terraces, moraines, kames, kame terraces, outwash plains Landform position (two-dimensional): Shoulder,footslope, backslope, summit Landform position (three-dimensional): Side slope, crest, riser, tread, rise, dip Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Raypol Percent of map unit: 2 percent Landform: Outwash plains, outwash terraces,valley trains, deltas, depressions, depressions Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread, dip, talf Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 36A—Windsor loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkg Elevation: 0 to 990 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 Windsor, loamy sand, and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform: Deltas, dunes, outwash plains, outwash terraces Landform position (three-dimensional): Riser,tread Down-slope shape: Linear, convex Across-slope shape: Linear, convex Parent material: Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O-0 to 1 inches: moderately decomposed plant material A- 1 to 3 inches: loamy sand 15 Custom Soil Resource Report Sw-3 to 25 inches: loamy sand C-25 to 65 inches: sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: 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 Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low(about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Deerfield, loamy sand Percent of map unit. 10 percent Landform: Terraces, deltas, outwash plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread, talf Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Hinckley, loamy sand Percent of map unit: 5 percent Landform: Deltas, eskers, kames, outwash plains Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest, head slope, rise Down-slope shape Convex Across-slope shape: Convex, linear Hydric soil rating: No 3613—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days 16 Custom Soil Resource Report Bw-3 to 25 inches: loamy sand C-25 to 65 inches: sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: 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 Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low(about 3.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Deerfield, loamy sand Percent of map unit: 10 percent Landform: Terraces, deltas, outwash plains Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread, talf Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No Hinckley, loamy sand Percent of map unit. 5 percent Landform: Deltas, eskers, kames, outwash plains Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest, head slope, rise Down-slope shape: Convex Across-slope shape: Convex, linear Hydric soil rating: No 3613—Windsor loamy sand, 3 to 8 percent slopes Map Unit Setting National map unit symbol: 2svkf Elevation: 0 to 1,210 feet Wan annual precipitation: 36 to 71 inches Mean annual air temperature: 39 to 55 degrees F Frost-free period: 140 to 240 days 16 Custom Soil Resource Report Hydric soil rating: No Haven Percent of map unit: 3 percent Landform: Outwash terraces, moraines, kames, kame terraces, outwash plains Landform position (two-dimensional): Shoulder, footslope, backslope, summit Landform position (three-dimensional): Side slope, crest, riser, tread, rise, dip Down-slope shape: Convex Across-slope shape: Convex Hydric soil rating: No Raypol Percent of map unit: 2 percent Landform: Outwash plains, outwash terraces,valley trains, deltas, depressions, depressions Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Tread, dip, talf Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 36A—Windsor loamy sand, 0 to 3 percent slopes Map Unit Setting National map unit symbol: 2svkg Elevation: 0 to 990 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 Windsor, loamy sand, and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform: Deltas, dunes, outwash plains, outwash terraces Landform position (three-dimensional): Riser, tread Down-slope shape: Linear, convex Across-slope shape: Linear, convex Parent material. Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O-0 to 1 inches: moderately decomposed plant material A - i to 3 inches: loamy sand 15 Custom Soil Resource Report Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform: Deltas, dunes, outwash plains, outwash terraces Landform position(three-dimensional): Riser, tread Down-slope shape: Linear, convex Across-slope shape: Linear, convex Parent material. Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O-0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw-3 to 25 inches: loamy sand C-25 to 65 inches: sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: 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 Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low(about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Hinckley, loamy sand Percent of map unit: 10 percent Landform: Outwash plains, deltas, eskers, kames Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Head slope, nose slope, side slope, crest, rise - Down-slope shape: Convex Across-slope shape: Linear, convex Hydric soil rating: No Deerfield, loamy sand Percent of map unit: 5 percent 17 Custom Soil Resource Report Landform: Deltas, outwash plains, terraces Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread, talf Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No 18 Custom Soil Resource Report Landform: Deltas, outwash plains, terraces Landform position (two-dimensional): Footslope Landform position (three-dimensional): Tread, talf Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No 18 Custom Soil Resource Report Farmland classification: Farmland of statewide importance Map Unit Composition Windsor, loamy sand, and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Windsor, Loamy Sand Setting Landform: Deltas, dunes, outwash plains, outwash terraces Landform position (three-dimensional): Riser, tread Down-slope shape: Linear, convex Across-slope shape: Linear, convex Parent material. Loose sandy glaciofluvial deposits derived from granite and/or loose sandy glaciofluvial deposits derived from schist and/or loose sandy glaciofluvial deposits derived from gneiss Typical profile O-0 to 1 inches: moderately decomposed plant material A - 1 to 3 inches: loamy sand Bw-3 to 25 inches: loamy sand C-25 to 65 inches: sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Excessively drained Runoff class: 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 Salinity, maximum in profile: Nonsaline (0.0 to 1.9 mmhos/cm) Available water storage in profile: Low(about 4.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group: A Hydric soil rating: No Minor Components Hinckley, loamy sand Percent of map unit. 10 percent Landform: Outwash plains, deltas, eskers, kames Landform position (two-dimensional): Summit, shoulder, backslope Landform position (three-dimensional): Head slope, nose slope, side slope, crest, rise Down,-slope shape: Convex Across-slope shape: Linear, convex Hydric soil rating: No Deerfield, loamy sand Percent of map unit: 5 percent 17 APPENDIX B SOIL PERMEABILITY REPORT WELTI GEOTECHNICAL, P.C. Formerly Dr.Clarence Welti,PE.PC. 227 Williams Street• P.O. Box 397 Glastonbury,CT 06033-0397 (860)633-4623/FAX(860)657-2514 January 2, 2018 Mr. Joe DiCarlo Kaestle Boos Associates, Inc. 416 Slater Road, P.O. Box 52590 New Britain, CT 06050-2590 Re: Proposed Stormwater Infiltration System at 140 Troy Road, South Windsor, CT Dear Joe: Pursuant to your request we observed a test pit taken at the above the site. The pit was excavated to a depth of depth of 6 feet.The soils cross section included about 12"of topsoil and subsoils with roots underlain by a fine sand with trace silt. Groundwater water was not evident in the test pit. A laboratory permeability test and sieve analysis were performed on a sample taken from the bottom of the test pit. The report for the sieve analysis is attached herewith. The sample had a permeability of 28 feet/day. Also attached is a table which provides an estimate of the permeability based on the D50 size and uniformity coefficient taken from the sieve analysis. If you have any questions,please call me. Very truly yours, Max Welti, P. E. WELTI GEOTECHNICAL, P.C. Formerly Dr.Clarence Welti, PE. PC. 227 Williams Street• P.O. Box 397 Glastonbury, CT 06033-0397 (860)633-4623/FAX(860)657-2514 January 2, 2018 Mr. Joe DiCarlo Kaestle Boos Associates, Inc. 416 Slater Road, P.O. Box 52590 New Britain, CT 06050-2590 Re: Proposed Stormwater Infiltration System at 140 Troy Road, South Windsor, CT Dear Joe: Pursuant to your request we observed a test pit taken at the above the site. The pit was excavated to a depth of depth of 6 feet. The soils cross section included about 12"of topsoil and subsoils with roots underlain by a fine sand with trace silt. Groundwater water was not evident in the test pit. A laboratory permeability test and sieve analysis were performed on a sample taken from the bottom of the test pit. The report for the sieve analysis is attached herewith. The sample had a permeability of 28 feet/day. Also attached is a table which provides an estimate of the permeability based on the D50 size and uniformity coefficient taken from the sieve analysis. If you have any questions, please call me. Very truly yours, Max Welti, P. E. APPENDIX B SOIL PERMEABILITY REPORT o > BM o NAIL IN POLE I o ELEV.=95.45 _ m ° o � _ j MON > 1p SNETJ SNE 5100 q 3523 \ �7,.77 95x52 120' — x 96x 30 96x52 qbx4-&— 8"SonitorySewer _97.HE 9; MH 94x 91 - TROY ROAD TF N96 38 �S 7 —— x — ___ 96xna FLOW LINE=88.03 95x77 r — —-'3f�x3�—————_ _ 96x66 19 96..an. Q7 97x02 97x 01 97x87 97x26� I _ —— _ _ S68°9'40 E 225.00 �MON \ 95x32 MERESTONE — — e e D� I 97.39 31 FD N 871461.80 \ p ) 96x63 96x94 - N 87137,8 10 97.84 ;�-._L E 1047609.34 ��? 96x76 i _ E 10 �818.19 I I 95x 14 �� \ ———————— I \ t /� 98x43 98x32 I I \ 9 04 98x 50 CD 13 1 96x52 97x57 \46 x � x85 1 � I I p I \ 1 93x2)6 ———— 96x69 I '0 A3Sc9&——— 97x 51 98x32 98 03 >� 00 50' FRONT YA D 93x I \I\ \\\\ \\\ 99 Sf�\ \ 97x 51 \ x ' 94x38 �\ 96x25 96— —— 96x34 \1 I � —`---�— ----' —`I /95x391 /92180 N/F 4 'I o TEST PIT 4 �' THY E. KRIVICK I} a JLLIVAN AVENUE -- -- — >-1, 01 273 P. 343 N 92x42 W 93 \ I x24 \ 94x 16 /� N NN 92x61 \\ / 92x75 0I �O IN 1n N 871322.56 15' REAR YARD — - — — — J E 7047553,54 MON (FD) /91x91 \ 9a..45_ � 92x55 �� \\ N68°9'40"W 92.3 — 92 77 225.00 — — aaxaz MON TEST PIT LOCATION (F°) \ N 871238.86 MK CONSTRUCTION OFFlCES E 1047762.39 \ 140 TROY ROAD \ SOUTH VWNDSOR, CT 06074 � \ 92x22 11/28/2017 #17018.00 N/F BARBARA.CHARLES &GEORG Particle Size Distribution Report C 6 O O O 100 I I I I I 1 I I I I I I I I I I 1 I I 1 I I 1 I I I I I 1 I 1 I I 1 I I I I I I I I I I I I I I I I I I I I I I I 90 I I I I I I I I I I I I I I I I I I I 1 I I I I I I I ! 1 I I I 1 I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 80 I I I I I I I I I I 1 I I 1 I I I I I I I I I I I I I I 1 I I I I I I I I I I I I 1 I I I I I I I I I I I I I I 70 I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I I I I I I 1 I I I 1 I I I I N I I I I I I I I I I I I I 1 LLI 60 I I I I I 1 I 1 Z I I I 1 I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I 1 I I I I I I 1 Z 50 I I I I 1 I I I ! 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I I I I I I I I I I I I I I I I I I I I I I I I 0 I I I I 1 I I I I I 1 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %+3" %Gravel %Sand %.Fines Coarse Fine Coarse Medium Fine Silt Clay O 0.0 0.0 0.0 0.0 9.8 86.6 3.6 LL PL D D D-5n D30 Dig D10 C C11 O 0.3827 0.2669 0.2350 0.1795 0.1358 0.1161 1.04 2.30 Material Description USCS AASHTO O Project No. Client: MK CONSTRUCTION Remarks: Project: PROPOSED OFFICE BUILDING, 140 TROY ROAD,SOUTH WINDSOR,CT O Source of Sample:TESTPIT#1 CLARENCE WELT1 ASSOCIATES, INC. Figure Particle Size Distribution Report C C C C S C � O O O O O O O (O M N n \ M N yk 100 I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I 1 I 1 I I I I I I I I 90 I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I 1 I 1 I I I 80 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 70 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I N 1 1 I I I 1 I I I I I 1 I W 60 I I I I I I I 1 I I Z I I I I I I I I I I I I 1 I I I 1 I I I I 1 I I I i I I I I I I I I I I I I I I 1 I I I I I I I I Z 50 I 1 I I I I I 1 I I I W I I I I I I I I I I I I U I I I I I I I I I I I I I I N �I- I I I I I I I 1 I I a40 I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I 30 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 20 10 IIIIIIIIIII III11IIIIII 1IIIIIIIIII IIIIIIIIIII IIIIIIIIIII IIIIIIIIIII IIIIIIII1II 1IIIIII1I IIIIIIIIII IIIIII II1IIIII 1 1 1 0 I I 100 10 1 0.1 0.01 0.001 GRAIN SIZE-mm. %+3„ %Gravel %Sand %Fines Coarse Fine Coarse Medium Fine Silt Clay O 0.0 0.0 0.0 0.0 9.8 86.6 3.6 LL PL D85 Dgn Dr go D D D CrC„ O 0.3827 0.2669 0.2350 0.1795 0.1358 0.1161 1.04 2.30 Material Description USCS AASHTO O Project No. Client: MK CONSTRUCTION Remarks: Project: PROPOSED OFFICE BUILDING, 140 TROY ROAD,SOUTH WINDSOR,CT O Source of Sample:TESTPIT#1 CLARENCE WELTI ASSOCIATES, INC. ` Figure v i ► > BM > o NAIL IN POLE o ELEV.=95.45 I > o e MON >0 1 FD) (FDSNET —� SNE ? 5100 \ 3523 9�` asp/�a 95]caR 95x?R 9 fir, ari..AS _— 97..71 95x52 0, 120' ———————— xgo ————— 96x30 96x52 & _96x4r. 8"SOnitorwSewer �7-5B �_ __ 9: TROY ROAD SANMH \ TF=96.38 \\ — 37 FLOW LINE=88.03 3362 96xnR 97x 96„Rn � g7�4\\f_2 77 97x02 96x66 7x � MON S68°9'40E 225.00' DL I 97 39 y1 95 32 MERESTONE x 1 I \ N 871461.80 \ OFD) 96 63 96x94 -- \ N 87137�8 10 9�x84 % —L E 1047609.34 ��? x 96x76 _` E 104;818.19 I I I \ \ / -------' I I I \ 95x14 ( // 98,43 98x32 I I \ o 98x50 O > 9 t04 96x52 97x57 11 0. I I p I \ \4xLn x 5 1 93 2)8 I ———— 96x69 97 51 96 32 98 03 /96,9g > x --95k98---_� x \ x x x o to 11 0 \\ \\ 93x22 \ 00 9e__---��/ \ \ 96 — — 50' FRONT YAF D 93x \ \ \ \\ 99x5 I (\ \94x38 97x 51 \\ 6=25 _ �9 l I I 96x34 /95x39I TEST PIT 4 NSF THY E. KRIVICK > -- r1��f3),01 JLLIVAN AVENUE w , 273 P. 343 w Io W 92x42 93,24 \`\ 94x16 V) I- 1 92x 61 \\ / 92x75 OI O10 �"� I \\ Z I I� L — — — — — — — — — — — — — — — — — N 871322.56 15' REAR YARD E 1047553.54 1 MON FD 7/91x9] \� 9?..45_ x 92x55 _ e 92� x / \ N68°9'40"W — 92 77 225.00 MON ' \` TEST PIT LOCATION RFD) N 871238.86 MK CONSTRUCTION OFRCES E 1047762.39 1 140 TROY ROAD \ SOUTH WINDSOR, CT 06074 0 1 11/28/2017 #17018.00 I N�F 92x22 BARBARA.CHARLES &GEORG 42 / SOILS AND WATER 3.5 PERMEABILITY / Q, U.S-std.sieve 1p 30 60 200 10 U.S. td.Sieve 30 6 200 4000 6000 4000 2000 Dense soils 2000 50%relative density y 1000 d 800 1000 \ o \ X 6i3O ` h x 800 �\ =' 400 \ 3 600 v L r r\ oo —' 400 \ 200L° 80 2 60 ` 3 100 3 4 80 40 5 \ 5 \6 60 ra i t 40201 g 2.0 1.0 0.5 0.25 0.1 0.05 0.01 D5,Grain size,mm I i Coarse Medium Fine 2 2.0 1.0 0.5 0. 0.1 0.05 Silt or Clay 0-01 Sand 050 G in size(mm) (a) Coarse. I Medium I Fine Figure 3.4 Permeability Estimates. Courtesy Moretrench American Corporation. (a) For Sand Silt or Clay dense soils.(b)For soils with 50%relative density.(c)for loose soils. A_� o. (b) i Figure 3.4 (Continued) ognize the following limitation of the method. The major determining factor ��"fi�t of K is the effective pore size of the soil. To the extent that grain size is 2. Siratiifi a ion. Some soils are lenticular, with seams of very clean or representative of pore size, the various methods can give reliable estimates. very silty sand a few centimeters or less in thickness.The typical 18-in. (450- When the actual in situ permeability turns out to be significantly different mm)sample is mixed during the grain size analysis, and the stratification is from the estimates, we have found that some factor besides grain size is not reflected in the curve. Horizontal and vertical permeability may vary affecting pore size. From experience these factors can be of interest: l greatly from the average value estimated. 3. Cementation. Some sands, particularly in subtropical areas, are 1. Density and uniformity. The Prugh method(Fig. 3.4) adjusts for these weakly cemented. With some we have experienced, the cementation ap- factors. Where a soil is very loose or very dense, or very uniform, Prugh is parently took place while the sand was in a very loose state. The ASTM preferred. sampling procedures disaggregate the structure,or the friable surviving frag- APPENDIX PROPOSED CONDITIONS DRAINAGE CALCULATIONS APPENDIX PROPOSED CONDITIONS DRAINAGE CALCULATIONS 42 / SOILS AND WATER 3.5 PERMEABILITY / 4, U.S.std-sieveU.S. 3td.Sieve 10 30 60 200 10 30 6C 2130 6000 4000 4000 2000 Dense soils 2000 50% relative density v ,u, 1000 � Q 800 NX 0 1000 \ o \ X 600' G 800 \\ \ \ 7. E 400 \ 3 600 \ no i 400 \ \ \ 3 > 200 c 100 z — 2 \\ \ 2 BU \ 3 100 � 60 4 80 9 40 \ 5 60 \ 6 6 \ � � 1 \ 40 8 9 20 2.0 1.0 0.5 0.25 0.1 0.05 0.01 O5O Grain size,mm Coarse Medium Fine 2.0 1.0 0.5 0.25 0.1 0.05 0.01 Sand Silt or Clay D50 G fin size(mm) (a) 'Coarse. Medium Fine Sand Silt or Clay Figure 3.4 Permeability Estimates. Courtesy Moretrench American Corporation. (a) For n n dense soils.(b)For soils with 50%relative densify.(c)for loose soils. l%-�' ( ) Figure 3.4 (Continued) ognize the following limitation of the method. The major determining factor ,- of K is the effective pore size of the soil. To the extent that grain size is 2. Stratification. Some soils are lenticular, with seams of very clean or representative of pore size, the various methods can give reliable estimates. very silty sand a few centimeters or less in thickness.The typical 18-in. (450- When the actual in sitcr permeability turns out to be significantly different mm) sample is mixed during the grain size analysis, and the stratification is from the estimates, we have found that some factor besides grain size is not reflected in the curve. Horizontal and vertical permeability may vary affecting pore size. From experience these factors can be of interest: greatly from the average value estimated. 3. Cementation. Some sands, particularly in subtropical areas, are 1. Density and uniformity. The Prugh method (Fig. 3.4) adjusts for these weakly cemented. With some we have experienced, the cementation ap- factors. Where a soil is very loose or very dense, or very uniform, Prugh is f` parently took place while the sand was in a very loose state. The ASTM preferred. sampling procedures disaggregate the structure, or the friable surviving frag- I 7 10' SIDE SETBACK > X > 0 ;u 0 Jw m c Z L I E3 ti 0,Z 0 0 m < m K CA 771T`771 7F/7 -7771 co A ;o M co CD � W 00 0* V --4 > rl 00 0) 0) 00 wen PROPOSED CONDITIONS DRAINAGE MAP PROJECTTITIE BY. OFFICES OF IVIK CONSTRUCTION RNC 5 TROY ROAD A GATE P/1 3/18 SOUTH WINDSOR,CT b e n e s ch ....o. PRMECTNO. 70432 1"=20 pneers s,ientist, phnner, DA-1 P-1 P-2 P-3 P-4 Proposed Propose roposed Proposed 1 P 2P 3P Gallery 1 Gallery 2 Gallery 3 Subcat) Reach Pon L t•ii k Routing Diagram for 70432 Drainage 2-13-18 Prepared by Microsoft, Printed 2/13/2018 HydroCAD®10.00-14 s/n 07864 @ 2015 HydroCAD Software Solutions LLC P-1 P-2 P-3 P-4 Proposed Propose roposed Proposed Aip 2P 3P Gallery 1 Gallery 2 Gallery 3 Subcat Preach ILinkII Routing Diagram for 70432 Drainage 2-13-18 Prepared by Microsoft, Printed 2/13/2018 H droCAD®10.00-14 s/n � ^ Y 07864 O 2015 HydroCAD Software Solutions LLC i 10' SIDE SETBACK m TV W � . O A • I m ... � W I :+ A Z 11: Z Z m D w FCR ft m D Ln W W A pG LO � m' ' D O p N r I ' L Nco �I. Lflcn iz -- V r � 1 p oo I' 0 ro rt �4 I co � N I I, co . I I �OR4WING TPLE PROPOSED CONDITIONS DRAINAGE MAP PROJECT TITLE OMWN BY. OFFICES OF MK CONSTRUCTION RNC 5 TROY ROAD ITE benesch 2nsna SOUTH Vlr'INGSOR,CT SXEET NO. PROJECT NO. 70432 SCPLE i N_n0- REFERENCE H 1 70432 Drainage 2-13-18 Prepared by Microsoft Printed 2/13/2018 HydroCADO 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (subcatchment-numbers) 0.417 98 Paved parking, HSG A (P-1, P-2, P-3, P-4) 0.417 98 TOTAL AREA 70432 Drainage 2-13-18 Type 111 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCADO 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment P-1: Proposed Runoff = 0.72 cfs @ 12.07 hrs, Volume= 0.057 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (sf) CN Description 6,633 98 Paved parking, HSG A 6,633 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-1: Proposed Hydrograph ---------- ---------------------------------------------------------- 0.8 --------------- --------------- ❑Runoff --------------------------- 2 0.75- 0.7 cfs 0.7- _1-�/pe=f11=24- --------------- ---------------------------------------------------------------- 0.65= 1-0-Year-Rainfal1=4.70---- 0.6- 0.55= Runoff Area-6;633-sf--- - -- - ----- - - -- - ----R---------------------------- --------------------------------- 0.5- unoff Volume=0.057 of ------------------------------- --------------------- ------------ 0.45= -Runoff Depth>4.46"---- - 3 0.4- - --- -A------------------ --------------------------------- a 0.35- l c-5. _min --+-------------- - - --- -- -- -- -------------- - - - - ------ -- --- - --- 0.3 -LeN=8---------------------- -------------- ---------------- --- 0.25- 0.2= 0.15- ------------------------------ -------------------------------- 0.1= 0.05- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 70432 Drainage 2-13-18 Type Ill 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment P-1: Proposed Runoff = 0.72 cfs @ 12.07 hrs, Volume= 0.057 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (sf) CN Description 6,633 98 Paved parking HSG A 6,633 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-1: Proposed Hydrograph ----------------------------- ------------------ 0.8- ------------------------------- ❑Runoff T a fll 24hr- ------------- --------------- ------------------ - 0. Y------ -------'---------------- ------------------------------ ---- 0.65= _a-O-Year-Rainfall-=4_70"-- 0.6= 0.55 -Runoff Area=6,633-sf- --- ---- --- ---- --- - - - --- ------- - - --- - _Runoff Volume=0.057 of --------------------------------- 0.5 w 0.45- ,.-Runoff Depth->4.46"-- --- 3 0.4= LL 0.35= Tc�5:0 min ---------------- --------- ------- -------------- - -- - -------- 0.3 -CN=98-------- --------- ----- ------------------ ------ --------- 0.25 ------ --------------------------------- 0.2= ---- ------- -- - - ----- - - - - --- -- --- -0.15- 0.1- ------ -- -------- 0.05- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 70432 Drainage 2-13-18 Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 2 Area Listing (all nodes) Area CN Description (acres) (su bcatchment-n umbers) 0.417 98 Paved parking, HSG A (P-1, P-2, P-3, P-4) 0.417 98 TOTAL AREA 70432 Drainage 2-13-13 Type 111 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCADO 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment P-2: Proposed Runoff = 0.25 cfs @ 12.07 hrs, Volume= 0.020 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (sf) CN Description 2,288 98 Paved parking, HSG A 2,288 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-2: Proposed Hydrograph 0.28 --------------------------- ---------- - ------------------ ❑Runoff o.2s_ ' 0.25 cfs 0.24, TY0'-111-24=hr------------- ------------ ------------------ ------------------------------- --------------------------------- 0.22- ' 10-Year Rainfall=4.70" ------------------------- -------------- ------------------- 0.2- -Runoff,Area=2.288-Sf--- --------------------------------- _ 0.18= Runoff Volume=4.02Oaf -------------------------------- Runoff Depth->4.46"------ ------------- -------------------- 3 0.14 ' o - -- - ---------------- ' -------------- ------------------- LL 0.12- Tc=5:0-min 0.1- ' CN=98-------------------------------- --------------------------- ----- 0.08- -- --------------- -------- -------------- ------ ------------- ------------------- 0.06- ' - -------------- __ 0.04 - ------------ 0.02- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 70432 Drainage 2-13-13 Type /// 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment P-3: Proposed Runoff = 0.37 cfs @ 12.07 hrs, Volume= 0.029 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span=0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (sf) CN Description 3,392 98 Paved parking, HSG A 3,392 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-3: Proposed Hydrograph ------------------------------------------------------------------- 0.4 --------------------------- 0.37cfs ❑Runoff 0.38 --------------------------- ------------------------------- 0.36 1-T-ype-111-24-hr-------------- -------------- ----------------- 0.34_ -1-0=Year Rainfalr=4.70'F-- --------- ------ -- ------------ ---- 0.32- ------------------------ - ---- --------------------------------- 0.3 Runoff Area=3;392-sf--- --------------------------------- 0.28= ', -------------------- --- ------ --------------------------------- 0.26_ Runoff Volume=0.929-af --------------------------------- a0.24 ------------------------------- --------------------------------- 0.22. Runoff Depth>4.46------- . : --------------- ---------- - ---- - 3 0.2 - - -� ---------- ' --------------------------------- 0.18 -Tc5.0=min--------------- - 0.16= --------------------------------- 0.14= CN=98______________________- - --------------------------------- 0.12=''- ----------------- -------------- -- ----- ------- -- ------------- - - - 01- : , ----------------------------- 0.08- ------------------------------ -------------- ------------------ 0.06 ----------------- ------------- - -------------- ------------------ 0.04- - ------ --- -- -------- - ------ --- 0.02 ' 0' 10 . 7 0 1 2 3 4 5 6 8 9 11 12 13 14 15 16 17 18 19 20 7 22 23 24 Time (hours) 70432 Drainage 2-13-18 Type 11124-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCADO 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 5 Summary for Subcatchment P-3: Proposed Runoff = 0.37 cfs @ 12.07 hrs, Volume= 0.029 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (sf) CN Description 3,392 98 Paved parking, HSG A 3,392 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-3: Proposed Hydrograph ------------------------------------------------------------------- 0.4 ----—--------------------- 0.37cfS ------------------------------- ❑Runoff 0.38-- , --------------------------- ------------------------------- 0.36- T-ype-LI1-24-hr-------------- -------- ------ - --------------- 0.34 - ------- -- -- -- - --- -- 0.32- , ._ 1_0=Year Rainfall-4.70'F ------------------ --------------- 0-1 ,' -Runoff Are-a=3;392-sf---- --------------------------------- 0.28- ----------------- -------------- --------------------------------- 0.26- -Runoff Volume=0.029 -af --------------------------------- w0.24 - ----------------------------- ----------------- --------------- 0.22- Runoff Depth>4.46"----- ------------------- -------------- 30 0.2 - --- -- ---------- --- --------------------------------- U. 0.18= _ Tc-5---min ---------------------------- 0.16= -------------- 0.14. - ------------------------------- 0.12-' ,- - --- - ---- - -- ----- -------- -- - -- 0.1-- , - ----------- -------------- -- 0.08' ----------------------------- -------------- 0.06- ----------------------------- 0.04' - - ------ - - --- -------- ------ 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 70432 Drainage 2-13-18 Type Ill 24-hr 90-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment P-2: Proposed Runoff = 0.25 cfs @ 12.07 hrs, Volume= 0.020 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (sf) CN Description 2,288 98 Paved parking, HSG A 2,288 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-2: Proposed Hydrograph 0.28- --------------------------- ------------------------------- ❑Runoff 0.26 0.25 cfs 0.24- Type-111-24=hr----- -- ----- ---------------------- ------------------------------- -------- -------------------- 0.22- ' 10-Year Rainfall=4.70" ------------------------------- -------------- ------------------- 02 -Runoff ,A,rea=2}286_Sf---- 0.18_ -Runoff-Volume=Q.020-af -------- ------ --------- 0.16- " -Runoff Depth>4.46,. ----- --------------------------------- 3 0.14- " - -- CC -- •----------------- ---------- - - ------------------ 0.12 TC'=`�:0 men -------------------------- 0.1- 0.08- 0.06- 0.04- ' 0.02- 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 70432 Drainage 2-13-18 Type l/l 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCADO 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment P-4: Proposed Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.050 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.70" Area (sf) CN Description 5,862 98 Paved parking, HSG A 5,862 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-4: Proposed Hydrograph ----------------------------------------------------------- 0.7-' 0.65- ❑Runoff .............................. 0.64 cfs I---------------------------- 0.6- Type-1II-24-hr-------------- -------- --- --- - ---------- -------- 0.55- - -1-O.Year Rainfall=4.70-"--- --------------------------------- 0.5-' Runoff Area=5 862 sf --- ------------- ------------------- -- --------------------------------- 0.45= -Runoff Volume=0.050 of ---- ----- ------------ ---- ----- --- Runoff Depth>4.46-of------ - 0.35 _ ,, -T-c=5:0-mirr---------------- --------------------------------- u. 0.3- CKKrr 98 --------------------------------- ,' --- ------ --------- ---- ----- --- ---------------- -------- 0.2- -------------------------------- 0.15 - ----------------------- ------------ -------------------- 0.1-- ---------------------- -- ------------------------------- 0.05. . 0 . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 70432 Drainage 2-13-18 Type ///24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD®10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 7 Summary for Pond 1 P: Gallery 1 Inflow Area = 0.152 ac,100.00% Impervious, Inflow Depth > 4.46" for 10-Year event Inflow = 0.72 cfs @ 12.07 hrs, Volume= 0.057 of Outflow = 0.11 cfs @ 12.54 hrs, Volume= 0.057 af, Atten= 85%, Lag= 28.0 min Discarded = 0.11 cfs @ 12.54 hrs, Volume= 0.057 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 95.10' @ 12.54 hrs Surf.Area= 0.008 ac Storage= 0.015 of Plug-Flow detention time= 32.0 min calculated for 0.057 of(100% of inflow) Center-of-Mass det. time= 31.9 min ( 779.6 -747.7 ) Volume Invert Avail.Storage Storage Description #1A 91.90, 0.007 of 6.33'W x 52.50%x 3.54'H Field A 0.027 of Overall - 0.009 of Embedded = 0.018 of x 40.0% Voids #2A 92.40' 0.009 of Cultec R-330XLHD x 7 Inside#1 Effective Size=47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adiustment= +1.50'x 7.45 sf x 1 rows 0.016 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 91.90' 14.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' ,piscarded OutFlow Max=0.11 cfs @ 12.54 hrs HW=95.10' (Free Discharge) 1=Exfiltration ( Controls 0.11 cfs) 70432 Drainage 2-13-18 Type ///24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 7 Summary for Pond 1 P: Gallery 1 Inflow Area = 0.152 ac,100.00% Impervious, Inflow Depth > 4.46" for 10-Year event Inflow = 0.72 cfs @ 12.07 hrs, Volume= 0.057 of Outflow = 0.11 cfs @ 12.54 hrs, Volume= 0.057 af, Atten= 85%, Lag= 28.0 min Discarded = 0.11 cfs @ 12.54 hrs, Volume= 0.057 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 95.10' @ 12.54 hrs Surf.Area= 0.008 ac Storage= 0.015 of Plug-Flow detention time= 32.0 min calculated for 0.057 of(100% of inflow) Center-of-Mass det. time= 31.9 min ( 779.6 - 747.7 ) Volume Invert Avail.Storage Storage Description #1A 91.90, 0.007 of 6.33'W x 52.501 x 3.54'H Field A 0.027 of Overall - 0.009 of Embedded = 0.018 of x 40.0%Voids #2A 92.40' 0.009 of Cultec R-330XLHD x 7 Inside#1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adiustment= +1 50'x 7.45 sf x 1 rows 0.016 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 91.90' 14.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Discarded OutFlow Max=0.11 cfs @ 12.54 hrs HW=95.10' (Free Discharge) 1=Exfiltration ( Controls 0.11 cfs) 70432 Drainage 2-13-18 Type III 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD®10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment P-4: Proposed Runoff = 0.64 cfs @ 12.07 hrs, Volume= 0.050 af, Depth> 4.46" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Type III 24-hr 10-Year Rainfall=4.70" _ Area (sf) CN Description 5,862 98 Paved parking, HSG A 5,862 100.00% Impervious Area Tc Length Slope Velocity Capacity Description _(min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment P-4: Proposed Hydrograph --------------- ---------------------------- -------------------- 0.7 -------- -------------------- Runoff -------------------------- 0.64 cfs 0.65- T-ype-1-II-24-hr-------------- ------- ------ - --------- ---------- 0.6 -TO-YearRainfa11=4.70.E-- ------------ -------------------- 0.55- " - ----------------------------- --------------------------------- 0.5- " Runoff Area=5,862 sf ------------------------------- ------------- -------------------- 0.45- " Runoff Vol ume-0.050 of Runoff Depth>4.46 ----- � 0.35_ -T-c=5:8-m1rr--------- - ------------- --- ----------- a 0.3. 0.25- " CN:*8---- -------- ---- --- ---- ------ ---------------------- 0.2- " ------------------------------ ------------- -------------------- 0.15- 0.1 0.05 p 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 70432 Drainage 2-13-18 Type /// 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page8 Pond 1 P: Gallery 1 - Chamber Wizard Field A Chamber Model= Cultec R-330XLHD(Cultec Recharger0330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 1 rows 7 Chambers/Row x 7.00' Long +1.50' Row Adjustment= 50.50' Row Length +12.0" End Stone x 2 = 52.50' Base Length 1 Rows x 52.0"Wide + 12.0" Side Stone x 2 = 6.33' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover= 3.54' Field Height 7 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 1 Rows = 376.3 cf Chamber Storage 1,177.6 cf Field - 376.3 cf Chambers = 801.3 cf Stone x 40.0% Voids = 320.5 cf Stone Storage Chamber Storage + Stone Storage = 696.8 cf= 0.016 of Overall Storage Efficiency = 59.2% 7 Chambers 43.6 cy Field 29.7 cy Stone 70432 Drainage 2-13-18 Type 111 24-hr 10-Year Rainfall=4.70" , Prepared by Microsoft Printed 2/13/2018 HydroCADO 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page g Pond 1 P: Gallery 1 Hydrograph ----------------- ----------------------------- - ---------------- - ----------------- ----------------------------- ODsca 0.8. ,-' 0.72 CfS E Discarded 0.75- -1-f[ow area=0-15 ac : ------------------------------ 0.7- ' , ---------------------------- --------------- -------------- 0.65- ' Peak-E-Fev=95:10'----- . ----------- -- - ------------- -- 0.6 _Storage=O.Q15�af----- _ -------------- ------------- --- 0.55 0.5- ----------------------------- -_ ------------- ------------- 0.45- ----------------------------- ------------------------------- 3 0.4- ----------------------------- --------- ---------------------- o ---------------------------- ----------------------------- a 0.35- ' ----------------------------- --------------- ---------------- 0.3- 0.25= ---- ---- ------------- -------- _. ,: --- ------- - - - -- - 0.2 ---------------------------- -------------- ---------------- 0.15_: ------ -- - --- ------ - --- -- 0.11 cfs ------- ---- - - ---------------- 0.1- --------------------------- ------------------------- 0.05LA 0= 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 1 P: Gallery 1 Stage-Discharge ' i=7 Discarded i I I i 1 95 1 1 I 1 I t 1 i a 94- VI I I c C I 1 I I w 93 1 I 1 � I 1 � 1 i 1 1 1 I I 92- Editration, 0 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 0.1 0.11 Discharge (cfs) 70432 Drainage 2-13-18 Type Ill 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 9 Pond 1 P: Gallery 1 Hydrograph --------------------------------------------------------------- ---------------------- --- 0.72Cfs ------- ------ ------ -- -- ❑inflow 0.8 O Discarded ----- -------- ------ --- ----- 0.75- nffowarea=�.'132_ac - --------------- --------------- 0.7- ' 0.65. ' Pea -E-Iev=95-. 1-0'---- -- - ------ - --- ---- -- -- 0.6 ' - -------------------------- ------------------------------- 0.55= ' -Storage=0.015 of----- ------------ - - ------------- 0.5= ---------------------------- ------------------------------- 0.45 ------------------------ ---- ----------------- -------------- 0.4 ----------------------------- ------------------------------- ° ------------------------ LL0.35- ----- ------------------------------- 0.3- ----------------------------- ------------------------------- 0.25 ---- --------------- ----- ----- ------------ -- ---------------- 0.2= ---------------------------- -------------- ---------------- 0.15L, -- -- -- -- -- ------ ---- -- -- 0.11 cfs ----------- - -- -- 0.1= ------- ------------------ -- ------------------------- 0.05- ' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 1 P: Gallery 1 Stage-Discharge I � I 1 ❑Discarded 95 d 94 0 iu w 93- 92- EItration; 0 0.01 0.02 0.03 0.04 0.05 0.66 0.07 0.08 0.69 C.1 0.11 Discharge (cis) 70432 Drainage 2-13-18 Type/1/ 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 8 Pond 1 P: Gallery 1 - Chamber Wizard Field A Chamber Model=Cultec R-330XLHD(Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 =52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 1 rows 7 Chambers/Row x 7.00' Long +1.50' Row Adjustment= 50.50' Row Length +12.0" End Stone x 2 = 52.50' Base Length 1 Rows x 52.0" Wide + 12.0" Side Stone x 2 = 6.33' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover= 3.54' Field Height 7 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 1 Rows = 376.3 cf Chamber Storage 1,177.6 cf Field - 376.3 cf Chambers = 801.3 cf Stone x 40.0% Voids = 320.5 cf Stone Storage Chamber Storage + Stone Storage = 696.8 cf= 0.016 of Overall Storage Efficiency = 59.2% 7 Chambers 43.6 cy Field 29.7 cy Stone I�J 70432 Drainage 2-13-18 Type Ill 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 10 Summary for Pond 2P: Gallery 2 Inflow Area = 0.130 ac,100.00% Impervious, Inflow Depth > 4.46" for 10-Year event Inflow = 0.62 cfs @ 12.07 hrs, Volume= 0.048 of Outflow = 0.10 cfs @ 12.53 hrs, Volume= 0.048 af, Atten= 84%, Lag= 27.9 min Discarded = 0.10 cfs @ 12.53 hrs, Volume= 0.048 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 93.22' @ 12.53 hrs Surf.Area= 0.007 ac Storage= 0.013 of Plug-Flow detention time= 31.3 min calculated for 0.048 of(100% of inflow) Center-of-Mass det. time= 31.2 min ( 778.9 - 747.7 ) Volume Invert Avail.Storage Storage Description #1 A 90.10, 0.006 of 6.33'W x 45.50'L x 3.54'H Field A 0.023 of Overall - 0.007 of Embedded = 0.016 of x 40.0% Voids #2A 90.60' 0.007 of Cultec R-330XLHD x 6 Inside#1 Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.501 with 1.50' Overlap Row Length Adiustment= +1 50'x 7.45 sf x 1 rows 0.014 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 90.10' 14.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' iscarded OutFlow Max=0.10 cfs @ 12.53 hrs HW=93.22' (Free Discharge) 1=Exfiltration ( Controls 0.10 cfs) 70432 Drainage 2-13-18 Type Ill 24-hr 10-Year Rainfall=4.70" ' Prepared by Microsoft Printed 2/13/2018 HydroCAD010.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 11 Pond 2P: Gallery 2 - Chamber Wizard Field A Chamber Model=Cultec R-330XLHD(Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 1 rows 6 Chambers/Row x 7.00' Long +1.50' Row Adjustment=43.50' Row Length +12.0" End Stone x 2 = 45.50' Base Length 1 Rows x 52.0" Wide + 12.0" Side Stone x 2 = 6.33' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover= 3.54' Field Height 6 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 1 Rows =324.1 cf Chamber Storage 1,020.6 cf Field - 324.1 cf Chambers = 696.5 cf Stone x 40.0%Voids = 278.6 cf Stone Storage Chamber Storage + Stone Storage = 602.7 cf= 0.014 of Overall Storage Efficiency = 59.1% 6 Chambers 37.8 cy Field 25.8 cy Stone i 70432 Drainage 2-13-18 Type Ill 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 11 Pond 2P: Gallery 2 - Chamber Wizard Field A Chamber Model=Cultec R-330XLHD(Cultec Recharger®330XLHD) Effective Size=47.8"W x 30.0"H => 7.45 sf x 7.001 = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 1 rows 6 Chambers/Row x 7.00' Long +1.50' Row Adjustment =43.50' Row Length +12.0" End Stone x 2 = 45.50' Base Length 1 Rows x 52.0"Wide + 12.0" Side Stone x 2 = 6.33' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover= 3.54' Field Height 6 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 1 Rows = 324.1 cf Chamber Storage 1,020.6 cf Field - 324.1 cf Chambers = 696.5 cf Stone x 40.0% Voids = 278.6 cf Stone Storage Chamber Storage + Stone Storage = 602.7 cf= 0.014 of Overall Storage Efficiency = 59.1% 6 Chambers 37.8 cy Field 25.8 cy Stone I 70432 Drainage 2-13-18 Type 111 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 10 Summary for Pond 212: Gallery 2 Inflow Area = 0.130 ac,100.00% Impervious, Inflow Depth > 4.46" for 10-Year event Inflow = 0.62 cfs @ 12.07 hrs, Volume= 0.048 of Outflow = 0.10 cfs @ 12.53 hrs, Volume= 0.048 af, Atten= 84%, Lag= 27.9 min Discarded = 0.10 cfs @ 12.53 hrs, Volume= 0.048 of Routing by Stor-Ind method, Time Span=0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 93.22' @ 12.53 hrs Surf.Area= 0.007 ac Storage= 0.013 of Plug-Flow detention time= 31.3 min calculated for 0.048 of(100% of inflow) Center-of-Mass det. time= 31.2 min ( 778.9 - 747.7 ) Volume Invert Avail.Storage Storage Description #1A 90.10, 0.006 of 6.33'W x 45.50'L x 3.54'H Field A 0.023 of Overall - 0.007 of Embedded = 0.016 of x 40.0%Voids #2A 90.60' 0.007 of Cultec R-330XLHD x 6 Inside#1 Effective Size=47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adiustment= +1.50'x 7.45 sf x 1 rows 0.014 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 90.10' 14.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Qiscarded OutFlow Max=0.10 cfs @ 12.53 hrs HW=93.22' (Free Discharge) 1=Exfiltration ( Controls 0.10 cfs) 70432 Drainage 2-13-18 Type 11124-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 12 Pond 2P: Gallery 2 Hydrograph - - - -- - ---- - - - - - - -- - --- - - - - ----- --- - ❑Inflow 0.62 cfs 0 Discarded 0.65 Inflow Area= 0.6- -- - --- -- --- - -- 0.55 Peak-ELev=93.22'.. . - 0.5 " - Storage=0:013 -af- 0.45 - I. 0.4 0.35 - - - 0 a 0.25- , - -- ------- --- -------- 0.15- - - -- --- 0.05- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 2P: Gallery 2 Stage-Discharge I 1 � p Discarded, , I I " 92 o , w ; , 1 1 , • 1 EItration ,w 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.045 0.05 0.055 0.06 0.065 0.07 0.075 0.08 0.085 0'.09 0.095 Discharge (cfs) 70432 Drainage 2-13-18 Type ///24-hr 10-Year Rainfall=4.70" , Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 13 Summary for Pond 313: Gallery 3 Inflow Area = 0.135 ac,100.00% Impervious, Inflow Depth > 4.46" for 10-Year event Inflow = 0.64 cfs @ 12.07 hrs, Volume= 0.050 of Outflow = 0.10 cfs @ 12.54 hrs, Volume= 0.050 af, Atten= 85%, Lag= 28.2 min Discarded = 0.10 cfs @ 12.54 hrs, Volume= 0.050 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peak Elev= 93.86' @ 12.54 hrs Surf.Area= 0.007 ac Storage= 0.013 of Plug-Flow detention time= 33.2 min calculated for 0.050 of(100% of inflow) Center-of-Mass det. time= 33.1 min ( 780.8 - 747.7 ) Volume Invert Avail.Storage Storage Description #1A 90.50' 0.006 of 6.33W x 45.50'L x 3.54'H Field A 0.023 of Overall - 0.007 of Embedded = 0.016 of x 40.0% Voids #2A 91.00, 0.007 of Cultec R-330XLHD x 6 Inside#1 Effective Size=47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50'x 7.45 sf x 1 rows 0.014 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 90.50' 14.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Pscarded OutFlow Max=0.10 cfs @ 12.54 hrs HW=93.86' (Free Discharge) 1=Exfiltration ( Controls 0.10 cfs) 70432 Drainage 2-13-18 Type/1/24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 13 Summary for Pond 3P: Gallery 3 Inflow Area = 0.135 ac,100.00% Impervious, Inflow Depth > 4.46" for 10-Year event Inflow = 0.64 cfs @ 12.07 hrs, Volume= 0.050 of Outflow = 0.10 cfs @ 12.54 hrs, Volume= 0.050 af, Atten= 85%, Lag= 28.2 min Discarded = 0.10 cfs @ 12.54 hrs, Volume= 0.050 of Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.01 hrs Peals Elev= 93.86' @ 12.54 hrs Surf.Area= 0.007 ac Storage= 0.013 of Plug-Flow detention time= 33.2 min calculated for 0.050 of(100% of inflow) Center-of-Mass det. time= 33.1 min ( 780.8 - 747.7 ) Volume Invert Avail.Storage Storage Description #1A 90.50' 0.006 of 6.33'W x 45.501 x 3.54'H Field A 0.023 of Overall - 0.007 of Embedded = 0.016 of x 40.0% Voids #2A 91.00, 0.007 of Cultec R-330XLHD x 6 Inside#1 Effective Size=47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adiustment= +1 50'x 7.45 sf x 1 rows 0.014 of Total Available Storage Storage Group A created with Chamber Wizard Device Routing Invert Outlet Devices #1 Discarded 90.50' 14.000 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 0.00' Qiscarded OutFlow Max=0.10 cfs @ 12.54 hrs HW=93.86' (Free Discharge) L1=Exfiltration ( Controls 0.10 cfs) 70432 Drainage 2-13-18 Type 111 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 12 Pond 2P: Gallery 2 Hydrograph - - - ---- -- - ----- ------- -- Dlnflow 0.62 cfs 10 Discarded Inflow Area=0:130-ac 0.6 --- - - - - -- --- --- - -- -- - - 0.55 _ Peak_ELev=03.22'- 0.5 - Storage=0:013 of a 0.4 0.35-- 0 0.25 ----------- - ----- "- 0.2 - -- 0.15 - . . - --- -- - 0.10 cfs 0.1- - ._ .. .-------- - ----- -- --- - - 0.05 — 0- .. .. .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 2P: Gallery 2 Stage-Discharge ' p Discarded 0 w 91 , Exflltration 0 0.005 0.01 0.015 0.02 0.025 0.63 0,035 0.04 0.045 0.05 0.055 0.06 0.065 0.07 0.075 0.08 0.085 0.09 0.095 Discharge (cfs) 70432 Drainage 2-13-18 Type 111 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 14 Pond 3P: Gallery 3 - Chamber Wizard Field A Chamber Model= Cultec R-330XLHD(Cultec Recharger@330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.00'L = 52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 1 rows 6 Chambers/Row x 7.00' Long +1.50' Row Adjustment =43.50' Row Length +12.0" End Stone x 2 = 45.50' Base Length 1 Rows x 52.0" Wide + 12.0" Side Stone x 2 = 6.33' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover= 3.54' Field Height 6 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 1 Rows = 324.1 cf Chamber Storage 1,020.6 cf Field -324.1 cf Chambers = 696.5 cf Stone x 40.0% Voids = 278.6 cf Stone Storage Chamber Storage + Stone Storage = 602.7 cf= 0.014 of Overall Storage Efficiency = 59.1% 6 Chambers 37.8 cy Field 25.8 cy Stone 70432 Drainage 2-13-18 Type 111 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 15 Pond 3P: Gallery 3 Hydrograph - _...- -- --------- -- -------- ----- ---- - 0 Inflow 0.7 ,, - - ----- - - ---- - - 0.64cfs - - --- -- - -- -- - -- - ED Discarded 0.65 Inflow.Area=0:135-ac 0.6 Peak Elev=93.86' 0.55 - - - - -- 0.5 ' , Storage=0.013 of -- 0.4 - - - ----- - - --. . - --------- --- -- -- ------ -- - - - - - - - -- -- - - - --- - - - -- --- - - - - - ----- - - 0.35 - ---- - 0 0.2: - - - -- -- 0.15 0.10cfS0.1� -._ - -- _.. 0.05- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 3P: Gallery 3 Stage-Discharge 94 p Discarded 93 0 iu 92 , w , 91 EAItration - 0 0.005 0.01 0.015 0.02 0.025 0.03 0.035 0.04 0.045 0.05 0.055 O.G6 O.C65 0.07 0.075 0.08 0.085 0.09 0.095 Discharge (cfs) 70432 Drainage 2-13-18 Type 1/124-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCADO 10.00-14 s/n 07864 cO 2015 HydroCAD Software Solutions LLC Page 15 Pond 3P: Gallery 3 Hydrograph 0.7 - - - - - -- 0.64 cfs - ---- - - -- - - ❑Inflow O Discarded 0.65 _ ' - Inflow-Area=0:135:a0.55 c x " - - - - - - - - - 0.6 Peak Elev=93.86' _ -- - - 0,5_ ' ,, Storaga=0.0-13-af -- 0.45- - - 0.35 0.3 0.25 - -- --- - - - - - - - - .._.. - - ---- _ . - _ _ 0.15 0.10 cfs 0.05 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Pond 3P: Gallery 3 Stage-Discharge 94 Q Discarded 93 I , w 92 w 91 E)�iItration - 0 0.005 0.01 0.015 0.62 0.025 0.03 0.035 0.04 0.045 0.05 0.055 0.06 0.065 0.07 0.075 0.08 0.085 0.09 0.095 Discharge (cfs) 70432 Drainage 2-13-18 Type 111 24-hr 10-Year Rainfall=4.70" Prepared by Microsoft Printed 2/13/2018 HydroCAD® 10.00-14 s/n 07864 ©2015 HydroCAD Software Solutions LLC Page 14 Pond 3P: Gallery 3 - Chamber Wizard Field A Chamber Model= Cultec R-330XLHD(Cultec Recharger®330XLHD) Effective Size= 47.8"W x 30.0"H => 7.45 sf x 7.001 =52.2 cf Overall Size= 52.0"W x 30.5"H x 8.50'L with 1.50' Overlap Row Length Adjustment= +1.50' x 7.45 sf x 1 rows 6 Chambers/Row x 7.00' Long +1.50' Row Adjustment =43.50' Row Length +12.0" End Stone x 2 = 45.50' Base Length 1 Rows x 52.0" Wide + 12.0" Side Stone x 2 = 6.33' Base Width 6.0" Base + 30.5" Chamber Height + 6.0" Cover= 3.54' Field Height 6 Chambers x 52.2 cf +1.50' Row Adjustment x 7.45 sf x 1 Rows = 324.1 cf Chamber Storage 1,020.6 cf Field - 324.1 cf Chambers = 696.5 cf Stone x 40.0% Voids =278.6 cf Stone Storage Chamber Storage + Stone Storage = 602.7 cf= 0.014 of Overall Storage Efficiency = 59.1% 6 Chambers 37.8 cy Field 25.8 cy Stone �� I PLANNING DEPARMENT IN-HOUSE REFERRAL FORM DATE: April 16, 2017 TO: Matt Galligan, Michael Gantick, Walter Summers, Jeff Doolittle Ray Favreau, Chris Dougan, Heather Oatis, Kevin Cooney, Tony Manfre, John Caldwell, Andrea Confrancesco, Chris Duchesne, Vincent Stetson FROM: Michele Lipe,AICP, Director of Planning The Planning & Engineering Departments have received plans for the following projects: Appl#18-18P, MK Construction Office Building and Garage Location: 140 Troy Road ® Site Plan ❑ Subdivision No. Acres .77 ac Zone I ® Industrial ❑ Commercial ❑ Residential No. Lots/Units Water: ❑ Public ® Private Well Sewerage: ® Public ❑ Septic System Project Description: New office building equipment g and e ui ment storage Future Town-owned property involved? ❑ Yes ® No ❑ new street(s) ❑ new detention area ❑ new open space/recreation area ❑ active ❑passive Planning Department notes: Please comment by 4/27/18 and return to the Planning Department. NAME: MK Construction Offices LOCATION: 140 Troy Road TYPE OF PROJECT: New Construction ARCHITECTURAL AND DESIGN REVIEW COMMITTEE CHECKLIST The following items must be submitted, in accordance with Section 9.1 of the Zoning Regulations at the time of a site plan application for an industrial or commercial building, or high density housing. 1. Site plan of the property (per Section 8 of the Zoning Regulations) 2. Architectural elevations of the proposed buildings 3. Types, styles and colors of building materials, exterior facades and facing, and fenestrations (samples suggested) 4. Special architectural features (if applicable) 5. Colors, materials, and location of lighting 6. Design of signs 7. Mechanical hardware proposed on or around the building and roof, including trash compactor, and auxiliary storage areas 8. Landscape plan indicating location, types, sizes, and quantities of proposed plant materials 0. Lighting Plans (per Section 17.22.1.A.1-4 Submission requirements) All of the above-required information/materials have been provided. - l Signature Date Please be aware that missing information or incomplete information may result in a delay in action by the Committee on this application. Revised December 20, 2000 ARCHITECTURAL & DESIGN REVIEW COMMITTEE MINUTES April 19, 2018 5:45 p.m. Members present: Dave Goslin, David Schwabe, John Scheib Staff present: Michele R. Lipe, Director of Planning The meeting was called to order at 5:45 p.m. 1. Appl. 18-16P, Truth Baptist Church—request for a minor site plan modification for a 3,000 sf addition and parking lot expansion, 60 Burnham Street, RR zone (applicant requests staff approval in accordance with Sec. 8.6) Mr. Bim Rowley of Truth Baptist Church presented plans for a 3,000 sf sanctuary expansion towards Burnham Street which will include a porch at the front of the building. The architecture of the new addition will match the existing church with white vinyl siding. The new roofline will be raised two feet and a new roof will be added to the entire structure. The landscaping plan will include foundation plantings in the front of the building. An air conditioning unit will be located along the front of the building. Between the hand rail and the plantings,the hvac units should be screened. The existing parking lot will be expanded to add additional parking behind the existing multi-use facility. The eastern property boundary will also be landscaped to include arborvitae plantings. Two new exterior lights will be.installed a minimum of 11 feet from the property line and the maximum lighting at the property line will be .25 foot-candle. A cut sheet of the lighting was provided. Dry wells are to be scattered around the site to capture any runoff from the building and parking area. After questions,the Committee requested that the original building's architectural detail above the windows be carried over to the new addition. It was also requested that additional plantings be added to the landscaping along the front of the property. With those two requests, it was the consensus of the Committee to forward a favorable recommendation to the Planning&Zoning Commission. 2. Appl. 18-18P,MSKW, LLC—request for an office building and garage space for a contracting establishment, on property located at 140 Troy Road, I zone Mr. Joe DiCarlo of Kaestle Boos Associates, Inc. presented plans for the new general office and garage space for MK Construction. Property owner Mr. Mike Switzer was also in attendance. A zone change was previously approved in January for the .84 acre parcel changing it from General Commercial to Industrial to accommodate a general contractor's office. The new facility has a residential look with a single access. The yard and employee parking will be located in the rear of the property and fenced off with a chain link fence with a manual siding gate with slats. There will be 7 employees. The hours of operation are generally 7 a.m. to 5 p.m., Monday through Friday. There is the potential for a small unit within the building to be rented. No site lighting is planned other than wall lights on the building. The applicant will explore if lighting can be put on a timer or eliminated at night. The building will have slate roof color architectural shingles. The office area will bump out and have tan color cedar shake to match the tan color of the rest of the building. Samples of building materials and colors were provided. There are several street trees and a landscape island proposed along the property frontage. Screening trees are proposed to block views into the rear of the property. After questions,the Committee requested cedar shake to be added to the top part of the garage. It was the consensus of the Committee to forward a favorable recommendation to the Planning&Zoning Commission. The meeting adjourned at 6:40 PM. Respectfully Submitted, Michele Lipe, AICP Director of Planning 10'S N Sf4 C ti FTown aps-otdA ?dz�� G w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSOR-CO TELEPHONE (860) 644-2511 CERTIFIDE#70160910000098610912 May 18, 2018 Luke McCoy Kaestle Boos Associates 416 Slater Road PO Box 2050 New Britain, CT 06050 RE: Appl. #18-18P—MK Construction, 140 Troy Road Dear Mr. McCoy: On May 16, 2018, the Inland Wetlands Agency/Conservation Commission approved Appl.#18-18P—MK Construction Site Plan— 140 Troy Rd—Conservation Commission application for approval of a general contracting office and storage yard, stormwater management systems and associated improvements on property located south of Troy Rd. Industrial (1)Zone, with following conditions: 1. The final approved copy of the entire set of plans and this letter reproduced thereon must be submitted to the Planning Department. This must be completed within 65 days of approval prior to any construction activity on the site. Plans submitted to Planning & Zoning Commission shall be considered having met this requirement. 2. The applicant shall indemnify and hold harmless the Town of South Windsor against any liability, which might result from the proposed operation or use. 3. The permit is valid for five years and shall expire on May 16, 2023. It is the landowner(s)/applicant(s) responsibility to track expiration dates and notify the Commission of a renewal request at least 65 days prior to expiration. 4. A bond of$5,000 for erosion and sediment controls and installation of the stormwater system. 5. All approvals required must be obtained and submitted prior to any activity on the site. 6. A contact person shall be identified on the plans. Very truly yours, INLAND WETLANDS AGENCY/ CONSERVATION COMMISSION Barbara Kelly, Chairperson /C cc: Director of Planning Chief Building Official Town Engineer South • • Planning Department Memo To: Luke McCoy, Kaestle Boos From: Michele Lipe, Director of Planning Date: 5/20/18 Re: Appl #18-18P, MK Construction Site Plan Following are Planning Department review comments. Please make the necessary revisions and submit six COMPLETE sets of revised plans. Engineering comments are forthcoming. General Comments The signed zone change map must be picked up from the Planning Department and put on file in the Office of the Town Clerk to legally establish this property in the Industrial zone. Zoning Table • The setback requirements should be corrected to show only Industrial zone setbacks • Parking breakdown by uses Office—4.5/1000 sf; Man ufacturingNVareho use— 1/700 sf Site plan • Proposed propane tank must be shown out of the setback area • Site lines should be shown on the plans • Details for the dumpster are and screening are needed • Cut sheet of proposed lights and photometric details is required WPCA approval required 1540 Sullivan Avenue,South Windsor,CT 06074 PH 860-644-2511,ext.252 Fax 860-644-7280 e-mail Michele.lige(d-)southwindsor.org 0 Page 1 � ^ ^ Upe, Michel From: Upe, Micheke Sent: Monday, May 21' 20183:04PK4 To: 'Enrico 1 [hieriUo]r.'; 'Luke McCoy' Cc: 'M5witzor. MKZunst' Subject: RE: K4K Construction/Switzer Attachments: MK Construction 18-18P Planning Comments.pdf Good afternoon, Attached are the few outstanding comments I have on the MK Construction proposal. | hope to have Engineering comments to you by the end of the week. | would wait to submit revised plans until you receive those comments. | arn still hoping to schedule this on the June 12mPZ[agenda. Thanks, Michele 1 � MEMORANDUM To: Michele Lipe, Director of Plannning From: Jeff Doolittle, P.E., Town Engineer Date: May 31, 2018 Re: App 18-18P MK Construction, 140 Troy Rd I have reviewed the plan for the above application and I have the following comments: 1. The proposed storm drainage infiltration system is designed for the 10 yr storm. What will happen during 25 or 100 yr storms? The site storm drainage system needs to be able to handle and detain or retain the 100 yr storm. There needs to be no increase in runoff from the site for up to a 100 yr storm, so it does not impact neighboring or downstream properties. Revise the storm drainage system to handle the 100 yr storm. 2. The well should be moved further away from the road. I suggest this be at least 50 feet from the front property line. 3. Show the water and electric lines from their respective sources to the building. 4. Are there any floor drains in the building, including the garages? If so an oil/water separator may be required. 5. The sanitary sewer lateral need to have a minimum slope of 2%. 6. The invert of the existing SMH in the road that the building lateral is proposed to tie into will likely have to be rebuilt. 7. A separate monitoring manhole may be required on the sanitary line from the building to the sewer main in the road. 8. The elevations of the 2 drywells shown to the west of the building on the site layout plan do not match the elevations on the drainage plan. 9. Show the sight lines on the Site Layout Plan from the driveway looking onto Troy Road in both directions. 10.What is the note Krivick Avenue 343 on the Site Layout Plan? 11.WPCA review and approval of this plan is required. Please let me know if you have any questions. 1 Lipe, Michele From: Lipe, Michele Sent: Friday, June 1, 2018 3:17 PM To: 'Luke McCoy'; 'Paul Dominov'; 'Rob Ricard'; 'MSwitzer. MKConst' Subject: MK Construction Engineering Comments Attachments: D00060118-001.pdf Please find attached comments for the above referenced project. After revisions are made, please submit 6 Full Size Revised Sets OR 3 Full Size Revised Sets and 1011"x17" Size Sets required the week prior to the meeting. This item is schedule to be heard on Tuesday,June 12, 2018. Please let me know if you have any questions. Thanks, Michele Michele R. Lipe, AICP Director of Planning 1540 Sullivan Ave. South Windsor, CT 06074 (860) 644-2511, ext. 252 1 � . . �. A. 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F, , k..: ! .. ... ... �. .-...... . .. - C 8 `,7�. '•T. T N v T . .�! k .C i. '; ' 111iB:1 i 1'"�i.1.ri. ::BO� Lc. �. :�2.. i*•" f' 'INV:9 ,;: : ;. 9� y. ..5. . ...•.:. ....�. a:t": ..4 '. - i .:. .. .. . i" :.:.- ,�y1 ::., ..0 :.. •:a.:.. . .. .. a �•...,... ..,m _ .�ti_ ..n ........... :, ... . • -..'.. ;:... ..`p,-,� 1b.' . ;C." . .".�..:..'.1-.... :.­..'q'.-­.,;:;-' 6 UL 'R` D :. :. 'EC 30XLIi t. •c. pp����>>�.p. r : ..{. ..,..... BE ` '' . ...:...:::.: w�. v..: .. *!.got. =. - El.. 60 ;. ,.'. ; ...: yip ..y.. 4vwy` �; :'' :t, :.:.,... ,.n ::; .. ! :�^....... .: .. ..Y.,... .. _ GE:� :I pIA D AIU ", : - , : ._ N ,. .. . (OWN Sf4 a Tiov� o-psioam V&U&Ot S � 1540 SULLIVAN AVENUE• SOUTH WINDSOR, CT 06074 sox•co TELEPHONE (860) 644-2511 May 29, 2018 Kaestle Boos Associates Luke McCoy P.O. Box 2590 New Britain, CT 06050 Dear Mr. McCoy: RE: Appl. 18-18P, MSKW, LLC - request for a site plan to construct a new office for MK Construction, on property located at 140 Troy Road, I zone Please be advised that the Regular Meeting of the Planning & Zoning Commission in the above referenced matter has been scheduled for Tuesday, June 12, 2018 in the Madden Room of the South Windsor Town Hall, 1540 Sullivan Avenue. The Regular Meeting will follow the Public Hearing which begins at 7:30 p.m. Someone must be present at the meeting to represent the application. One sign advertising the meeting must be posted on the property for ten (10) consecutive days prior to the hearing and must be clearly visible from a town street. The sign must be posted on Troy Road by Friday, June 1, 2018. Signs can be obtained in the Planning Department. If you have any questions, feel free to call 860- 644-2511 Ext 253, Monday - Friday, 8:00 a.m. - 4:30 p.m. Sincerely, Lauren Zarambo Planning Department Secretary STAFF REPORT CONTACT INFORMATION Michele R. Lipe, AICP Director of Planning Michele.lipe@southwindsor.org APPLICATION NUMBER APPLICANT/PROPERTY OWNER Appl 18-18P,MSKW Site Plan MSKW LLC — applicant/owner HEARING DATE PROPERTY ADDRESS/LOCATION Tuesday, June 12, 2018 140 Troy Road BRIEF SUMMARY OF REQUEST Site plan for a 5,380 sf industrial building for a general contracting use. Approximately 1,000 sf office, remainder warehouse/garage space. MAP SOURCE EXISTING EXISTING LAND USE SURROUNDING ZONING& SITE IMPROVEMENTS SIZE OF ZONING LAND USE Construct a 5,380 sf building with PROPERTY Industrial zoning to 1,035 sf of office and 4,325 sf of 36,900 sf the west, General warehouse/garage space. Provide Industrial Vacant property 12 parking spaces. Landscaping Commercial zoning to treatment along the site frontage. the south and east, The rear of the property will be residential across the screened by fencing with a gate. street to the north Building mounted lighting has been shown. STAFF RECOMMENDATION APPROVE APPROVE WITH CONDITIONS/MODIFICATIONS DENY COMPATIBILITY with the COMPREHENSIVE PROPERTY HISTORY/APPROVALS PLAN/ZONING ORDINANCE The PZC rezoned this property from General Commercial to Industrial in 2017. The proposed development is a permitted use. The plan appears Proposed building has a residential look; ADRC forwarded a favorable to meet all the bulk requirements review. of the General Commercial zone. There are no regulated wetlands on site and the site is not in the 100 year flood zone. IWA/CC has approved the Erosion and Sedimentation plan with the recommend of a$5,000 bond for E and S bond and stormwater. RECOMMENDED APPROVAL CONDITIONS: Standard Site Plan Approval Conditions; Engineering comments dated 5/31/18, WPCA approval ATTACHMENTS SUBMITTED PLANS/ PUBLIC HEARING PETITION/ LEGAL NOTICE STANDARD (CIRCLE) NARRATIVE APPLICATION FORM APPROVAL ONDITIONS KACSTLE BOOS associates , inc TRANSMITTAL TO: Michele Lipe,AICP PROJECT: MK Construction Offices Director of Planning 140 Troy Road 1540 Sullivan Avenue South Windsor, CT 06074 South Windsor, CT 06074 FROM: Eric Q. Roise K13A#17018.00 ®New Britain,CT ❑ Foxborough, DATE: June 22,2018 MA HOW SENT: ❑ US MAIL ❑ KBA DELIVERY-ALAN ® KBA DELIVERY-OTHER ❑ UPS ❑ FED EX BY TRACKING# TRACKING# ❑ FOR YOUR USE ®FOR APPROVAL ❑ APPROVED AS CORRECTED ❑ AS REQUESTED ❑ APPROVED ❑ REVISE AND RESUBMIT ❑ FOR REVIEW AND COMMENT ❑ NOT APPROVED ❑ OTHER WE ARE SENDING YOU THE FOLLOWING: (6) ORIGINAL SETS OF DRAWINGS: COVER SHEET; SS1.01; C1.01; C2.01; C3.01; L1.01; L1.02; L2.01; A1.01;A1.02;A2.01; A2.02;ESL 1.01 REVISED 2018-06-11 STAMPED AND SIGNED. (1)ORIGINAL; REVIEW COMMENT RESPONSE LETTER. (1)COPY; WPCA APPLICATION. (1)COPY; REVISED STORM WATER REPORT(DRAINAGE COMPUTATIONS). SOIlTNW���".Q c CONNECTICUT OFFICE MASSACHUSETTS OFFICE 416 Slater Road,P.O. Box 2590 New Britain,CT 06050-2590 325 Foxborough Boulevard,Suite 100 Foxborough, MA 02035 V: (860)229-0361 1 F: (860)229-5303 V: (508)549-9906 1 F: (508)549-9907 KACSTLE BOOS ____ associates , inc jUN 2 2 2018 June 22,2018 SOUTH WINDSOR PLANNING DEPT. Michele Lipe Director of Planning Town of South Windsor 1540 Sullivan Ave. South Windsor,CT 06074 RE: Offices,MK Construction Application 18-18P KBA#17005.00 Responses to Town Review Comments Dear Ms. Lipe, Below are our responses to the Town review comments on the site plans for the offices of MK Construction known as 140 Troy Road, South Windsor, CT. A complete, Revised plan set has been provided with the revision date of 6- 11,2018. Please note that site plans have been revised to accommodate town comments,as well as to shift the entire proposed site work west 8' and lower proposed grades. This was to allow more balanced earthwork construction on the site. Comments from Michele Lipe,Director of Planning Dated 5/20/2018: 1. The signed zone change map must be picked up from the Planning Department and put on file in the Office of the Town Clerk to legally establish this property in the Industrial zone. Response: Will comply 2. Zoning Table A. The setback requirements should be corrected to show only Industrial zone setbacks B. •Parking breakdown by uses Office—4.5/1000 sf,Manufacturing/Warehouse— 1/700 sf Response: So Revised A. Refer to Sheet L1.01 . B. Refer to sheet L1.01. 3. Site plans Proposed propane tank must be shown out of the setback area Revised see sheet C3.01 Site lines should be shown on the plans Revised See sheet L1.01 Details for the dumpster are and screening are needed See detail sheet L2.01 Cut sheet of proposed lights and photometric details is required. See new sheet ESL 1.01 4. WPCA approval required Response: Will Comply. Application documents submitted 416 Slater Road, P.O. Box 2590, New Britain,CT 06050-2590 Phone: 860-229-0361 A, Fax: 860-229-5303 Additional office located in Massachusetts Email: kba@kba-architects.com A, Web: www.kba-architects.com KACST LE BOOS Ms. Michele Lipe June 22,2018 associates , Inc Page Comments from Jeff Doolittle,P.E.—Town Engineer: 1. The proposed storm drainage infiltration system is designed for the 10 yr storm. What will happen during 25 or 100 yr storms? The site storm drainage system needs to be able to handle and detain or retain the 100 yr storm. There needs to be no increase in runoff from the site for up to a 100 yr storm, so it does not impact neighboring or downstream properties. Revise the storm drainage system to handle the 100 yr storm. Response: The gallery systems have been revised to contain the 100 year storm. See sheet C-1 2. The well should be moved further away from the road.I suggest this be at least 50 feet from the front property line. Response: Well has been relocated 50'from the street line. See sheet C-3 3. Show the water and electric lines from their respective sources to the building. Response: Added. Refer to sheet C-3.01 4. Are there any floor drains in the building,including the garages?If so an oil/water separator may be required Response: No Floor drains are proposed. 5. The sanitary sewer lateral need to have a minimum slope of 2%. Response: Slope note has been revised—See Sheet C-3.01 6. The invert of the existing SMH in the road that the building lateral is proposed to tie into will likely have to be rebuilt. Response: A note has been added to reconstruct the Manhole bench. See sheet C-3.01 7. A separate monitoring manhole may be required on the sanitary line from the building to the sewer main in the road. Response: A cleanout has been added to the sanitary service 5 feet from the building. See sheet C-3.01. 8. The elevations of the 2 drywells shown to the west of the building on the site layout plan do not match the elevations on the drainage plan. Response: Revised See sheets C-3.01 and Sheet L1.01 9. Show the sight lines on the Site Layout Plan from the driveway looking onto Troy Road in both directions. Response: Note Added—See sheet L1.01. On-site measurements were taken that exceed 400' 10. What is the note Krivick Avenue 343 on the Site Layout Plan? Response: Omitted—See Sheets L1.01 11. WPCA review and approval of this plan is required. Response: So Noted. WPCA application submitted 6 22 2018 KACSTLE BOOS Ms.Michele Lipe June 22,2018 associates , inc Page Included with these comments are the most up to date version of the site plans,as well as individual documents noted, for your confirmation. Please note that the proposed work has shifted approximately 8' to the west to accommodate grading at the property line. Proposed grades and drainage elevations have been adjusted accordingly. If the town is satisfied with the responses,please notify us, and we will produce the stamped mylar set of plans for filing purposes. Very Truly Yours, Eric Q. Roise ASLA Sr. Landscape Architecture KAESTLE BOOS ASSOCIATES,INC_ Encl. (6)Copies of revised site plans dated 6-11-2018 k:Isouth Windsor ct117018.00 Switzer garagelarch-int-land-structlpermitting12018-0622-kba zoning comments response.doex N/F N TERRY H. &SANDRA H.FlLES RONALD BURNHAM N/F 151 TROY ROAD 141 TROY ROAD PATRICK A.&DORIS V. LAUSIER VOL 239 P.248 VOL 1691 P.83 135 TROY ROAD VOL 88 P. 103 eN 4 n�Ev.-rya E SfEf 46< TROY ROAD +en 5889' m 225.00' N rn STREET PLANTINGS E 104750Y.5+ «x E 1 ° ° PLANT BED PUBLIC&OFFICE PARKING n -s a YARD e __. ...._...... CONCRETE WALK .. ...... .......:«a- FOUNDATION PLANTINGS + ....' �1 PROPOSED NEW BUILDING N VAWAM VASNESKI&STEPHEN VASNESKI SR. 118 TROY ROAD VOL.1216 P.153 SCREEN PLANTINGS S N DOROUHY E. AVENUE > N DVTVIST,E RIMCK s2o SUwvAN AVENUE y� _ EMPLOYEE PARKING VOL 273 P.343 pI r:.a ................. avt, 3 3 a CHAIN LINK FENCE «_ > _..--------..__._; SNOW STORAGE AREA DUMPSTER PAD N 57l=W E 1047-%.51 ' N569'NO"W 9Q O� rtN pD) N 04774 55 E 1W7762JY N/F N F %^ BARBARA,CHARLES&GEORGE GILSON H AND V,LLC '«" 668 SULU N AVENUE IsM SUWVAN AVENUE '�° VOL 354 P.74 VOL 875 P.267 w,x W.fl A� r.+e 11015.00 © ° r OFFICES OF MK CONSTRUCTION,INC. M TROY ROAD SOUTH WINDSOR,CT KAESTLE BOOS associates, inc ILLUSTRATIVE SITE PLAN I �j / i ,� SOUTH ELEVATION �,�,EAST ELEVATION r+ i f/ I (�,NORTH ELEVATION ! ��WEST ELEVATION 17018.00 OFFICES OF MK CONSTRUCTION,INC. 140 TROY ROAD SOUTH WINDSOR,CT K \EJJS I lC BOOS EXTERIOR ELEVATIONS associates, inc Appl #18-18P, MK Construction Site Plan June 12, 2018 Planning Department Report 1. Request for site plan approval to build a 4,500 sq ft building on property located at 140 Troy Road, I zone. The PZC may recall that this property was rezoned last year. The intended use of a general contractor establishment. 2. Maximum impervious coverage allowed is 65%, 53% proposed. Proposed building height is 24 feet; 40 feet allowed. Lot size is .8 acres; minimum lot size allowed is V2 acre. Front yard setback is about 57 feet, 35 feet required. 3. The intended use is to have offices and warehouse space for the existing contractor business. The area of outdoor storage, including construction equipment, is allowed with PZC approval and appropriate screening. The applicant is proposing to screen this area with an 8 foot high slatted fence along the parking area. There will be a gate controlling access into the back area. 4. The parking requirement for this building is 12 spaces, 12 have been provided. 5. There are several overhead doors proposed; two along the western side along the side of the building and one in the rear. The doors will be screened from Troy Road by the proposed fencing. 6. Architectural and Design Review Committee reviewed this site on April 18th and were generally satisfied with the proposal as presented. They did request the applicant consider adding a cedar shake treatment to the eaves of the fagade facing Troy Road. 7. Landscaping has been included along the site's frontage. New lighting will consist of full cutoff wall paks that will illuminate the parking area and storage yard. Will the lighting be placed on a timer? 8. There are no regulated wetlands on this lot. IWA/CC approved the erosion and sediment control plan on May 16 with a $5,000 bond to ensure compliance with the erosion and sediment control measures and stormwater plan. 9. The site is served by public water and sewer. Water Pollution Control Authority approval is required. 10.They are showing the dumpster along the westerly parking edge. It will be on a concrete pad and screened by the fencing. 11.If this application is approved, there are no other approval modifications requested. SOvIN sf4 C vd 7_0� �Saam V&U&ot co • w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 r�Osoe.CO TELEPHONE (860) 644-2511 CERTIFIED MAIL 7016 0910 0000 98610240 June 28, 2018 Kaestle Boos Associates, Inc. Luke McCoy 416 Slater Road New Britain, CT 06050 Dear Mr. McCoy: Re: Appl. 18-18P, MSKW,LLC Site Plan of Development, 140 Troy Road We are pleased to advise you that the Planning & Zoning Commission voted on June 26, 2018 to approve with modifications the above referenced application for a Site Plan of Development. This approval is for MSKW, LLC for a site plan to construct a new office for MK Construction, on property located at 140 Troy Road, I zone, as shown on plans prepared by Kaestle Boos Associates, Inc.,project# 17018 dated April 13, 2018 as revised. This approval is subject to the following modifications: 1. Prior to commencement of any site work, a meeting must be held with Town Staff. 2. No building permit will be issued until the final mylars have been filed in the Town Clerk's office. 3. This application is subject to the conditions of approval of the Inland Wetlands Agency/Conservation Commission,including bonds in the amount of$5,000. 4. A landscape bond in the amount of$3,000 is required and must be submitted prior to the issuance of a certificate of occupancy if work is not completed. 5. All bonds must be in one of the forms described in the enclosed Bond Policy. 6. An as-built plan is required prior to issuance of a Certificate of Occupancy per Section 9.1.3 of the Zoning Regulations. 7. All plans used in the field by the developer must bear the stamp and authorized signature of the Town of South Windsor. 8. This approval does not constitute approval of the sanitary sewer, which can only be granted by the Water Pollution Control Authority. 9. The building street number must be included on the final plan. 10. Pavement markings must be maintained in good condition throughout the site drives and parking areas. 11. All free standing signs and/or building signs require the issuance of a sign permit before they are erected. 12. Sight line must be shown based on the speed limit of the roadway. Black and white transparent mylars of Sheets # L1.01 with the above modifications, together with three print copies of the entire set of plans with live signatures and raised seals (including architectural elevations and landscaping plans) must be submitted to this Commission to be stamped and signed. The letters of approval of this Commission as well as the Inland Wetlands Agency/Conservation Commission and the Water Pollution Control Authority must be reproduced on the mylars. After the mylars have been signed by the Commission, they will be returned to you for filing in the Office of the Town Clerk. After filing these plans, a copy of the receipt must be submitted to the Planning Department. Sincerely, Bart Pacekonis, Chairman Planning and Zoning Commission BP/llz cc: Town Engineer Chief Building Official Assessor Superintendent of Pollution Control Fire Marshal (Oy1 N Sf4 O G T_0� ap Sau� w� 1540 SULLIVAN AVENUE • SOUTH WINDSOR, CT 06074 f�OSOR.CO TELEPHONE (860) 644-2511 September 7, 2018 Kaestle Boos Associates Luke McCoy 416 Slater Road New Britain, CT 06050 Re: 140 Troy Road - Offices of MK Construction, Inc. WPCA Approval/Planning Application No. 18-18P Dear Mr. McCoy: The South Windsor Water Pollution Control Authority, at its regular meeting of September 4, 2018, approved the application as presented for connection to the Town's sewerage system for the proposed office for MK Construction, on property located at 140 Troy Road, South Windsor, CT, as more specifically shown on plans entitled "Office of MK Construction, Inc." prepared by Kaestle Boos Associates, Inc., Project No. 17018.00 dated April 13, 2018, Revised Date June 11, 2018, Drawing No. C-3.01"Site Utility Plan". This approval is subject to the following conditions: 1. Payment of the following charges will be due at the time of connection, the rates for which will be in effect until June 30, 2019: a. Connection Charge in the amount of$3,229.80 for 0.84 acres; b. Capacity Charge in an amount of$5,310.00; and c. Lateral Charge in the amount of$1,167 for one lateral. 2. The installation of a water meter which will be reported annually in January to the Pollution Control Department. 3. Technical approval of the Town of South Windsor Engineering Department; and 4. Final Authority approval and acceptance of the sanitary sewerage connection is conditioned upon the installed sewer line having been inspected by the Town staff, and upon the written verification of the Town staff that said sanitary sewer line was installed in substantial conformance with the design plans approved by the Authority, and meeting all regulations and appropriate technical specifications relating to sanitary sewer construction. This approval letter must be superimposed on the final approval plans. Very truly yours, 1 R ch rd Aries, an Wa r Pollution Control Authority cc: Michael J. Gantick, Director of Public Works Jeff Doolittle, Assistant Director of Public Works/Town Engineer ,/°Michele Lipe, Director of Planning Chris Dougan, Chief Building Inspector