The URL can be used to link to this page

8339_PRELIMINARY PLAN - GIROUX ESTATES - POPLAR ST. g � 39 G;rou �ts�z�� s I � MEMO TO: Engineering Department FROM: Planning Board SUBJECT: Preliminary Plan Mylar- Poplar Street - Giroux Estates DATE: April 20, 2005 Please review the attached mylar of the Giroux Estates Preliminary Plan prior to the Board's April 2151 meeting, if possible, to determine if it is ready for the Board's signatures. Thank you. DSD:pre o� Town of Tgawam' ' 36 Main Street Agawam, Massachusetts 01001-1837 y 1� Tel. 413-786-0400 Fax 413-786-9927 PLANNING BOARD u, r February 22, 2005 Tom Lucia Poplar Development LLC o `n 60 Main Street -- P.O. Box 835 Blandford, MA 01008 Dear Mr. Lucia: At its duly called meeting held on February 17, 2005, the Agawam Planning Board voted to approve the plan entitled "Preliminary Subdivision Plan, George A. Giroux Estates, Agawam, Massachusetts" prepared for Poplar Street Development, LLC, prepared by Heritage Surveys, Inc., dated January 7, 2005 with the condition that the Agawam Engineering Department comments dated January 26, 2005 (attached) are addressed. Please submit a mylar of the final Preliminary Plan for the Board's signatures. If you have any questions, please contact this office at 786-0400, extension 283. Sincerely, 1U.S. Postal /� Co ■ , RECEIPT Co A Only; A c,n tr � ` C � AL USE Dennis B. Hopkins, ChairmanFor delivery Intormaiion visit our website al vvww.uSps.CoffLj, F � Agawam Planning Board r-1 Postage $ m p Certified Fee DB H:p re o Retum Redept Fee P05WW l` (Endorsement Required) Here cc: Engineering Dept., Town Clerk, File, Heritage Survey;o (EEr ersee a°t R q.i Fee 1 Ln Total Postage d Fees s r TO s Ctry,stare,rr ern.St...... ..-o-_�—---- i o TowNOFSAGAWAM . . FA �O 9 INTER-OFFICE y :.._ TE D Mpy MEMORANDUM ... To: Planning Board CC: File From: Engineering Division f Date: January 26, 2005 Subject: Preliminary Plan Review - George A. Giroux Estates - West View Lane Per your request dated January-12, 2004, we have reviewed the Preliminary Subdivision plan entitled, "George A. Giroux Estates, Agawam Massachusetts; Prepared for: Poplar Street Development, LLC, 60 Main Street - P.O. Box 835, BIandford Massachusetts 01008-0835; Prepared by: Heritage Surveys, Inc., Registered Professional Land Surveyors, College Highway& Clark Street,Post Of ce Box 1, Southampton, Massachusetts; Dated: January 7, 2005; Scale: 1"=30"', and we have the following comments: Recently in the Engineering Office, a nearby neighbor expressed concerns about the existing sanitary sewer in Poplar St. Subsequent discussion with DPW operations personnel indicates that there were problems during the 1960s and 1970s because of surcharging in Mill St.. But, since significant sewer improvements were implemented town-wide,unusual problems with the Poplar St. sanitary system have not been noted. Comments to be addressed in-the PRELIMINARY submittal. l. It is suggested to the Planning Board that the placement of new cement concrete sidewalks along Poplar Street in front of Parcels A&B with appropriate handicapped ramps would be a benefit to the neighborhood at this location. Handicapped ramps should be proposed at the end of the sidewalk also. 2. Show the existing house that is to be removed at the beginning of West View Lane. 3. The plan must show and label the type and size of trees 8 inches in diameter and larger,as measured 5 feet from the ground. The applicant should keep in mind that in any area outside the right-of-way and building site(house plus 15 feet outside walls),no tree over 8 inches in diameter measured 5 feet above the ground shall be removed without the consent of the Tree Warden or his agent. Any trees which meet.these requirements and are to remain, must be shown on the plan. JAN 2 6 PLM 0 Comments tope addressed-in the-DEFINITIVE submittal. These comments highlight concerns to be addressed in subsequent submittals for this project. General 4. A Determination of Applicability or N.O.I. must be submitted to the Agawam Conservation Commission before the definitive subdivision application. 5. A site distance study will be required for the proposed intersection with Poplar Street. If necessary, site distance easements should be taken/secured from adjacent property owners. The description of those easements should be approved by Engineering before the rights are secured. 6. The plans shall reflect the Town of Agawam standard specifications for roadway, sanitary, drainage, and water works construction with corresponding details. 7. The plan must include a topographic plan with existing and proposed contours at two-foot intervals extending at least 30 feet beyond the property lines (50 to 75 feet is preferred). Particularly on southern side of project to determine impacts of grading. 8. The proposed site is relatively flat. The inclusion of spot elevations on the plan would assist in our subsequent review of the submitted drainage calculations for this site. 9. There are existing trees in the proposed street's right-of-way.These will have to be removed along with all stumps and organic material. A suitable process must be proposed to address this concern. 10. The definitive plans must include a general grading plan for the project. This plan should include proposed impervious areas and any swales or yard drains as appropriate to protect adjacent properties to the project site and the proposed building lots. Drainage easements should be proposed as needed for significant drainage features which the Town will maintain. In addition individual grading plans should be required for all individual lots. These grading plans would include but not be limited to: ground elevations,top of foundation wall elevations;approximate driveway layouts and grades, any necessary swales, yard drains, drainage easements, etc. A note should be added to the definitive plans stating that if changes to the lot grades are desired by the owners, individual grading plans can be submitted to the Engineering Division for approval. 11. The proposed house envelope on Lot 4 is less than the preferred minimum distance of 50 feet from the edge of the detention pond. Potentially, protection will be needed for the foundation to protect it from ground water. Roadway 12. All excavations within Poplar Street must be backfilled utilizing flowable fill. 13. The plans should indicate that a saw cut and/or milling be required to match the proposed and existing pavements at the connection to Poplar Street. A paving plan with adequate detail showing the connection with the existing street pavement must be submitted. Complete grading plans for this road intersection (gutter, crown, etc.) shall be included. An example has been included with this memo. 2 0 14. The plans will indicate the type of curbing throughout the project: existing bituminous concrete in Poplar Street; proposed vertical granite curbing at the two entrance radii of West View Lane and proposed bituminous concrete curbing for the remainder of West View Lane. Both types of curbing in West View Lane to meet the Town of Agawam's specifications. An appropriate transition from the granite curbing to the existing bit.conc.curbing will be required at the Poplar Street intersection. Sanitary Sewer 15. If the Definitive Subdivision Plan is approved, the applicant must apply for a Sewer Extension Permit with Mass. D.E.P.. Construction may not commence on the sanitary sewer until DPW Engineering receives a copy.of the permit approval by D.E.P.. 16. The plans should show where all proposed water and sanitary sewer laterals will be located and extend them to the individual lot property lines. Maintain a minimum distance of 10 feet between these two utilities. Minimum cover over water lines is 5 feet. Minimum cover over sanitary sewer lines is 4 feet. Water 19. We recommend moving the proposed fire hydrant from sta. 4+26 to sta. 5+00 (to be relocated in the proposed cul-de-sac island). This will allow the hydrant to be used as a blowroff/chlorination point. 20. The Agawam DPW utilizes only Tyton pipe with field-lok gaskets for all water mains. Additionally,all fixtures must utilize the press on type connection with the field lok gaskets. This thrust restraint is in addition to standard concrete block restraint at all changes in direction. Drainage . 21. The plans shall include 2 additional catch basins. These C.B.'s are to be located in the north and south gutter line of West View Lane near'its intersection with Poplar Street. 22. The proposed detention pond must have an emergency spillway for rain events in excess of the 100 year storm. The spillway must be such that adjacent properties are protected from flood waters overtopping the detention area. 2 foot free board is preferred, 1 foot free board is minimum. 23. The submitted drainage calculations will not be reviewed until any required Conservation Commission review or the Definitive plan review. This review will include a site visit to the downstream resource area to determine impacts due to this project once snow is gone. 24. The plans shall include soil boring information with seasonal high ground water table elevations at the location of the proposed detention pond. The plans shall also include a test pit in the detention pond and at least one test pit in the proposed road. 25. The outlet structure for the detention pond must be such that there will be positive flow through the pond to limit standing water to only when needed. The grades and layout must be such that DPW crews have adequate access for maintenance. Proposal of a sediment forebay near the inlet to the detention pond may be appropriate. 3 l ' 26. The plans shall include a sheet with erosion and sediment controls for the construction phase such that downstream resource areas, and adjacent properties will be protected while soils are disturbed. 2$_ The plans must show that any and all proposed grading, including the detention pond area,will have a maximum of 3 to l slopes. 29. Detention Area Safety The detention pond must be enclosed within a fence for the protection of children and. animals. The fence must be 4 foot high with a 10 foot-gate. The fence must be constructed of a vinyl coated chain link material. A sign shall be placed on the chain link fence surrounding the detention pond area noting `Detention Pond Area or `No Trespassing' Keep Out' in.a location so that it can be easily seen by anyone approaching the protected area. This sign will be metal with rounded comers, be made with reflective material, and 4" tall lettering. During construction, as soon as the detention pond area is capable of holding water, it shall be secured with a protective construction fence and posted with a sign noting, No Trespassing, at any locations where pedestrian access is possible. This safety fencing and signage shall be maintained by the contractor until the permanent chain link fence and safety signage is placed and accepted by the Town of Agawam. . A construction note shall be added to this effect. . 30. The Applicant must submit a courtesy copy of the NPDES Storm water Permit for Construction Activities Pollution Prevention Plan. The Engineering Division reserves the right to comment on other concerns once new information is submitted. If you have any questions, please do not hesitate to contact our division. Sincerely, 4Tonginlru Rick S. Seidnitzer a Jym .E. Civil Engineer I Enclosures �,�► : wkw oi,�a 4 • 0 HERITAGE SURVEYS, INC. Professional Surveyors and Engineers College Highway & Clark Street Post Office Box I Southampton, Massachusetts 01073-0001 Bruce A. Coombs, President Telephone(413) 527-3600 Professional Surveyor, MA, CT& VT Facsimile(413)527-8280 E-mail. bruce®heritagesurveys.com Website. heritagesurveys.com February 10, 2005 Town of Agawam Planning Board Town Hall- 36 Main Street Agawam, MA 01001 RE: Preliminary Subdivision Submission George A. Giroux Estates Poplar Street(West View Lane—Proposed Roadway) Agawam, MA 01001 HSI Job #5201-030911 Dear Planning Board Members: On behalf of our client, Poplar Development, LLC, c/o Thomas Lucia, we are not requesting any waivers from-the Town of,Agawam Subdivision of Land, Chapter 159 regulations for this project. On Wednesday, February 9, 2005 the applicant, Thomas Lucia and myself met with Georganne J. Hoyman, P.E. and Rick S. Seidnitzer, Civil Engineer of the Engineering Department to review the project. Based on comments made at the Planning Board meeting on February 3`d, Planning Staff Preliminary Plan Review, dated January 26, 2005 and Engineering Department, Inter-Office Memorandum dated January 26, 2005,the Definitive Subdivision Plans for this project will include sidewalks on both sides of the proposed street and Parcels A and B along Poplar Street, as well as the other items requested in the department review memorandums. We would appreciate you directing any correspondence regarding the above referenced project to Poplar Development, LLC c/o Thomas Lucia, 60 Main Street — P.O. Box 835, Blandford, MA 01008, with copies of the same to Heritage Surveys, Inc. Sincerely, - t Mark P. Reed i ip' '�'J'• •.1� cc: Agawam Town Clerk Agawam Engineering Department FEB I 1 Thomas Lucia ' 0U Y:\PRO.IECT DOCUMENTS\SUBDMSION\5201presub.DOC Reviewer D. DAchos Date 1/26/05 Date reed 1/10/0 5 Dist. Date 1/12/0 5 Planning Board Meeting Date February 2 , 2005 Mandatory Date for final action February 24 , 2005 OFFICE OF PLANNING AND COMMUNITY DEVELOPMENT RELIMINARN PLAN RMEW-- Name of Applicant. „Poplar -QeveloQUUt L1 Address 60 Main Street P .O. Box 835— Bland_ford. MA _ 01008 �^ Address of Property. 189 Poplar. Street , F.H. Name of Subdivision .George A. Giroux Estates Number of Lots 9 Deposit.: $5 0 .0 0 Preliminaa Plan Content: Statement of interest in land 0. K. Location map of site and surroundings O.:.K. Environmental Study: Relationship to zoning,-Master Plan, etc.- O.K. Existing topo, water table, etc. Not provided . Impacts of proposed development A list of requested waivers must be submitted for action by Planning Board . ' Traffic study/sight distance study. per Engineering comments ( at.tached ) is also to Other: be submitted. Lot survey with existing easements, abutters, zone lines, and existing streets Show house and other structures to be removed and old and new lot lines . Topographic Plan: Existing contours at 2' intervals on south side of street . Environmental elements_ Trees to be shown per Engineering comments . Proposed streets and lot lines . O .K. Sewage, water, and drainage see . Engineering comments . SUBMITTAL SHALL INCLUDE: ONE (I) ORIGINAL AND. POUR (4) COPIES Memo To: Planning Board From: Lt. Richard Light Subject: Preliminary Plan-George A. Giroux Estates-Poplar Street-Poplar Dev. LLC Date: January 14, 2005 I have reviewed the preliminary site plan regarding West View Lane which is to connect with Poplar Street. At this time I do not believe that this proposed development will over burden Poplar Street or adjoining streets with traffic. I do not not see this development negatively effecting the area in anyway. Res ec fully Submitt , Lt. Richard Lig r r • ! TowNoFAGAwAm INFER-OFFICE 0 MEMORANDUM To: Planning Board CC: File From: Engineering Division Date: January 26, 2005 Subject: Preliminary Plan Review- George A. Giroux Estates - West View Lane Per your request dated January 12, 2004, we have reviewed the Preliminary Subdivision plan entitled, "George A. Giroux Estates, Agawam Massachusetts; Prepared for: Poplar Street Development, LLC, 60 Main Street - P.O. Box 835, Blandford Massachusetts 01008-0835; Prepared by: Heritage Surveys, Inc., Registered Professional Land Surveyors, College Highway& Clark Street, Post Ofice Box 1, Southampton, Massachusetts; Dated: January 7, 2005; Scale: 1"=30' ", and we have the following comments: Recently in the Engineering Office, a nearby neighbor expressed concerns about the existing sanitary sewer in Poplar St. Subsequent discussion with DPW operations personnel indicates that there were problems during the 1960s and 1970s because of surcharging in Mill St.. But, since significant sewer improvements were implemented town-wide, unusual problems with the Poplar St. sanitary system have not been noted. Comment to a addres ed in the PRELIMINARY submittal. l. It is suggested to the Planning Board that the placement of new cement concrete sidewalks along Poplar Street in front of Parcels A & B with appropriate handicapped ramps would be a benefit to the neighborhood at this location. Handicapped ramps should be proposed at the end of the sidewalk also. 2. Show the existing house that is to be removed at the beginning of West View Lane. 3. The plan must show and label the type and size of trees 8 inches in diameter and larger,as measured 5 feet from the ground. The applicant should keep in mind that in any area outside the right-of-way and building site(house plus 15 feet outside walls),no tree over 8 inches in diameter measured 5 feet above the ground shall be removed without the consent of the Tree Warden or his agent. Any trees which meet these requirements and are to remain, must be shown on the plan. JAN 2 6 PLANNWidOARD Comments to be addressed_in_the DEFINITIVE submittal. These comments highlight concerns to be addressed in subsequent submittals for this project. General 4. A Determination of Applicability or N.O.I. must be submitted to the Agawam Conservation Commission before the definitive subdivision application. 5. A site distance study will be required for the proposed intersection with Poplar Street. If necessary, site distance easements should be taken/secured from adjacent property owners. The description of those easements should be approved by Engineering before the rights are secured. 6. The plans shall reflect the Town of Agawam standard specifications.for roadway, sanitary, drainage, and water works construction with corresponding details. 7. The plan must include a topographic plan with existing and proposed contours at two-foot intervals extending at least 30 feet beyond the property lines (50 to 75 feet is preferred). Particularly on southern side of project to determine impacts of grading. 8. The proposed site is relatively flat. The inclusion of spot elevations on the plan would assist in our subsequent review of the submitted drainage calculations for this site. 9. There are existing trees in the proposed street's right-of-way. These will have to be removed along with all stumps and organic material. A suitable process must be proposed to address this concern. 10. The definitive plans must include a general grading plan for the project. This plan should include proposed impervious areas and any swales or yard drains as appropriate to protect adjacent properties to the project site and the proposed building lots. Drainage easements should be proposed as needed for significant drainage features which the Town will maintain. In addition individual grading plans should be required for all individual lots. These grading plans would include but not be limited to: ground elevations,top of foundation wall elevations, approximate driveway layouts and grades, any necessary swales, yard drains, drainage easements, etc. A note should be added to the definitive plans stating that if changes to the lot grades are desired by the owners, individual grading plans can be submitted to the Engineering Division for approval. 11. The proposed house envelope on Lot 4 is less than the preferred minimum distance of 50 feet from the edge of the detention pond. Potentially, protection will be needed for the foundation to protect it from ground water. Roadwa 12. All excavations within Poplar Street must be backfilled utilizing flowable fill. 13. The plans should indicate that a saw cut and/or milling be required to match the proposed and existing pavements at the connection to Poplar Street. A paving plan with adequate detail showing the connection with the existing street pavement must be submitted. Complete grading plans for this road intersection (gutter, crown, etc.) shall be included. An example has been included with this memo. 2 14. The-plans will indicate the type of curbing throughout the project: existing bituminous concrete in Poplar Street; proposed vertical granite curbing at the two entrance radii of West View Lane and proposed bituminous concrete curbing for the remainder of West View Lane. Both types of curbing in West View Lane to meet the Town of Agawam's specifications. An appropriate transition from the granite curbing to the existing bit.cons. curbing will be required at the Poplar Street intersection. Sanitary Sewed 15. If the Definitive Subdivision Plan is approved, the applicant must apply for a Sewer Extension Permit with Mass. D.E.P.. Construction may not commence on the sanitary sewer until DPW Engineering receives a copy of the permit approval by D.E.P.. 16. The plans should show where all proposed water and sanitary sewer laterals will be located and extend them to the individual lot property lines. Maintain a minimum distance of 10 feet between these two utilities. Minimum cover over water lines is 5 feet. Minimum cover over sanitary sewer lines is 4 feet. Water 19. We recommend moving the proposed fire hydrant from sta. 4+26 to sta. 5+00 (to be relocated in the proposed cul-de-sac island). This will allow the hydrant to be used as a blow,off/chlorination point. 20. The Agawam DPW utilizes only Tyton pipe with field-lok gaskets for all water mains. Additionally,all fixtures must utilize the press on type connection with the field lok gaskets. This thrust restraint is in addition to standard concrete block restraint at all changes in direction. Drainage 21. The plans shall include 2 additional catch basins. These C.B.'s are to be located in the north and south gutter line of West View Lane near'its intersection with Poplar Street. 22. The proposed detention pond must have an emergency spillway for rain events in excess of the 100 year storm. The spillway must be such that adjacent properties are protected from flood waters overtopping the detention area. 2 foot free board is preferred, 1 foot free board is minimum. 23. The submitted drainage calculations will not be reviewed until any required Conservation Commission review or the Definitive plan review. This review will include a site visit to the downstream resource area to determine impacts due to this project once snow is gone. 24. The plans shall include soil boring information with seasonal high ground water table elevations at the location of the proposed detention pond. The plans shall also include a test pit in the detention pond and at least one test pit in the proposed road. 25. The outlet structure for the detention pond must be such that there will be positive flow through the pond to limit standing water to only when needed. The grades and layout must be such that DPW crews have adequate access for maintenance. Proposal of.a sediment forebay near the inlet to the detention pond may be appropriate. 3 26. The plans shall include a sheet with erosion and sediment controls for the construction phase such that downstream resource areas, and adjacent properties will be protected while soils are disturbed. 28. The plans must show that any and all proposed grading, including the detention pond area, will have a maximum of 3 to I slopes. 29. Detention Area Safety The detention pond must be enclosed within a fence for the protection of children and animals. The fence must be 4 foot high with a 10 foot gate. The fence must be constructed of a vinyl coated chain link material. A sign shall be placed on the chain link fence surrounding the detention pond area noting `Detention Pond Area or `No Trespassing' Keep Out' in a location so that it can be easily seen by anyone approaching the protected area. This sign will be metal with rounded corners, be made with reflective material, and 4" tall lettering. During construction, as soon as the detention pond area is capable of holding water, it shall be secured with a protective construction fence and posted with a sign noting, No Trespassing, at any locations where pedestrian access is possible. This safety fencing and signage shall be maintained by the contractor until the permanent chain link fence and safety signage is placed and accepted by the Town of Agawam. A construction note shall be added to this effect. 30. The Applicant must submit a courtesy copy of the NPDES Storm water Permit for Construction Activities Pollution Prevention Plan. The Engineering Division reserves the right to comment on other concerns once new information is submitted. If you have any questions, please do not hesitate to contact our division. Sincerely, IJA Rick S. Seidnitzer a J. ym E. Civil Engineer I /eorg o ' ngin r Enclosures SAW ,�cvouxF,--\n &n prdimin-ywiew_OL-N 4 Town of Agawam y 36 Main Street Agawam, Massachusetts 01001-1837 y� �pR�ED Mp-t�� Tel. 413-786-0400 Fax 413-786-9927 Effective May 27, 2004 Acceptance Plan Requirements The following information is to be included in any Street Acceptance Plans for Subdivisions which receive Planning Board approval after Jan. 1, 2004. All previously approved Subdivisions shall comply with the previous Street Acceptance Plan requirements. -A full description of the layout of the newly established street right of way including the location, metes and bounds description of all monumentation. The new layout must be tied to at least one pre-existing street line monument outside of the project. - The lots which have been established, and are pre-existing, within the subdivision shall be labeled with lot numbers and street addresses as appropriate. - Two monuments shall be labeled with a Northing and Easting utilizing the Town of Agawam System which is based on NAD 27 Massachusetts State Plane Coordinate System (Mainland Zone, U.S:Foot). - Stationing of the new right of way layout shall be such that Station 0+00 is the intersection of an existing adjacent street line and the new street's center line. If the new right of way is an extension of an existing street and stationing has already been established, the new stationing will begin where the previous left off. - The location and description of all easements which are pre-existing and were created as part of the subdivision process, within the project area, shall be included. These easements , include but are not limited to future roadways, sanitary sewer, drainage, sidewalk, sight distance, grading restrictions, and all other utility easements. - An As-Built plan of all utilities which have been constructed as part of the subdivision construction shall be provided. This information may be included on the right of way layout sheet as long as all labeling is legible. The location and description of all utilities which have been constructed within the new right of way must be included. This description includes size, material, rim elevation, invert elevation of sanitary, drainage, yard drains, and water, at a minimum. Other underground and above ground utilities should be located and described as practicable. Page 2 -Notes shall be included on the acceptance plan as required by all state and local regulations including but not limited to the following: Commonwealth of Massachusetts Town of Agawam Office of Town Clerk I herewith certify from records in my custody as Town Clerk that this is a true copy of the plan,showing the boundaries and measurements of the way,as layed out by the order of Agawam Town Council,pursuant to Sections 16-25 thru 16-28 of the Town Code, on Date Richard M. Theroux,Town Clerk Town of Agawam Planning Board Report This plan has been referred to the Agawam Planning Board in accordance with Chapter 41, Section 811 of the General Laws, and said Board has submitted its report thereon to the Town Council. Date - The plan shall be stamped and signed by a Land Surveyor who is registered in the Commonwealth of Massachusetts. - A copy of the acceptance plan in digital format compatible with AutoCAD and or Land Desktop must be submitted if available. Please note the version of software of the data. -The quality of the plan and its material must be such th t it can be recorded in the Hampden County Registry of Deeds. v eor anne J. ym ,P E o ` Engineer SAMEGAMANUABAcceptance Plan Requirementsmpd Town of Agawam Subdivision Regulation Amendment This procedure shall be added to Section 159-12. E. of the Subdivision Regulations LOT GRADING PLAN PROCEDTJ_RES The Town of Agawam requires the following procedure to be followed for lot grading plans for all subdivisions approved after Jan. 1,2004. Review Scope - This review/approval process will address drainage and runoff concerns for the lot in question, adjacent lots, and the subdivision as a whole only. The elevation of the foundation is reviewed for comparison to adjacent grades, and generally for comparison to adjacent homes. This review does not address the constructability of the foundation or the building layout proposed. Procedure Overview Step 1. Lot Grading Plan Approval - The owner's engineer/ surveyor submits information for review and approval to Agawam DPW Engineering. It is hoped that the owner is part of this process in order to expedite Step 2. Step 2. Builder/ Owner Sign-Off- The owner and builder send a letter to DPW indicating that the approved Lot Grading Plan will be complied with during construction. The owner/builder sign-off, including all information shown in the sample letter,must be forwarded to DPW within one week after Step 1 is complete. The white form will be forwarded from DPW to the Building Dept. for the Building Permit after this step is complete. Step 3. Construction Field Check - The builder/owner will contact DPW Engineering to schedule a field check on the top of foundation wall to ensure compliance with the approved lot grading plan. The builder/owner must allow a 48 hour window for DPW to perform the field check. DPW is available Monday thru Friday,8:30 am to 4:30 pm, except holidays. The builder will be contacted by Agawam DPW with the results of the field check. Failure by the builder to comply with the approved Lot Grading Plait will result in DPW notAing the Planning Board. The Planning Board will then request the Building Department to issue a Stop Work Order or the lot until a resolution can he agrees!uyon. Page 1 E --LOT GRADINC, PLAN APPROVAL DPW Engineering approval is required before the white form will be forwarded to the Building Department. The following information, at a minimum, will be required for each Lot Grading Plan submittal. Location (Street Address) Owner's Name Lot number Scale,North arrow, and revision date Note indicating local bench location and elevation used Professional engineer/licensed surveyor stamp and signature Layout and location of building foundation Locations and spot grades (as needed) of all proposed yard drains, swales, retaining walls, sewer cleanouts, septic systems, wetland resources, streams, easements, buffers, tree line, existing/proposed pipes, manholes, or other structures found on lot. Maximum lawn grades of 3:1 Water service location (5 ft min. cover) Sanitary service location (4 ft min. cover) Note specifying the minimum cover requirements for the services must be included, " Sanitary service must have 4 ft. cover minimum. Water service must have 5 ft. cover minimum." Existing and proposed 2 ft contours within the lot Existing 2 ft contours at least 20 feet into adjacent lots within subdivision. Any previously approved grading plans on nearby lots must be taken into consideration. Existing 2 ft. contours at least 50 feet into adjacent lots outside of subdivision. Note indicating the tie-in or direction of roof drains Elevation of the top of the foundation wall, at all levels as needed - garage etc. Spot elevations of proposed finished grade at the corners of the building foundation Spot elevations throughout the lot 1 at all property lines (every 50 ft.), including back of proposed sidewalk elevations. Spot elevation of gutter at the driveway centerline If field conditions require a change from the approved plan during construction, the engineer/surveyor shall submit a revised lot grading plan to Engineering for approval, bef re changes are implemented. Page 2 EP 2. ER and BUILDER SIGN-OFF-LETTER Submit to DPW within one week of DPW approval of Lot Grading Plan Required submission to DPW Engineering before the white form will be forwarded to the Building Department. Once the grading plan is approved by DPW Engineering, the lot OWNER AND BUILDER BOTH must submit a letter to DPW Engineering acknowledging the information shown on the approved grading plan and agreeing that the lot will be graded and the elevation of the foundation will be built according to its details. A copy of the approved Lot Grading Plan must be attached to the Owner and Builder Sign-Off Letter. IMPORTANT: Failure of the builder to follow the approved Lot Grading Plan may result in alterations being required to the building, the site, and possibly including the alteration of the foundation walls, in order to comply with the approved grading plan. Sample Owner and Builder Sign-Off Letter: All pertinent information shown in this sample letter must be included in the submittal to DPW. To: Agawam DPW Engineering Date: Town Hall, 36 Main St. Agawam, MA 01001 I, the owner of Lot , # Street Name and within the Subdivision, and I, the builder of the home at this location have reviewed the approved lot grading plan. We understand the information that is shown on the attached plan Revision Date. We agree to comply with the information specified within the lot grading plan. If any significant alterations are wanted, we will have the engineer/surveyor submit a revised lot grading plan to Agawam DPW Engineering for approval. The builder must not begin the construction of any changes until a new approval has been received from Agawam DPW Engineering. The Town of Agawam will not be held responsible, by the owner or builder, for any costs incurred in order to comply with the Lot Grading Plan approval process or to reconstruct any structures in order to comply with the approved Lot Grading Plan. (Attach a copy of the approved Lot Grading Plan.) Sincerely, owner , builder Lot St. Attachment: Lot_Approved Grading Plan - Revision Date Page 3 STEP 3. DPW Elevation Eield Check Scheduling a field check by DPW Call 786-0400 x275 or x278 to schedule a field check of the top of wall elevation. Field checks • will be performed by DPW within 48 hours of notification, Monday thru Friday 8:30am to 4:30pm excluding weekends and holidays. When scheduling this field check please give the following information to DPW Engineering: Where is the location? Subdivision_ _ _ _ _Lot # When will the site be ready for the top of wall elevation check? Day_ _ Time _ Who should DPW contact with the information on compliance with the lot grading plan? Contact Name Phone Number The top of wall elevation must come within one ool of the approved top of wall elevation as shown on the approved Lot Grading Plan. Compliance with approved Lot Grading lan If the top of foundation wall is not within one foot of the approved top of wall elevation, DPW will inform the Planning Board, who will request the Building Department to issue a Stop Work Order for construction on the lot until the issue is resolved. Page 4 i • The following will be given to the contractor(if on-site) at the time of the DPW field check of the top of wall elevation. Building Foundation Elevation Field Check Contact Name Phone Number Scheduled Time: Office Information Date Lot # Address Approved Grading Plan Top of Wall Elevation by Field Data Bench Description Bench elevation Foundation Elevation Measurement Location Foundation Elevation Measurement Field Sketch (optional) Measurements Taken by This field check information is for the contractor's use to assist with compliance of the approved lot grading plan. This field check does not imply approval by Agawam DPW of the construction of the foundation. It is the contractor's responsibility to comply with the approved lot grading plan regardless of the presence of a DPW inspector on site or information given during the field check. This DPW field check does not take the place of any Building Dept. requirements or inspections. IMPORTANT: Failure of the builder to follow the approved Lot Grading Plan may result in alterations being-required to the building, the site, and possibly including the alteration of the foundation walls, in order to comply with the approved grading plan. SIPW/town code changes/lot grading plan/memos/grading plan procedures three steps RV March 1 04.wpd Page 5 ^� .b Z3 zi 50 iZS.25 �28 [dil COPY 2 S �- 3 12 7, 34 127. 97 le , CID iZ7.8Z 616 lz768 �G 12 7, 94 27'C- 1 Z7.47 IZ7.9Z t2- 7Z IZ7. Z7 f\lD 1z7. 8Z t� n� 1 Z7.07 T . To 4Z7.+o4 !� Sfo. 30t50 O IZ7.62 1z7�� n � � 126.87 I Z 7.0 7 3 --Pro 1 Z6.7 7 I Z 6.15 `" Craurrr L�e �4lff l Z 7.-5 Z 4 2�.70 l3' 23 =6`2 IZ8.Z5 - — LU 61 _ �� 1Z7.G I 60 127.00 12' Y41ff F — z = -•- — 5 w Prop. Crocus 2 s ?2' %4�ft. Line _ 19 P�o�o Crown Lure Y¢Y/ 127.3 2 !Z6.70 13' %4/ft. �7� 70 - _ - - - }'+� �tr 8 I Z 5.84 cr u 3 00 1 23.Ra ��/0 /Y 'b. IZ .55 �ti tK o� Town ofgawam ;�• 36 Main Street Agawam, Massachusetts 01001-1837 Tel. 413-786-0400 Fax 413-786-9927 PLANNING BOARD January 21, 2005 Dear Abutter: Poplar Development, LLC has submitted a' Preliminary Subdivision Plan to the Agawam Planning Board for property located on Poplar Street. The parcel of land contains approximately 4.49 acres and the proposal is to subdivide it into seven (7) lots. The Planning Board will be reviewing this Preliminary Plan at their meeting on February 3, 2005, which begins at 7:00 PM and will be held at the Agawam Public Library, 750 Cooper Street. If you have any questions you may contact this office at 786-0400, extension 245. Sincerely, Dennis B. Hopkins, Chairman AGAWAM PLANNING BOARD DBH/DSD:pre ROMAN CATHOLIC BISHOP ROMAN CATHOLIC BISHOP 76 ELLIOT STREET 76 ELLIOT STREET SPRINGFIELD, MA 01101 SPRINGFIELD, MA 01101 RAMPONI ALICE D L.TEN. BAVA BETTY L LIT 105 POPLAR ST 115 POPLAR ST FEEDING HILLS, MA 01030-2536 FEEDING HILLS, MA 01030-2536 ROSE JOHN R ROSE JOHN R 139 POPLAR ST 139 POPLAR STREET FEEDING HILLS, MA 01030-2536 FEEDING HILLS, MA 01030-2536 MACCALLUM SHIRLEY M BURKE HARRIET M ROUTE 44 PO BOX 234 749 MILL ST E CANAAN, CT 06024 FEEDING HILLS, MA 01030-2208 MACCALLUM SHIRLEY RIGHTER NANCY JO ROUTE 44 PO BOX 234 988 RUSSELL AVE EAST CANAAN, CT 06024-0234 SUFFIELD, CT 06078 VOTZAKIS JAMES DUFFUS GORDON J III 771 MILL STREET 218 POPLAR ST FEEDING HILLS, MA 01030-2208 FEEDING HILLS, MA 01030-2544 WOYSHNIS GERTRUDE S L/T SHEPARD KATHLEEN S 198 POPLAR ST 184 POPLAR ST FEEDING HILLS, MA 01030-2531 FEEDING HILLS, MA 01030 BOSSIG JOHN L YANKEE DONALD E 236 POPLAR ST 225 POPLAR ST FEEDING HILLS, MA 01030-2544 FEEDING HILLS, MA 01030-2535 MACKAY SHAVONE L MCMULLIN KIMBERLY F 52 DEPALMA STREET 44 DEPALMA ST FEEDING HILLS, MA 01030-2502 FEEDING HILLS, MA 01030-2502 SOHAY RAYMOND T VUMBACO,JOSEPH M LIT 38 DEPALMA STREET 30 DEPALMA ST FEEDING HILLS, MA 01030-2502 FEEDING HILLS, MA 01030-2502 MARUSZCZAK DANIEL J BOGUE ARTHUR H 26 DEPALMA ST 20 DEPALMA STREET FEEDING HILLS, MA 01030-2502 f FEEDING HILLS, MA 01030-2502 KOZAK-ANTHONY I SMITH MARY C LIT 12 DEPALMA STREET 215 POPLAR ST FEEDING HILLS, MA 01030-2502 FEEDING HILLS, MA 01030-2535 FUSICK GARY M BOSINI JOHN J, 17 MEMORIAL DR 23 MEMORIAL DR FEEDING HILLS, MA 01030-2509 FEEDING HILLS, MA 01030-2509 MCLAUGHLIN JAMES G ROSNER KATHLEEN M 29 MEMORIAL DR 35 MEMORIAL DR FEEDING HILLS, MA 01030-2509 FEEDING HILLS, MA 01030-2509 WUCHERT ROBERT L+ KUPIEC DANIEL J PO BOX 329 49 MEMORIAL DR AGAWAM, MA 01001 FEEDING HILLS, MA 01030-2509 BERARD ALFRED P PEPPER ROSE M LIT 55 MEMORIAL DR 61 MEMORIAL DR FEEDING HILLS, MA 01030-2509 FEEDING HILLS, MA 01030-2509 GIROUX ELEANOR M, LATHROP BRUCE 60 MAIN STREET 65 DEPALMA ST BLANDFORD, MA 01008 FEEDING HILLS, MA. 01030-2501 MCEWAN RALPH JR BORCEA STEFAN 71 DEPLAMA ST 72 DEPALMA ST FEEDING HILLS, MA 01030-2501 FEEDING HILLS, MA W030-2540 SULLIVAN DANIEL L LIARD GEORGE T 18 PHIL ST 10 PHIL ST FEEDING HILLS, MA 01030-2516 FEEDINGHILLS, MA 01030-2516 CAPPUCCIO ROBERT E MORIN RICHARD P 73 MEMORIAL DR 83 MEMORIAL DR FEEDING HILLS, MA 01030-2539 FEEDING HILLS, MA 01030-2539 FERRARI JOSEPH J KIERKLA JOSEF 5 MEMORIAL PARK 15 MEMORIAL PARK FEEDING HILLS, MA 01030-2511 FEEDING HILLS, MA 01030-2511 MCEWAN RALPH F JR LUCIA JOSEPH, 71 DEPALMA ST 189 POPLAR ST FEEDING HILLS, MA 01030 FEEDING HILLS, MA 01030-2536 JESERSKI CHRISTINE J GEMME RICHARD B 199 POPLAR ST 207 POPLAR ST FEEDING HILLS, MA 01030-2536 FEEDING HILLS, MA 01030-2536 AMARAL,FRANCES C TOOMEY ANNA M 27 DEPALMA STREET 35 DEPALMA ST FEEDING HILLS, MA 01030-2501 FEEDING HILLS, MA 01030-2501 KULMIZEV VLADISLAV D CASIELLO FREDERICK T 43 DEPALMA STREET 49 DEPALMA ST FEEDING HILLS, MA 01030 FEEDING HILLS, MA 01030-2501 MENDRALA MICHAEL J 59 DEPALMA ST FEEDING HILLS, MA 01030-2501 MEMO TO: Engineering Department, Safety Officer & Building Inspector FROM: Planning Board SUBJECT: Preliminary Plan - George A. Giroux Estates - Poplar Street - Poplar Dev. LLC DATE: January 12, 2005 Please review and comment on the attached Preliminary Plan prior to the Board's February 3' meeting. Thank you. DSD:pre No. January 11 20 05 To the Departmental Officer making the Payment: Received of Poplar Development LLC , the sum of Fifty and 00/00 Dollars, for the Prel. Plan Fee ending for collections as per schedule of this date, filed in my office. The6hurer, 4ERITAGE SURVEYS, OC. Professional Surveyors and Engineers College Highway & Clark Street Post Office Box 1 Southampton, Massachusetts 01073-0001 Bruce A. Coombs, President Telephone (4I3) 527-3600 Professional Surveyor, MA, CT& VT Facsimile (4I3) 527-8280 E-mail: bruce@he?itagesurveys.com Website: heritagesurveys.com January 7, 2005 Town of Agawam Planning Board Town Hall- 36 Main Street Agawam, MA 01001 RE: Preliminary Subdivision Submission George A. Giroux Estates @291 M Poplar Street(West View Lane—Proposed Roadway) Agawam, MA 01001 HSI Job #5201-030911 Dear Planning Board Members: On behalf of our client, Poplar Development, LLC, c/o Thomas Lucia, we are submitting five (5) prints of a Preliminary Subdivision Plan of George A. Giroux Estates, dated January 7, 2045, showing land located on the southeasterly side of Poplar Street, Agawam, MA. The parcel of land consists of 4.49 acres± of land with seven proposed building lots served by a new cul-de-sac roadway. . The following items are also being submitted: 1. Form B—Application for Approval of Preliminary Plan c, 2. Signed Statement of Interest Form w �, 3. Development Impact Statement 4. Certified copy of deed 5. A check in the amount of$50.00 addressed to the Town of Agawam. In accordance with the Procedures for the Submission and Approval of Preliminary Plans, we are submitting one plan and accompanying documents to the Agawam Town Clerk. We would appreciate you directing any correspondence regarding the above referenced project to Poplar Development, LLC c/o Thomas Lucia, 60 Main Street -- P.O. Box 835, Blandford, MA 01008, with copies of the same to Heritage Surveys, Inc. Sincerely, ark P. Reed cc: Agawam Town Clerk Thomas Lucia Y:\PROJECT DO CUMENTS\SUBDIVISION\520 1 presub.DOC i 0 • FA TOWN OF AGAWAM 9 36 MAIN STREET AGAWAM, MA 01001 T Tel 413-786-0400 FORM B APPLICATION FOR APPROVAL OF PRELIMINARY PLAN FILE ONE COMPLETED FORM WITH THE PLANNING BOARD, AND A COPY WITH THE TOWN CLERK IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION III-B Agawam January 7, 2005 To the Planning Board: The undersigned herewith submits the accompanying Preliminary Plan of property located in the Town of Agawam for approval as a subdivision under the requirements of the Subdivision Control Law and the Rules and Regulations Governing the Subdivision of Land of the Planning Board in the Town of Agawam. 1. Name of Applicant: Poplar Development, LLC Address 60 Main Street, P.O. Box 835, Blandford, MA 01008 2. Name of Engineer or Surveyor Heritage Surveys, Inc. Address College Highway & Clark Street, P.O. Box 1, Southampton MA 01073. C� ` 3. Deed of Property Recorded in Hampden County Registry, n Book 14344 Page 344 4. Location and Description of Property: (see enclosed Development Impact Statement) 5. A list of the documents included in this application shall accompany notice to the Town Clerk. Documents required to be submitted with this notice: a. Notarized statement of interest in the land. (see enclosed Statement of Interest) b. Environmental study. (see enclosed Development Impact Statement) c. Plans (one plan entitled, Preliminary Subdivision Plan, George A. Giroux Estates - Agawam, MA, prepared by Heritage Surveys, Inc., dated January 7, 2005.) d. Certified copy of Deed..-,1 'Signature of Owner Signature F1 Address 60 Main Street P.O. Box 835 " ; ,'\3 Blandford, MA 01008 F cR TOWN OF AGAWAM 9 36 MAIN STREET AGAWAM, MA 01001 Tel413-786-0400 STATEMENT OF INTEREST Date: The petitioner hereby certifies that he is the owner of all lands contained within the description of the subject petition. Agawam Planning Board Case No. Poplar Develo ment LLC (Name) 60 Main Street P.O. Box 835 Blandford, MA 01008 (Address) COMMONWEALTH OF MASSACHUSETTS Avxp--Av-e- 14AMP&E-Nss Date There personally appeared before me, on the above date, `MornaS le Z u cjc-- to me known to be the person described in and who executed the foregoing document. A:is� Notary Public.,., My commi sion expires wt``r-�C ad.s,15�� d'. .'i;,�;: •'�F'"'`rig," -NSF, �� >. -'^:+•. .••Y'• „�?�`✓:•,0,7:a" �:r'; ^5.:' i, ,1',nN,��:•�t ;,6 ;$,;ti .-•E•w �•it kr• ,..M� rY"��„ ..{,;•••`. d�U�l••, '.'4�•5G �., .t.. !., ..5 •..5< ,"L`v- .•t �- �7,i.. h.:�. S =S, l'.d R, '71 .1. •.i^. A.. `1.`` .415. S, rt .a, �h -•,, .k. a,i^lC�'�;.:. ..t 5, .��'','1:�? s»a: �t`:[ti�.',•.;._'. 'i,k t, .!,i, r na'' :'w,•-':4�.,U. .�.i=,:S'a, t- -c_ bt,., 1,5� ;:�:;; ,1',. ,.t.s .hl t.n POPLAR DEVELOPMENT LLC 5-13/16 1001 95i a39xra8 60 MAIN ST. BLANDFORD, MA 01008 /3 h DATE PAY TO THE n a ORDER OF- ! - - 7 G� C`�` .�+�l� �'. e Q� --- ._..Jam..-- ---- - - e G, f T✓ C6r1.C� `----� ,w DOLLARS Li Bankoffterica , •,g., .,„:c'e;aroa'a1a,.r.S;.S�s`:•a,;d,�;t*';,C,'vj � 1�� .� �I ,.. .,. y9 31 I` r MEMO �'`�� •r'L7 ni JiS�"�� J!p.'l QIi�`" i Iw 1:0 11000 138i: 9 510 3 9 2 7 All' 100 b Bk 13888 Pg284 t#2356 01-08--2004 @ 01 :07p EXECUTOR'S DEED KNOW ALL MEN BY THESE PRESENTS,that I, SHIRLEY LUCI<A,as Executrix of the ESTATE OF ELEANOR M. GIROUX, (See Hampden County Probate Docket Number 02P-0949)of 189 Poplar Street,Feeding Hills, Hampden County, Massachusetts by virtue of the Power of Sale conferred by Paragraph Seventh of the Will of Eleanor M. Giroux every other power. grant to SHIRLEY LUCIA of 189 Poplar Street, Feeding Hills,Massachusetts The land with the buildings thereon in AGAWAM in said County of Hampden,consisting of two(2)parcels,bounded and described as follows: FIRST PARCEL: Beginning at the southwest corner thereof at a stone bound on the Easterly side of Poplar Street running thence Northerly along said street to an iron pipe; thence Easterly by land now or formerly of Amelia L. Hill about five hundred seventeen(517) feet to an iron pipe;thence Southerly by land now or formerly of N. Burr,one hundred forty(140)feet to a stone bound and thence Westerly by land now or formerly of Gaetano and Mary DeCristoforo about six hundred twenty two(622) feet to the point of beginning. SECOND PARCEL:Beginning at the northwest corner thereof at a stone bound on the Easterly side of Poplar Street at land formerly of L.B. Robinson, and running thence Easterly by land Ln formerly of said L.B.Robinson,six hundred twenty-two(622)feet to a stone bound at land now W4 or formerly of N.and F. Burr;thence Southerly by land of said Burr,one hundred forty(140) feet; thence Westerly about six hundred twenty-two(622)feet,parallel with the northerly line of land now or formerly of Nelson G. King to said Poplar Street and thence Northerly along said street about one hundred forty(140)feet to the place of beginning. FOR GRANTOR'S TITLE see Hampden County Probate 02P 0949 and deed recorded in Book 1653,Page 157 on March 1, 1938. NO TITLE EXAMINATION was done by the preparer of this deed. Bk 13888 Pg 285 #2356 Signed this day of January,2004 CC SHIRLEY L IA,Executrix Of the Estate of Eleanor M. Giroux Hampden County Probate Docket No.02P-0949 COMMONWEALTH OF MASSACHUSETTS Hampden , ss: January r2004 On this day of January,2004,before me personally appeared the above named SHIRLEY LUCIA and acknowledged the foregoing instrument to be her free act and deed, before me. Raymond W. Gendron, Notary Public My Commission expires: 09/18/2009 �fAlI4'= Y �� of A TRUE PHOTOCOPY AS RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEDS AND IT IS SO CERTIFIED FBOOK � PAGE I. ATTEST: REGISTER - � Sk 14344 Pg344 #64859 07-19-2004 0 02: 34p WARRANTY DEED I,Shirley R.Lucia,an individual of 21 Rosewood Lane,Unit 21,Southwick,Massachusetts,for the full consideration of Three Hundred Thousand and 00/100 Dollars($300,000,00), Grant to Poplar Development, LLC, a Massachusetts limited liability company, with a place of business at 60 Main Street,Blanford,Massachusetts, with WARRANTY COVENANTS certain real estate located in Feeding Hills, Hampden County, Massachusetts as more particularly ( described on EXHIBIT"A" attached hereto and made a part hercof { 4 Executed as a sealed instrument this- day of July,2Q Witness S@rle R.� y cia COMMONWEALTH OF MASSACHUSETTS COUNTY OF HAMPDEN On this day of July. 2004, before me, the undersigned notary public, personally appeared Shirley R.Lucia, proved to me through satisfactory evidence of identification,which was a 4.� Massachusetts driver's license bearing the photographic image of the person's face and signature,to be the person whose name is signed on the preceding or attached document, and who swore or affirmed to me that the contents of the document are truthful and accurate to the best of her knowledge and belief. tJ� Notary Public SF'RINSFIELD My commission expires 1'trne. 20, 100 it DEEDS RE63-2 HAMPDEN eAaa,DMIAGP W" 0i/14/04 1 01 Ho"r�tmr pt� COWOMAM OF MA93ACOUSU118 BAMPM COUNW 113d8.00 M'Cmduion SVha Am 2(k MM CASH $4 368-00 (Document-x:1D005124733111reaimsi100062018.DOC;1) Bk 14344 Pg 345 #64859 EXHIH TT A The land with the buildings thereon in Agawam in said County of Hampden,consisting of twd.2) parcels,bounded and described as follows: FIRST PARCEL: Beginning at the southwest corner thereof at a stone bound on the Easterly side of Poplar Street running thence Northerly along said street to an iron pipe; thence Easterly by land now or formerly of Amelia L. Hill about five hundred seventeen (517) feet to an iron pipe; thence Southerly by land now or formerly of N. Burr, one hundred forty (140) fegt to a stone bound and thence Westerly by land now or formerly of Gaetano and Mary DeCristoforo about six hundred twenty two (622)feet to the point of beginning. SECOND PARCEL: Beginning at the northwest corner thereof at a stone bound on the Easterly side of Poplar Street at land formerly of L.B. Robinson, and running thence Easterly by land formerly of said L.B. Robinson, six hundred twenty-two (622) feet to a stone bound at land now or formerly of N. and F. Burr; thence Southerly by land of said Burr, one hundred forty (140) feet;thence Westerly about six hundred twenty-two (622) feet, parallel with the northerly line of land now or formerly of Nclson G. King to said Poplar Street and thence Northerly along said street about one hundred forty(140)feet to the place of beginning. FOR GRANTOR'S TITLE see Hampden County Probate 02P 0949 and deed recorded in Book 13888, Page 284 on January 8,2004. THIRD PARCEL: Beginning at an iron pin at the Southeasterly corner of land now or formerly of Carlo Marchetti and running thence SOUTHWESTERLY along the Southeasterly bound of said land now or formerly of Carlo Marchetti, six hundred ninety-eight and 35/100 (698.35) feet more or less to Poplar Street; running thence SOUTHERLY along said Poplar Street, one hundred twenty (120) feet to land now or formerly of one DePalma; running thence NORTHEASTERLY across other land now or formerly of said DePalma and parallel to the first course herein described,seven hundred sixty and 80/100(760.80) feet more or less to an iron pin in the Southwesterly bound of land now or formerly of Nathan Burr; and running thence NORTHWESTERLY one hundred fifteen (115) feet along the Southwesterly bound of said land now or formerly of Nathan Burr to the place of beginning. Subject to taking by Inhabitants of Hampden County under instrument dated December 12, 1937 and recorded with the Hampden County Registry of Deeds in Book 1651,Page 128. Being the premises conveyed to the Grantor by Deed dated September 28, 1959, recorded in the Hampden County Registry of Deeds at Book 2704, Page 22. WWW E cep►ASM tM W OM DoeumenP=}(:4DOCSU473311\realeomm100063720.DOC;t} A TRUE PHOTOCOPY AS RECORDED Ik, HAMPDEN CQUNlY t';E,;1S ►;Y GF DEEDS AND 1T IS SO CER i 1FIEil BODK 13�y PAGE 7q4- ?qS . ATTEST." DEVELOPMENT IMPACT STATEMENT GEORGE A. GIROUX ESTATES POPLAR STREET AGAWAM, MA LOT 3 PARCEL 8 LOr I LOT 2 .. .. ........ jir:--- PRO PO E' LOT 7 LOT 6 LOT 5 LOT 4 PARCEL A Prepared for: Popiar Development,LLC c/o Thomas Lucia 60 Main Street—P.O. Box 835 Blandford,MA 01008 Prepared by: HEWAGE SURVEYS, INC. Professional Surveyors and Engineers College Highway & Clark Street Post Office Box I Southampton, MA 01073 (413) 527-3600 HSI No: 5201-030911 January 7,2005 ........... ............................ 911FIRITAGE SURVEYSOINC. Professional Surveyors and Engineers College Highway & Clark Street Post Office Box 1 Southampton, Massachusetts 01073-0001 Bruce A. Coombs, President Telephone(413) 527-3600 Professional Surveyor, MA, CT& VT Facsimile(413) 527-8280 E-mail: bruce@heritagesurveys.com Website: heritagesurveys.com January 7,2005 HSI#5201-030911 DEVELOPMENT IMPACT STATEMENT AGAWAM, MASSACHUSETTS NAME OF PROJECT: George A. Giroux Estates TYPE OF PROJECT: Single Family Dwelling Subdivision LOCATION: off Poplar Street (proposed street-West View Lane) AREA OF LOTS: 3.70 Acres (Lots 1-7) AREA OF ROADWAY: 0.79 Acres TOTAL PROJECT AREA: 4.49f Acres APPLICANT: Poplar Development, LLC c/o Thomas Lucia 60 Main Street— P.O. Box 835 Blandford, MA 01008 SURVEYOR/ENGINEER: Heritage Surveys, Inc. College Highway & Clark Street P.O. Box I Southampton, MA 01073-0001 Bruce A. Coombs, Professional Land Surveyor Richard P. Weisse, Professional Engineer Mark P. Reed, Project Manager ZONING DISTRICT: Agricultural PARCEL NUMBERS: 1 through 7 Page 2 of 3 January 7, 2005 HSI# 5201-030911 I. Project Description: The proposed project consists of the construction of a seven lot single-family dwelling subdivision. A cul-de-sac roadway will serve the proposed subdivision, which is approximately five hundred feet in length from the center of the cul-de-sac to the intersection of Poplar Street. The proposed subdivision is located on the southerly side of Poplar Street and contains approximately 4.49 acres of land. The existing subdivision area, which makes up the seven lots and proposed roadway is currently vacant land composed of woods and brush. There is a house under construction north of the proposed roadway on Parcel B and an existing house to the south of the proposed roadway on Parcel A. II. Circulation System: 1. Street Design: The seven-lot subdivision will be served by a five hundred foot cul-de-sac, which will connect into the existing street called Poplar Street. The proposed roadway will extend in an easterly direction off of Poplar Street. 2. Street classification: The proposed street is classified as a Place street. The roadway is not over five hundred (500)feet in length and the maximum average daily traffic (ADT) is under (100) vehicle trips per day. 3. Parking and bus stops: There is no public bus service to the project area. School buses will service the areas in accordance with established school policies. Off street parking will be provided on each lot for individual houses. 4. Pedestrian circulation: A sidewalk is being provided along one side of the street to facilitate pedestrian circulation along the street. III Support System: a. Water distribution: Town of Agawam water will service the project. An 8" water main will connect into the water main on Poplar Street b. Sewage disposal: The project will be served by a proposed 8" sewer line, which will connect into the existing 8" Town sewer line located in Poplar Street. c. Storm drainage: The drainage system will consist of catch basins and drainage manholes, which will be directed into a proposed storm water basin, located in the southerly portion of Lot 4, as shown on the plan. The basin will be designed to retain the 2, 10 and 100-year storm events on site.(see enclosed drainage calculations) d. Refuse disposal: Since this is a residential subdivision, refuse collection procedures will he the same as in other subdivisions. Homeowners will be encouraged to store refuse out of public view on collection days. No special refuse facilities are required. e. Lighting: Provisions for streetlights shall be installed during construction. Installation of lights and payment of electricity charges for the same is subject to approval from the Town of Agawam. f. Fire protection: The area will be served by the municipal fire department. A hydrant has been shown on the plan in accordance with the town's subdivision regulations and good engineering practice. Plans will be forwarded to the fire and water departments in the event that any changes should be requested. Fuel tanks for heating oil will be installed above ground, and in accordance with appropriate permits and regulations when installed. IV. Natural conditions: a. Topography: The site is relatively flat with a genital slope from the northwest potion of the parcel to the southeasterly corner of the parcel. There is an exiting wetland located off the property approximately eighteen feet from the southeasterly corner of the property. b. Soils: Inspection of surficial evidence at the site and data contained within the Soil Survey of Hampden County shows that the majority of soil on the site is Merrimac fine sandy loam. These soils are deep and excessively well drained. Y:\PROJECT DOCUMENTS\SUBDIVISION\5201impact.DOC HERITAGE SURVEYS, INC. . - 1 Consult NFIA servicing company I insurance agent or • KEY TO MAP broker to determine if properties iAs ommunity are eligible flood insurance. Fl ood lood Boundary- for 100-Y ear Flood Boundary---- Zone Designations*With ` Date of Identification ' e.g., 12/2/74 100-fear Flood Boundary ZO1V E.B APPROXIMATE SCALE 500-fear Flood Boundary- Boo 0 800 FEET ----._ ....,._-.Y-_. .__....__. . . - -- ___M. Base Flood Elevation Line -513 With Elevation In Feet** 1 Base Flood Elevation in Feet (EL 987) 1 Whefe Uniform Within Zone** NATIONAL FLOOD INSURANCE PROGRAM Elevation Reference Mark 8M7X River Mile o M1.5 **Referenced to the National Geodetic Vertical Datum of 1929 *EXPLANATION OF ZONE DESIGNATIONS FLOOn INSURANCE RATE MAP ZONE EXPLANATION A Are,ts of 100-year flood; base flood elevations and flood hazard factors not determined. ®�, �� A0 Areas of 100-year shallow flooding with depth from Tl 1 to 3 feel; product of flood depth (feet) and d71��gtiq�� j' velocity (feel per second)less than 15. Al -A.30 Areas of I00-year flood; base flood elevations and MASSACHUSETTSflood hazard factors determined. HAIWP DEN COUNTY A99 Areas of 100-year flood to be protected by a flood protection system under construction; base flood clevatlons and flood hazard factors no( determined. B Areas between limits of 100-year flood and 500-year COMMUNITY-PANEL NUMBER flood; or areas of 100-year shallow flooding with ry G 5O g f 33 0001 A depth less than 1 foot.(Mediurn shading) C Areas of minimal flooding.(No shading) D Areas of undetermined, but possible, flood hazards. V Areas of 100-year coastal flood with velocity (wave action); base flood elevations and flood hazard factors not determined. Pr VO Areas of 100-year shallow flooding with velocity; PAGE 1 OF 2 depth from I to 3 feet; product of depth (feet) (SEE MAP tNOEX FOR PAGES NOT PRrNTED) and velocity (feet per second)more than 15. V1 -V30 Areas of 100-year coastal flood with velocity (wave action); base flood elevations and flood hazard factors determined. NOTES TO USER EFFECTIVE FEBRUARY 1, 1978 ICertain areas not in the special flood hazard areas(zones A and V) .may be protected by flood control structures. This map is for flood insurance purposes only; it does not neces- sarily show all areas subject to flooding in the community or all planimetric features outside special flood hazard areas. For adjoining map panels, see separately printed Index To Map '°`"r°• Panels. 93.n r+�s U.S. DEPARTMENT OF HOUSING AND URBAN DEVELOPMENT INITIAL IDENTIFICATION FEDERAL INSURANCE ADMINISTRATION FEBRUARY 8,1974 CONVERSION TO REGULAR PROGRAM i D i G a . o LOCUS o �S (vao E) i H cr O 0. Ir Q d � Q Q Q r En ya LLJ J 0 O0 00 w�0 4 0 i r i�� • • - • • • •• •• •y • • • ' • y j • ST k ..�• • •• •p •• • Itil p LOCUS �y 11 f • • b 1 •1 • - p • o G r • ,. •• !� i ,i • ••u•• • it • • to 40 40, � r t PF'. •• ••,i. o G ��• • • i[ tt• � 11 11 • • \, Anwam / CCi • r Ta rk ` • ��` 1 �j`� �1 • �d"`� • • • � err~ Name:WEST SPRINGFIELD Location: 042'03'48.9" N 0729 39'24.1" W Date: 1/61105 Scale: 1 inch equals 1334 feet Copy6ghl(C)1996,Earthvisions,Inc. - _---___ R _ ]96 SOIL SURVEY TABLE 16.--SOIL AND WATER FEATURES--Continued (Hydro-i Flooding_T_ - - t High water table ` Bedrock : Soil name and ; logic; 1 ; iI -�+- I - Potential map symbol ;group ; Frequency : Duration ;Months ; Depth ; Kind ;Months ; Depth ; Hard- ; frost Hess ; action �Ft : I : In ; Charlton: 1CrC: Rock outcrop part. Hollis part----: C/D :None--------: --- ; --- ; >6.0 ; --- ; --- 1 10-20 ;Hard ;Moderate. I I I 1 1 1 I I I 1 1CrD: Charlton part--; B :None--------: - ; --- : >6.0 : - : --- ; >60 : --- ;Low. Rock outcrop part. Hollis part----; C/D :None--------: --- ; --= : >6.0 ; - : --- : 10-20 :Hard ;Moderate. 1 1 1 I I I I I I I Deerfield: De---------------: B ;None--------: --- : --- : 1.0-3.0:Apparent:Dec-Apr: >60 : --- :Moderate. i 1 I 1 1 I I I I 1 Eldridge: EdB--------------: C :None--------: --- ; --- :1.0-2.0:Apparent:Jan-May; >60 : --- :Moderate. Enfield: EnA, EnB, EnC----: B ;None--------: --- --- : >6.0 : --- : --- : >60 ; --- :Moderate. Enosburg: Es---------------: D :None--------: --- : --- :0.5-1.0:Apparent:Nov-May: >60 ; --- ;Moderate. I I 1 1 1 I 1 4 I I Gloucester: GfB--------------: A :None-------- --- : --- : >6.0 : --- : --- : >60 :Hard :Low. GhB, GhC, GXB, GxC, GxD---------: A ;None--------: --- ; --- : >6.0 : --- : --- : >60 : --- ;Low. Hadley: Ha, HbA, HbB-----: B :Common------!Brief-----:Oct-Apr:3.0-6.O;Apparent:Nov-May: >60 : --- ;High. I I I I I I i 1 1 1 Hinckley: HgA, HgB, HgC, HgD, HgE---------: A :None--------: - : --- i >6.0 : - : --- : >60 : -.- !Low. l 1 I 1 1 I I I I I I I I I 7 I I I I Holyoke: HoB, HoC---------: C/D ;None--------: --- ; --- : >6.0 --- : --- 10-20 ;Hard ;Moderate. 1HrC: Holyoke part---: C/D :None--------: --- : --- : >6.0 --- : --- : 10-20 :Hard 1 Mod er at.e. I 1 I I I I I I I I Rock outcrop part. I I 1 I 4 I 1 1 I I Limerick: Lk---------------: C :Frequent----!Brief-----:Apr-Jun:0.5-1.5:Apparent:Jan-Jun; >60 : --- :Higrt• : Ludlow: LUB, LwB, LxB, : LxC--------------: C ;None--------: --- ; --- : 1.5-2.0:Perched :Nov-Apr; >60 : --- :High. I Meckesville: MaB, MaC, MaD, MbB, MbC, MbD, MCB, MCC, MOD----: C ;None--------: --- : --- :2.5-3.5:Perched ;Nov-Apr: >60 : --- ;Moderate. I Merrimac: MeA, MeB, MeC, MeD--------------: A :None--------: --- : --- : >6.0 : --- : --- : >60 : --- :Low. I 1 1 1 I 1 I Montauk: :Moderate- See C ;None--------: --- : --- : 2-3 :Perched :Apr-May: >60 See footnote at end of table. 0 . 82 SOIL SURVEY Ap-0 to 12 inches; very dark grayish brown (2.5Y 3/2) silt loam; many The A horizon has hue of 5YR to IOYR and value and chroma of 2 or fine prominent olive gray (5Y 4/2) and brown (10YR 4/3) mottles; 3.The B horizon has hue of 2.5YR or 5YR, value of 3 to S.and chroma weak fine granular structure; very friable, nonelastic and slightly of 3 to 6. The Cx horizon.has hue of 2.5YR or 5YR, value of 3 or 4,and sticky;medium acid;abrupt smooth boundary. chroma of 4 to 6. C1-12 to 24 inches; (lark grayish brown (2.5Y 4/2) silt loam; common medium prominent yellowish red (5YR 4/6), dark yellowish brown Meckesville series (10YR 4/4), gray MY 5/1), and greenish gray (5GY 5/1) mottles; massive; friable, nonelastic, and nonsticky; medium acid; clear The Meckesville series consists of fine loamy, mixed smooth boundary. , C2g-24 to 60 inches;dark gray(5Y 4/1)thinly stratified very fine sand, mesic Typic Fragiudults. These soils are deep and well very fine sandy loam,and silt; massive; friable, nonplastic,and non- drained. They have a reddish brown silt loam B horizon sticky;medium acid. over a reddish brown silty clay loam fragipan. Meckesville Reaction throughout this soil ranges from medium acid to neutral. soils formed in glacial till derived mainly from reddish Textures are commonly silt loam or very fine sandy loam. sandstone and shale of Triassic age. Meckesville soils in The Ap horizon has hue of IOYR or 2.5Y, value of 3 or 4,and chroma this survey area are taxadjuncts because they contain of 2 or 3. slightly-less clay in the B2 horizon than is defined for the The C horizon has hue of 2.5Y or 5Y,value of 4 or 5,and chroma of 1 or 2. This horizon commonly has distinct to prominent mottles of red, series. brown,and gray. Meckesville soils are on the tops and sides of drumlins. Slope ranges from 3 to 25 percent. Ludlow series Meckesville soils formed in the same kind of material as the associated well drained Wethersfield and The Ludlow series consists of coarse-loamy, mixed, moderately well drained Ludlow soils. Meckesville soils mesic Typic Fragiochrepts. These soils are deep and are on the same Iandscape as the Paxton and Woodbridge moderately well drained. They have a dark reddish brown soils, which have yellower subsoils. and reddish brown loam B horizon over a reddish brown Typical pedon of Meckesville loam in an area of loam fragipan. They formed in glacial till derived mainly Meckesville very stony loam, 3 to 8 percent slopes, in from reddish sandstone and shale. woods northeast of Buck Pond Road, 600 feet along the Ludlow soils are on the sides of hills and ridges. Slope east side of the power line right-of-way in the city of ranges from 0 to 15 percent. Westfield: Ludlow soils formed in the same kind of material as the associated well drained Wethersfield soils and poorly Apt-0 to 3 inches; very dark grayish brown (10YR 31 loam; weak drained Wilbraham soils. Ludlow soils are on the same one and medium granular Structure; friable, nonelastic, stic, slightly sticky; many fine and medium roots; 10 percent gravel; very landscape as the Paxton and Woodbridge soils, which are strongly acid;abrupt wavy boundary. yellower in color. Ap2-3 to S inches; dark brown (7.5YR 3/2) fine sandy loam; weak fine Typical pedon of Ludlow loam in an area of Ludlow ex- granular structure;friable,nonplastic,slightly sticky; many fine and. medium roots; 10 percent gravel; very strongly acid; abrupt wavy tremely stony loam, 0 to 8 percent slopes, in woods 500 boundary. feet north of Nash Street, 1/3 of a mile northwest of the B21-8 to 13 inches; reddish brown (5YR 4/4) silt loam; weak fine sub- intersection of Nash and Fuller Streets, in the town of angular blocky structure; friable,nonplastic, slightly sticky;common Ludlow: medium roots; many worm holes and root channels filled with material from A horizon; 15 percent gravel; very strongly acid; 01-1-1/2 inches to 1 inch; freshly fallen hardwood leaves and twigs. clear smooth boundary. 02-1 inch to 0;decomposed hardwood material. B22t-13 to 19 inches; reddish brown (2.5YR 4/4)silt loam; weak medi- A1-0 to 5 inches; very dark brown(10YR 2/2)loam;weak fine granular um and coarse subangular blocky structure; friable, nonplasdr, structure; very friable; many roots; 15 percent coarse fragments; slightly sticky;common,medium roots: few,pores; common thin clay strongly acid;clear smooth boundary, films in pores and few thin clay films on peds; 15 percent gravel; B21--5 to 11 inches; dark reddish brown (5YR 3/3) loam; weak fine and very strongly acid;abrupt wavy boundary. medium subangular blocky structure; very friable; many roots; 15 Bx-19 to 60 inches; reddish brown (2.5YR 4/4) silty clay loam: percent coarse fragments;medium acid;clear smooth boundary. moderate very thick platy strveture.parting to weak medium platy. 1322-11 to 16 inches; reddish brown (5YR 4/4) loam; weak fine and firm to very firm, plastic, sticky; almost continuous clay films on medium subangular blocky structure; friable;common roots: 10 per- plate faces and in pores; I5 percent gravel; very strongly acid. cent gravel; medium acid; clear smooth boundary. B23--16 to 24 inches; reddish brown (5YR 5/4) loam; common medium Depth to the fragipan is IS to 30 inches. Coarse fragments make up distinct (lark red (2.5YR 3/6) and reddish brown (SYR 4/4) mottles; to 25 percent of this soil above the fragipan and 10 to 30 percent of the weak medium and coarse subangular blocky structure; friable; few pan. Unless this soil has been limed, reaction is extremely acid or ven' r roots; 10 percent gravel;medium acid;clear smooth boundary. strongly acid. Cx-24 to 60 inches; reddish brown (5YR 4/4)loam; many medium faint The B horizon has hue of 5YR or 2.5YR and value and chroma of 3 or yellowish red (5YR 4/6) mottles; weak medium and thick platy 4•The upper part of the B horizon is loam or silt loam;the Bx horizon rs structure; very firm, brittle: 15 percent coarse fragments; medium silty clay loam. acid. Depth to the fragipan ranges from •20 to 34) inches. The content of Merrimac series coarse fragments ranges from :i to 20 percent in the solum and from l0 The Merrimac series consists of sandy, mixed, mesic to 25 pet-cent in the Cx horizon, Reaction ranges from very strongly acid to medium acid in the solum and from strongly acid to medium acid in Typic Dystrochrepts. These soils are deep and some ;'hat the Cx horizon.The solum is silt loam or loam. excessively drained. They have a brown and yello«'ish k H Ain PUEN COUNTY, MASSACHUSETTS, CENTRAL PART 83 brown sandy loam and gravelly sandy loam B horizon and Ap—O to 7 inches; dark brown (IOYR 3/3) fine sandy loam; weak fine and medium granular structure; friable, 15 percent coarse frug- a yellowish brown gravelly sand IIC horizon. Merrimac meets; strongly acid;abrupt smooth boundary. soils formed in glacial outwash. B21-7 to 14 inches; yellowish brown (IOYR 516) fine sandy loam; weak Merrimac soils are on terraces and outwash plains. fine and medium subangular blocky structure; friable; 15 to 20 per- Slope ranges from 0 to 25 percent. cent coarse fragments, very strongly acid;clear smooth boundary. Merrimac soils formed in the same kind of material as B22-14 to 22 inches;yellowish brown(IOYR 514) fine sandy loam; weak fine and medium subangular blocky structure; friable; 15 to 20 per- excessively drained Hinckley soils, very moderately well cent coarse Fragments;very strongly acid; abrupt smooth boundary. drained Scarboro soils, and the associated poorly drained IICx-22 to 60 inches; light brownish gray (10YR 612) gravelly loamy Wareham soils. Merrimac soils are in the same landscape sand; weak medium and thick platy structure; firm, brittle; 30 per- as the Agawam and Ninigret soils, which have a thicker cent coarse fragments; very strongly acid. moderately coarse or medium textured solum over sand The solum is 20 to 30 inches thick and conforms closely to the depth and gravel. to the underlying coarse textured till.Coarse fragments make up 5 to 20 Typical pedon of Merrimac sandy loam, 0 to 3 percent percent of the solum and 10 to 30 percent of the IIC horizon. Unless this soil has been limed,reaction ranges from extremely acid to strongly slopes, in woods north of gravel pit that is northeast of acid. Barnes Airport, 600 feet east of Apremont Road in the The Ap horizon has value of 3 or 4 and chroma of 2 or 3. The upper, city of Westfield: part of the B horizon has hue of 7.5YR or 10YR, value of 4 or 5, and chroma of 4 to 6; the lower part has hue of IOYR, value of 4 or 5, and 01-1 inch to 0;loose litter of oak leaves,pine needles,and branches. chroma of 4 to 6. The B horizon has weak subangular blocky structure Ap—O to 7 inches; brown (IOYR 413) sandy loam; weak fine granular or is massive.The IIC horizon has hue of IOYR,2.5Y, or 5Y; value of 4 structure; friable; many fine and medium roots; 10 percent gravel; to 6; and chroma of I to 3. Texture is loamy sand, loamy fine sand, or very strongly acid;abrupt wavy boundary. loamy coarse sand.The IIC horizon is massive or has weak thin medium B21-7 to 15 inches; brown (7.5YR 414)sandy loam; weak fine subangu- or thick platy structure.The IIC horizon is firm to very firm. Ear blocky structure; friable; common fine and medium roots to 12 inches, few fine and medium roots below this depth; 10 percent Narragansett series gravel; extremely acid;clear smooth boundary. B22-15 to 26 inches; yellowish brown (IOYR 514) gravelly sandy loam; The Narragansett series consists of coarse-loamy, massive, friable; few fine and medium roots; 20 percent gravel; very strongly acid; abrupt smooth boundary. mixed, mesic Typic Dystrochrepts. These soils are deep IIC-26 to 60 inches; yellowish brown (IOYR 5/4) gravelly sand; single and well drained. They have a yellowish brown and light grained; loose,30 percent gravel; very strongly acid. olive brown very fine sandy loam B horizon and a gray The solum is 18 to 30 inches thick. Coarse fragments make up 5 to 30 sandy loam and grayish brown gravelly loamy sand C percent of each horizon within the solum and 30 to 74 percent of the horizon. Narragansett soil formed in a mantle of very fine substratum.The solum ranges from extremely acid to strongly acid. sandy loam Over glacial till. The Ap horizon has hue of 7.5YR or IOYR, value of 3 or 4, and Narragansett soils are on the tops and sides of hills and chroma of 2 to 4.The upper part of the B horizon has hue of 7.5YR or idges. Slope ranges from 3 to 40 percent. IOYR; the lower part has hue of IOYR or 2.5Y. Value ranges from 3 to Narragansett soils are associated with Charlton soils, 6 and chroma from 3 to $. The B horizon is fine sanely loam or sandy which lack a fine sand loam mantle. Narragansett soils loam to a depth of 15 inches. It is sandy loam between 15 and 20 inches. y g The B horizon is sandy loam or loamy sand below a depth of 20 inches. are in the same landscape as the Broadbrook soils, which The IIC horizon has hue of IOYR, 2.5Y, or 5Y and ranges widely in have a fragipan. value and chroma. The IIC horizon is gravelly sand or very gravelly Typical pedon of Narragansett very fine sandy loam in sand. an area of Narragansett extremely stony very fine sandy loam, 8 to 15 percent slopes, in woods off Ventura street, Montauk Series 5,200 feet south of its intersection with East Street in the The Montauk series consists of coarse-loamy, mixed, town of Ludlow: mesic Typic Fragiochrepts. These soils are deep and well Ap—O to 8 inches; (lark brown (10YR 313) very fine sandy loam; weak. drained. They have a yellowish brown fine sandy loam B medium, subangular blocky structure; very friable; many fine and horizon over a light brownish gray gravelly loamy sand medium tree roots;very strongly acid;abrupt smooth boundary. B21-8 to 22 inches, yellowish brown (IOYR 516) very fine sandy loam; fragipan. Montauk soils formed in glacial till. weak fine and medium subangular blocky structure; very friable; Montauk soils are on the tops and sides of hills and common fine and medium tree roots; very strongly acid; clear wavy ridges. Slope ranges from 3 to 15 percent. boundary. Montauk soils formed in the same kind of material as BZ_?-22 to 28 inches; light olive broum (2.5Y 514) very fine sandy loam; weak medium and coarse subangular blocky structure; very friable; the associated moderately well drained Scituate soils and common medium wee roots; very strongly acid; clear wavy bounda- poorly drained Ridgebury soils. Montauk soils are in the ry. same landscape as the Gloucester and Charlton soils, CI-28 to 35 inches; gray (5Y 5/1) sandy loam: massive; friable; few which lack a fragipan. medium tree roots; 10 percent gravel; very strongly acid; clear wavy boundary. Typical pedon of Montauk fine sandy Ioam in an area of IIC2-35 to 60 inches; grayish brown (25Y 512) gravelly loamy sand; Montauk extremely stony fine sandy loam, 8 to 15 percent single grained; loose;25 percent gravel,very Strongly acid. slopes, in woods 30 feet north of Klaus Anderson Road The solum is 16 to,'10 inches thick. Coarse fragments make up 0 to 20 and 1/2 mile east of Loomis Road in the town of percent of the solum. Unless these soils are limed, they are very Southwick: strongly acid or-strongly acid throughout. Preliminary Summary or re & Post Development Draina falculations The drainage report was prepared using the computer program HydroCAD version 7.00 by Applied Microcomputer Systems. The report is broken into three sections. The first section of the drainage calculations (pages 14) is for the 2 year storm event for the existing conditions and the proposed conditions. The first page in each section gives a summary of the existing drainage area(Subcatchment ES 1),the post construction drainage area(Subcatchment PS 1)and the proposed detention basin (Pond PDB 1). The second page in each section gives detailed information about the existing drainage area called (Subcatchment ES 1). The third page in each section gives detailed information about the post construction drainage area called(Subcatchment PSI). Page four of each section gives information about the proposed detention basin,which is called(Pond PDB 1). The other two sections of the drainage report repeat the page numbering pattern for the 10 & 100 year storm events. The soils map entitled"Soil survey of Hampden County, Massachusetts Central Part from the U.S. Department of Agriculture, Soil Conservation Service in cooperation with Massachusetts Agricultural Experiment Station",issued 1978 on Sheet Number 2", shows the soils on the site are classified as Merrimac, which belong to Hydrologic Soil Group A. The soils on the site are well draining soils. The detention basin was designed not taking into account infiltration of the stormwater within the well draining soil. The stormwater will be conveyed into catch basins with deep sumps, which will discharge from a culvert to a rip-rap area within the forbay of the proposed detention basin. Sediment and debris removal will occur within the rip-rap and stone areas. Additional sediment shall be removed within the basin forbay area. The stormwater will then enter into the basin through a rip-rap barrier. The outlet structure will have a deep sump and an outlet pipe leading to a rip-rap area. The proposed basin will retain the 100 year storm event on site. The detention basin has been designed to pre-treat stormwater before discharging into the existing wetlands. Table I: Pre & Post Drainage Calculations 2, 10, 100 Year Storms YEAR PRE- POST- DIFFERENCE STORM CONSTRUCTION CONSTRUCTION IN PEAK PEAK DISCHARGE PEAK DISCHARGE DISCHARGE 0.00 CFS 0.0 CFS 2YR SUBCATCHMENT ES I POND PDB 1 0.00 CFS (EXISTING DRAINAGE AREA) (POST DRAINAGE AREA TO PROPOSED BASIN 0.08 CFS 0.00 CFS 10YR SUBCATCHMENT ES POND PDB1 -0.08 CFS (EXISTING DRAINAGE AREA) (POST DRAINAGE AREA TO PROPOSED BASIN 1.19 CFS 0.82 CFS 100YR SUBCATCHMENT ES I POND PDB 1 -0.37 CFS (EXISTING DRAINAGE AREA) (POST DRAINAGE AREA TO PROPOSED BASIN STORM EVENT PROPOSED DETENTION BASIN 2 YEAR 193.34(0.34 FEET) STORM EVENT 10 YEAR 195.10(2.1 FEET) STORM EVENT 100 YEAR 195.93 (2.93 FEET) STORM EVENT BOTTOM OF BASIN= 193,TOP OF BASIN= 196 5201 poplar st agawa liminary Type 11124-hr2&rstorm event Rainfall=3.00" Prepared by Heritage Surveyr, Inc. Page 1 HydroCADO 7.00 sln 000860 0_1986-2003 Applied Microcomputer Systems 11612005 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment ESI: EXISTING DRAINAGE AREA Runoff Area=236,792 sf Runoff Depth=0.00" Flow Length=531' Tc=25.3 min CN=39 Runoff=0.00 cfs 0.000 of Subcatchment PSI: PROPOSED DRAINAGE AREA Runoff Area=236,792 sf Runoff Depth=0.05" Flow Length=531' Tc=16.9 min CN=49 Runoff=0.05 cfs 0.025 of Pond PDB1: PROPOSED BASIN Peak Elev=193.34' Storage=1,070 cf Inflow=0.05 cfs 0.025 of Outflow=0.00 cfs 0.000 of Total Runoff Area = 10.872 ac Runoff Volume = 0.025 of Average Runoff Depth = 0.03" 5201 poplar st agawarqd&liminary Type /// 24-hr 2&r storm event Rainfall=3.00" Prepared by Heritage Sury , Inc. Page 2 HydroCAD®7.00 s/n 000860 @ 1986-2003 Applied Microcomputer Systems 1/6/2005 Subcatchment ES1: EXISTING DRAINAGE AREA Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year storm event Rainfall=3.00" Area (sf)_ _CN Description 10,013 98 Paved parking & roofs _ 7,268 36 Woods, Fair, HSG A 198,563 35 Brush, Fair, HSG A 20,948 49 50-75% Grass cover, Fair, HSG A 236,792 39 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 50 0.0100 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 14.1 299 0.0050 0.4 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 94 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 88 0.6800 4.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 25.3 531 Total Subcatchment ES1: EXISTING DRAINAGE AREA Hydrograph 1 Runoff Type III 24-hr 2 year storm event Rainfall=3.00" Runoff Area=236,792 sf Runoff Volume=0.000 of Runoff Depth=0.00" Flow Length=531' Tc=25.3 min o CN=39 0.00 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 5201 poplar st agawam liminary Type 11124-hr 2 storm event Rainfall=3.00" Prepared by Heritage SurveOnc. 0 Page 3 HydroCAD®7.00 s/n 000860 © 1986-2003 Applied Microcomputer Systems _ 1/6/2005 Subcatchment PS1: PROPOSED DRAINAGE AREA Runoff = 0.05 cfs @ 14.88 hrs, Volume= 0.025 af, Depth= 0.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year storm event Rainfall=3.00" Area (so CN Description 38,855 98 Paved parking & roofs 197,937 39 >75% Grass cover, Good, HSG A 236,792 49 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 4.4 299 0.0050 1.1 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.0 94 0.0100 1.6 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 88 0.0680 4.2 Shallow Concentrated Flow, _ Unpaved Kv= 16.1 fps 16.9 531 Total � � - Subcatchment PS1: PROPOSED DRAINAGE AREA Hydrograph 0.06 0.05 CfS 0 Runoff 0.055 Type III 24-hr 2 year storm event 0.05 Rainfall=3.00" Runoff Area=236,792 sf 0.045 Runoff Volume=0.025 of 0.04 Runoff Depth=0.05" .► Flow Length=531' 0.035 Tc=16.9 min 3 0.03 CN=49 / 0.025 0.02 0.015 I 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 1112 13 14 15 16 17 1819 20 Time (hours) 5201 poplar st agawam liminary Type 11124-hr 2 storm event Rainfall=3.00" Prepared by Heritage Surverjonc. 4( Page 4 HydroCADO 7.00 sln 000860 © 1986-2003 Applied Microcomputer Systems 1/6/2005 Pond PDB1: PROPOSED BASIN Inflow Area = 5.436 ac, Inflow Depth = 0.05" for 2 year storm event event Inflow = 0.05 cfs @ 14.88 hrs, Volume= 0.025 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 193.34' @ 20.00 hrs Surf.Area= 3,068 sf Storage= 1,070 cf Plug-Flow detention time= (not calculated) Center-of-Mass det. time= (not calculated) # Invert Avail.Storage Storage Description _ 1 193.00' 11,928 cf Custom Stage Data (Conic)Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (cubic-feet) (cubic-feet) (sq-ft) 193.00 2,817 •0 0 2,817 194.00 3,563 3,183 3,183 3,589 195.00 4,365 3,957 7,140 4,422 196.00 5,224 4,788 11,928 5,315 # Routing Invert Outlet Devices 1 Primary 195.50' 1.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=193.00' (Free Discharge) t1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond PDB1: PROPOSED BASIN Hydrograph 0.06 0.05 CfS ■ Inflow 0.055 Inflow Area=5.436 ac , ❑■ Primary 0.05 Peak Elev=193.34' j 00 0.045 Storage 1,070 cf 0 04 ��V14f," 0.035 / 3 0.03 / 0.025 , 0.02 0.015 0.00 cfs 6wanwmmowmm 0 0 1 2 3 4 5 6 7 8 9 1011121314151617181920 Time (hours) 5201 poplar st agawam liminary Type /II 24-hr 10 storm event Rainfall=4.50" Prepared by Heritage Surve nc. Page 5 HydroCAD®7.00 sln 000860 © 1986-2003 Applied Microcomputer Systems 1/6/2005 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment ES1: EXISTING DRAINAGE AREA Runoff Area=236,792 sf Runoff Depth=0.08" Flow Length=531' Tc=25.3 min CN=39 Runoff=0.08 cfs 0.036 of Subcatchment PS1: PROPOSED DRAINAGE AREA Runoff Area=236,792 sf Runoff Depth=0.39" Flow Length=531' Tc=16.9 min CN=49 Runoff=1.09 cfs 0.175 of Pond PDB1: PROPOSED BASIN Peak Elegy=195.10' Storage=7,634 cf Inflow=1.09 cfs 0.175 of Outflow=0.00 cfs 0.000 of Total Runoff Area = 10.872 ac Runoff Volume = 0.212 of Average Runoff Depth = 0.23" t 5201 poplar st agawa--eliminary Type Ill 24-hr 1r rstorm event Rainfall=4.50" Prepared by Heritage Sur" , inc. Page 6 HyroCAD®7.00 s/n 000860 © 1986-2003 Applied Microcomputer Systems 1/6/2005 Subcatchment ES1: EXISTING DRAINAGE AREA Runoff = 0.08 cfs @ 15.01 hrs, Volume= 0.036 af, Depth= 0.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year storm event Rainfall=4.50" Area sf CN Description 10,013 98 Paved parking & roofs 7,268 36 Woods, Fair, HSG A 198,563 35 Brush, Fair, HSG A 20,948 49 50-75% Grass cover, Fair, HSG A 236,792 39 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ftlsec) (cfs) 7.7 50 0.0100 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 14.1 299 0.0050 0.4 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 94 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 88 0.6800 4.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 25.3 531 Total Subcatchment ES1: EXISTING DRAINAGE AREA Hydrograph 0.08 cfs ® Runoff 0.08 Type III 24-hr 10 year storm event Rainfall=4.50" 0.07 Runoff Area=236,792 sf Runoff Volume=0.036 of .' 0.06 Runoff Depth=0.08" Pz N Flow Length=531' U 0.05 Tc=25.3 min /1 CN=39 0 0.04 LL 0.03 , 0.02 0.01 0 � 0 1 2 3 4 5 6 7 8 9 10 1112 1314 15 1617 1819 20 Time (hours) 5201 poplar st agawa eliminary Type 111 24-hr 9 r storm event Rainfall=4.50" Prepared by Heritage Sur" , Inc. Page 7 HydroCAD®7.00 sln 000860 O 1986-2003 Applied Microcomputer Systems 1/6/2005 Subcatchment PS1: PROPOSED DRAINAGE AREA Runoff = 1.09 cfs @ 12.44 hrs, Volume= 0.175 af, Depth= 0.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year storm event Rainfall=4.50" Area (sf) CN Description 38,855 98 Paved parking & roofs 197,937 39 >75% Grass cover, Good, HSG A 236,792 49 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft)_ (ftlsec) (cfs 11.2 50 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 4.4 299 0.0050 1.1 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.0 94 0.0100 1.6 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 88 0.0680 4.2 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps _ 16.9 531 Total Subcatchment PSI: PROPOSED DRAINAGE AREA Hydrograph 1 .09 CfS I Runoff Type III 24-hr 10 year storm event Rainfall=4.50" ' Runoff Area=236,792 sf Runoff Volume=0.175 of Runoff Depth=0.39" w Flow Length=531' Tc=16.9 min 3 0 CN=49 0 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) 5201 poplar st agawamliminary Type !!I 24-hr 10 storm event Rainfall=4.50" Prepared by Heritage Surve nc. Page 8 HydroCAD®7.00 s/n 000860 © 1986-2003 Applied Microcomputer Systems 1/6/2005 Pond PDB1: PROPOSED BASIN Inflow Area = 5.436 ac, Inflow Depth = 0.39" for 10 year storm event event Inflow = 1.09 cfs @ 12.44 hrs, Volume= 0.175 of Outflow - 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 195.10' @ 20.00 hrs Surf.Area=4,454 sf Storage= 7,634 cf Plug-Flow detention time= (not calculated) Center-of-Mass det. time= (not calculated) # Invert Avail.Stora a Storage Description 1 193.00' 11,928 cf Custom Stage Data (Conic)Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area feet s -ft (cubic-feet) cubic-feet s -ft 193.00 2,817 0 0 2,817 194.00 3,563 3,183 3,183 3,589 195.00 4,365 3,957 7,140 4,422 196.00 5,224 4,788 11,928 5,315 # Routing Invert Outlet Devices 1 Primary 195.50' 1.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=193.00' (Free Discharge) t1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond PDB1: PROPOSED BASIN Hydrograph 1 .09 cfs ■ Inflow Inflow Area=5.436 ac ,` ® Primary 1 Peak Elegy=195.14' Stora9 a=7 634 cf o j 0.00 cfs 0 01 2 345 6 7891011121314151617181920 Time (hours) 5201 poplar st agawam&liminary Type II/ 24-hr 100�r storm event Rainfall=6.50" Prepared by Heritage Surve , Inc. Page 9 H droCAD®7.00 sln 000860 © 1986-2003 Applied Microcomputer Systems 1/6/2005 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment ES1: EXISTING DRAINAGE AREA Runoff Area=236,792 sf Runoff Depth=0.50" Flow Length=531' Tc=25.3 min CN=39 Runoff=1.19 cfs 0.227 of Subcatchment PS1: PROPOSED DRAINAGE AREA Runoff Area=236,792 sf Runoff Depth=1.17" Flow Length=531' Tc=16.9 min CN=49 Runoff=4.84 cfs 0.529 of Pond PDB1: PROPOSED BASIN Peak Elev=195.93' Storage=11,571 cf Inflow=4.84 cfs 0.529 of Outflow=0.82 cfs 0.288 of Total Runoff Area = 10.872 ac Runoff Volume = 0.756 of Average Runoff Depth 0.83" r; 5201 poplar st agawanjoliminary Type 11124-hr 10r r storm event Rainfall=6.50" Prepared by Heritage SurveqW, Inc. Page 10 HydroCAD®7.00 sln 000860 © 1986.2003 Applied Microcomputer Systems 1/6/2005 Subcatchment ES1: EXISTING DRAINAGE AREA Runoff = 1.19 cfs @ 12.58 hrs, Volume= 0.227 af, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year storm event Rainfall=6.50" Areas CN Description 10,013 98 Paved parking & roofs 7,268 36 Woods, Fair, HSG A 198,563 35 Brush, Fair, HSG A _20,948 49 50-75% Grass cover, Fair, HSG A _ 236,792 39 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.7 50 0.0100 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 14.1 299 0.0050 0.4 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 94 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 88 0.6800 4.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 25.3 531 Total Subcatchment ES1: EXISTING DRAINAGE AREA Hydrograph 1 .19 cis IE Runoff Type III 24-hr 100 year storm event / Rainfall=6.50" / Runoff Area=236,792 sf 1 Runoff Volume=0.227 of Runoff Depth=0.50" H Flow Length=531' Tc=25.3 min CIS=39 3 � 0 0 / 0 1 2 3 4 5 6 7 8 `9 1011 12 13 14 15 16 17 18 19 20 Time (hours) 5201 poplar st agawa liminary Type 11124-hr 100fr storm event Rainfall=6.50" Prepared by Heritage Sury , Inc. Page 11 HydroCAD®7.00 sln 000860 © 1986-2003 Applied Microcomputer Systems 1/6/2005 Subcatchment PS1: PROPOSED DRAINAGE AREA Runoff = 4.84 cfs @ 12.28 hrs, Volume= 0.529 af, Depth= 1.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year storm event Rainfall=6.50" Area sf CN Description 38,855 98 Paved parking & roofs 197,937 39 >75% Grass cover, Good, HSG A 236,792 49 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 11.2 50 0.0100 0.1 Sheet Flow, T Grass: Dense n= 0.240 P2= 3.00" 4.4 299 0.0050 1.1 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.0 94 0.0100 1.6 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 88 0.0680 4.2 Shallow Concentrated Flow, Unpaved_ Kv= 16.1 fps 16.9 531 Total Subcatchment PSI: PROPOSED DRAINAGE AREA Hydrograph 4.84 cfs ® Runoff 5 Type III 24-hr 100 year storm event Rainfall=6.50" Runoff Area=236,792 sf 4 Runoff Volume=0.529 of Runoff Depth=1.17" H Flow Length=531' Y Tc=16.9 min CN=49 O 2 1 0 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) 5201 poplar st agawa liminary Type 11124-hr 10t r storm event Rainfall=6.50" Prepared by Heritage Sury I, nc. Page 12 HydroCADO 7.00 sln 000860 01986-2003 Applied Microcomputer Systems 1l612005 Pond PDB1: PROPOSED BASIN Inflow Area = 5.436 ac, Inflow Depth = 1.17" for 100 year storm event event Inflow = 4.84 cfs @ 12.28 hrs, Volume= 0.529 of Outflow = 0.82 cfs @ 13.94 hrs, Volume= 0.288 af, Atten= 83%, Lag= 99.4 min Primary = 0.82 cfs @ 13.94 hrs, Volume= 0.288 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 195.93' @ 13.94 hrs Surf.Area= 5,160 sf Storage= 11,571 cf Plug-Flow detention time= 194.8 min calculated for 0.288 of(54% of inflow) Center-of-Mass det. time= 101.5 min ( 948.7 - 847.2 ) # invert Avail.Storage Storage Description 1 193.00' 11,928 cf Custom Stage Data (Conic)Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area feet s -ft cubic-feet (cubic-feet) s -ft 193.00 2,817 0 0 2,817 194.00 3,563 3,183 3,183 3,589 195.00 4,365 3,957 7,140 4,422 196.00 5,224 4,788 11,928 5,315 # Routing Invert Outlet Devices _ 1 Primary 195.50' 1.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.82 cfs @ 13.94 hrs HW=195.93' (Free Discharge) L1=13road-Crested Rectangular Weir (Weir Controls 0.82 cfs @ 1.9 fps) Pond PDB1: PROPOSED BASIN Hydrograph 14.84 cfs ■ Inflow 5 Inflow Area=5.436 ac P ❑M Primary Peak Elev=195.93' I� 4 Storage=11 ,571 cf / N / U 3 u 0 3 o 2 0.82 cfs 0 01 2 345 6 7891011121314151617181920 Time (hours) Page 3 of 3 January 7, 2005 HSI# 520 1-0309 1 1 c. Depth to water table: No soil testing has been performed at this time. The Soil Survey of Hampden County shows Merrimac soils as having a high water table at greater the six feet below grade. d. Aquifer recharge area: The proposed project is no within an aquifer recharge area. e. Wetlands: There is an exiting wetland located off the property approximately eighteen feet from the southeasterly corner of the property. The only work proposed within the 50 foot buffer zone to the bordering vegetated wetland is the installation of a culvert for stormwater discharge. f. Watercourses: There are no open water bodies within 200 feet of the project area. g. Flood prone areas: This project does not fall within the 100 year flood zone, according to Flood Insurance Rate Map (Community Panel#250133-0001-A). h. Vegetative Cover: The site currently contains a large portion of wood and over grown brush. There are some lawn-covered areas in the location of the existing houses. i. Unique wildlife habitats Based on the Priority Habitats of Rare Species Map, produced by the Natural Heritage &Endangered Species Program, dated June 1, 2003; there are no unique wildlife habitats. j. Unique flora Based on the Estimated Habitats of Rare Wildlife and Certified Vernal Pools Map, produced by the Natural Heritage & Endangered Species Program, dated June 1, 2003; there is no unique flora. V. Environmental Impact: (see enclosed drainage calculations) a. Measures taken to prevent surface water contamination The stormwater runoff from the proposed subdivision shall be pretreated within a series of catch basins within the proposed roadway with deep sumps, which will discharge stormwater to a proposed detention basin. The detention basin will be constructed with a forebay to allow for sediment to settle out before entering into the basin. The stomwater will either recharge to groundwater within the basin or is discharged to an existing wetland. b. Measures taken to prevent ground water contamination The stormwater runoff from the proposed subdivision shall be pretreated within a series of catch basins within the proposed roadway with deep sumps, which will discharge stormwater to a proposed detention basin. The detention basin will be constructed with a forebay to allow for sediment to settle out before entering into the basin. c. Measures taken to maximize ground water recharge The detention basin will allow for groundwater recharge. d. Measures taken to prevent erosion and sedimentation Prior to the start of any clearing sedimentation barriers shall be installed and maintained throughout the duration of the project. We hope that the information provided herewith will assist the Planning Board with an evaluation of the Project. Please contact this office if any additional information should be required. Sincerely, ark eed Y:\PROJECT DOCUMENTS\SUSDIVISION\5201 impact.DOC HERITAGE SURVEYS, INC. HERITAGE SURVZYS, INC. Professional Surveyors and Engineers College Highway & Clark Street Post Office Box 1 Southampton, Massachusetts 01073-0001 Bruce A. Coombs, President Telephone(413) 527-3600 Professional Surveyor, MA, CT& VT Facsimile(413) 527-8280 E-mail: bruce@i.eritagesurveys.corn Website: heritagesurueys.com January 7, 2005 Town of Agawam Planning Board Town Mall- 36 Main Street Agawam, MA 0 100 1 Q RE: Preliminary Subdivision Submission George A. Giroux Estates Poplar Street(West View Lane—Proposed Roadway) Agawam, MA 01001 H S I Job #5201-030911 Dear Planning Board Members: On behalf of our client, Poplar Development, LLC, c/o Thomas Lucia, we are submitting five (5) prints of a Preliminary Subdivision Plan of George A. Giroux Estates, dated January 7, 2005, showing land located on the southeasterly side of Poplar Street, Agawam, MA. The parcel of land consists of 4.49 acres±of land with seven proposed building lots served by a new cul-de-sac roadway. The following items are also being submitted: 1. Form B--Application for Approval of Preliminary Plan 2, Signed Statement of Interest Form 3. Development Impact Statement 4. Certified copy of deed 5. A check in the amount of$50.00 addressed to the Town of Agawam. In accordance with the Procedures for the Submission and Approval of Preliminary Plans, we are submitting one plan and accompanying documents to the Agawam Town Clerk. We would appreciate you directing any correspondence regarding the above referenced project to Poplar Development, LLC c/o Thomas Lucia, 60 Main Street — P.O. Box 835, Blandford, MA 01008, with copies of the same to Fleritage Surveys, Inc. Sincerely, Sr' a 114 ark P. Reed } cc: Agawam Town Clerk i Thomas Lucia 1 ; a=- Y:\PROJECT DOCUMENTS\SUBDMSI0N\5201presub.DOC FA TOWN OF AGAWAM 9 36 MAIN STREET AGAWAM, MA 01001 Tel 413-786-0400 gggl�� P FORM B APPLICATION FOR APPROVAL OF PRELIMINARY PLAN FILE ONE COMPLETED FORM WITH THE PLANNING BOARD, AND A COPY WITH THE TOWN CLERK IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION III-B Agawam JanuaKy ? 2005 To the Planning Board: The undersigned herewith submits the accompanying Preliminary Plan of property located in the Town of Agawam for approval as a subdivision under the requirements of the Subdivision Control Law and the Rules and Regulations Governing the Subdivision of Land of the Planning Board in the Town of Agawam. 1. Name of Applicant: Poplar Development, LLC Address 60 Main Street, P.O. Box 835 Blandford, MA 01008 2. Name of Engineer or Surveyor Heritage Surveys, Inc. Address College Highway_8b_Clark Streets P.O. Box ,-Southampton, MA 0.1073. 3. Deed of Property Recorded in Ham den County Registry, Book 14344 Page 344 4. Location and Description of Property: (see enclosed Development Impact Statement) 5. A list of the documents included in this application shall accompany notice to the Town Clerk. Documents required to be submitted with this notice: a. Notarized statement of interest in the land. (see enclosed Statement of Interest) b. Environmental study. (see enclosed Development Impact Statement) c. Plans (one plan entitled, Preliminary Subdivision Plan, George A. Giroux Estates - Agawam, MA, prepared by Heritage Surveys, Inc., dated January 7, 2005.) d. Certified copy of Deed. :'-, J0 r ` Signature of Owner �/ �- t /� Signature L! s� Address 60 Main Street P.O. Box 835 Blandford, NA 01008 r r F Q TOWN OF AGAWAM 36 MAIN STREET AGAWAM, MA 01001 Tel 413-786-0400 STATEMENT OF INTEREST Date: o" The petitioner hereby certifies that he is the owner of all lands contained within the description of the subject petition. Agawam Planning Board Case No. Poplar Development, LLC (Name) 60 Main Street P.O. Box 835 Blandford, MA 01008 (Address) COMMONWEALTH OF MASSACHUSETTS HA-PHeN ss Date r" bo,.� There personally appeared before me, on the above date, �2 &;I r•i4L- to me known to be the person described in and who executed the foregoing document. /�1y )! Notary Public , ,; ()i U My commi sion expires Y '� • rrt:•L.� ^�'"r�;+ + _.its. "a�; ,s4, :-•;=: ''t" �`�...�.� wi�c?:+' f 'df.y, •e. �, h 4:��'t.,o��i'.4��>.3.5 -r •tiW7.. `.•:R`'�..tw. <•i:: `.��rwr :�a•:=i� ,'j#3 ;,. .ka, :t t,-.:,;a�... ,��:.�•:Y:l •n�,:,1rSw y. -.w .�,= a .Tt.,�'.,.d�••k...:t a�;�t.:r�C ,,;r� .,.gal- y1�,a, .,.,,•� c�'�`�'• .:.- :r". ,t,,e'.: ,.�a.n• .x:�:, .,,.. 1. .•,.1'r} ..,�y. '•ti::,''+-1.';•st^"•..`�:... �l.`'Ft M":`i2ad'i?S7"r.:4•, •r„a.<...�d. .d'fi.. .�. irrY;riF�"`+4 ar',� Zh, „��'•'•�d .7q"-Z'� :? ,•a,:i= '�- .t?�.�W,}�S`t,. �'-'w a„!.,.ut�h•.,s,:-:.,}.'. .ti`';i•,.i,,�;.�+.d=`- 5 .,a. �+.. ;rlw. „?r: .d.,.i':r ...ru:. w.A:c ..y�;ii:..�.�rkr,�.,r....,.r,, ,,1 Mr "'fJ��ry:M;t� '.r t,., +�� _.1 d -."'A� ;.tom ':d;• .;V=.\r_ •,,=R '1 y,..t+NV,.J,�:t., � 't. 7 7 . POPLAR DEVELOPMENT LLC s_'y10 10 01 _ es�a�an�e 60 MAIN ST. BLANDFORD, MA 01006 13�d . 5 ,• DATE , ORDOO THE t Of— �dc=}n J;n f � C�L,:1uv-I'-\ _ I tj 0, ci 0 DOLLARS LI Bankof America �v,.t�a,h:u'e,i,�.:rani ...;,��?:K,s,;:�r4{d'^•,t � �� ....' ... .. rp MEMO EG1Al GYC9pM.Ngq/g1,4{R/ .. �JiSr^� 1:0 11000 13810 9 5.&0 3 9 2 7 3 1i' h00 I T t Bk 13888 Pg284 ##2356 01-08-2004 @ 01 :07p EXECUTOR'S DEED KNOW ALL MEN BY THESE PRESENTS,that I, SHIRLEY LUCIA,as Executrix of the ESTATE OF ELEANOR M.GIROUX,(See Hampden County Probate Docket Number 02P-0949)of 189 Poplar Street,Feeding Hills, Hampden County, Massachusetts by virtue of the Power of Sale conferred by Paragraph Seventh of the Will of Eleanor M. Giroux every other power. grant to SHIRLEY LUCIA of 189 Poplar Street,Feeding Hills,Massachusetts The land with the buildings thereon in AGAWAM in said County of Hampden,consisting of two(2)parcels,bounded and described as follows: FIRST PARCEL: Beginning at the southwest corner thereof at a stone bound on the Easterly side of Poplar Street running thence Northerly along said street to an iron pipe; thence Easterly by land now or formerly of Amelia L.Hill about five hundred seventeen(517) feet to an iron pipe;thence Southerly by land now or formerly of N.Burr,one hundred forty(140)feet to a stone bound and thence Westerly by land now or formerly of Gaetano and Mary DeCristoforo about six hundred twenty two(622) feet to the point of beginning. SECOND PARCEL:Beginning at the northwest comer thereof at a stone bound on the Easterly side of Poplar Street at land formerly of L.B. Robinson, and running thence Easterly by land formerly of said L.B.Robinson,six hundred twenty-two(622)feet to a stone bound at land now or formerly of N. and F. Burr;thence Southerly by land of said Burr,one hundred forty(140) feet; thence Westerly about six hundred twenty-two(622)feet,parallel with the northerly line of land now or formerly of Nelson G.King to said Poplar Street and thence Northerly along said street about one hundred forty(140) feet to the place of beginning. FOR GRANTOR'S TITLE see Hampden County Probate 02P 0949 and deed recorded in Book 1653,Page 1 S7 on March 1, t 938. NO TITLE EXAMINATION was done by the preparer of this deed. i i + Bk 13888 Pg 285 #2356 t"L-- Signed this day of January,2004 Lc SHIRLEY L 1A,Executrix Of the Estate of Eleanor M.Giroux Hampden County Probate Docket No.02P-0949 COMMONWEALTH OF MASSACHUSETTS Hampden , ss: January S2004 ti On this day of January,2004,before me personally appeared the above named SHIRLEY LUCIA and acknowledged the foregoing instrument to be her free act and deed, before me. Raymond W. Gendron, Notary Public My Commission expires: 09/18/2009 y pa&TRV 00 TRUE PHOT000PY AS RECORDED ilN A 1 41? 1 HAMMEN COUPITY REGISTRY OF DEEDS, AND IT, IS SO CERTIFIED f3om PAGE w ATTEST; c55 al REGISTER - � Bk 14344 Pg344 M64aS9 07-t9-2004 0 02:34p WARRANTY DEED I,Shirley R.Lucia,an individual of 21 Rosewood Lane,Unit 21,Southwick,Massachusetts,for the full consideration of Three Hundred Thousand and 00/100 Dollars($300,000A0), Grant to Poplar Development, LLC, a Massachusetts limited liability company, with a place of business at 60 Main Street,Blanford,Massachusetts, with WARRANTY COVENANTS certain real estate located in Feeding Hills, Hampden County,Massachusetts as more particularly described on EXHIBIT"A"attached hereto and made a part hereof. Executed as a sealed instrument this- day of July,20 Witness Shirley R. cia COMMONWEALTH OF MASSAC14USETTS COUNTY OF HAMPDEN g On this —7 day of July, 2004, before me, the undersigned notary public, personally a' appeared Shirley R. Lucia, proved to me through satisfactory evidence ofidcntification,which was a A-7 Massachusetts driver's license bearing the photographic image of the person's face and signature,to �j be the person whose narne is signed on the preceding or attached document, and who swore or affirmed to me that the contents of the document are truthful and accurate to the best of her knowledge and belief. r�-- t1� Notary Public SPjZ3[mGFIELD My commission expires T'VV',P. U, 2.00 7r DEEDS RE012 HAMPDEN 10, CAUL DR3ACM8r01A OT/19/l}4 1 Ol NDMWKMIM A&S UOOOO�I �ooawa,uag OF r�ss s RAMP t COUNTY' TY' f1368.t3D WY Wn 1who)me 4a"n FEE .._� CRS 4 t.-l3643.00 (Doeoment-X:%D005123 733\[Vc lresf"62019.DOC:IS Bk 14344 Pg 345 #64859 EXMITA The land with the buildings thereon in Agawam in said County of Hampden,consisting of twd,2) parcels,bounded and described as follows: FIRST PARCEL: Beginning at the southwest corner thereof at a stone bound on the Easterly side of Poplar Street running thence Northerly along said street to an iron pipe; thence Easterly by land now or formerly of Amelia L. Hill about five hundred seventeen (517) feet to an iron pipe; thence Southerly by land now or formerly of N. Burr, one hundred forty (140) feet to a stone bound and thence Westerly by land now or formerly of Gaetano and Mary DeCristoforo about six hundred twenty two(622)feet to the point of beginning. SECOND PARCEL: Beginning at the northwest corner thereof at a stone bound on the Easterly side of Poplar Street at land formerly of L.B. Robinson, and running thence Easterly by land formerly of said L.B. Robinson, six hundred twenty-two (622) feet to a stone bound at land now or formerly of N. and F. Burr; thence Southerly by land of said Burr, one hundred forty (140) feet;thence Westerly about six hundred twenty-two (622) feet, parallel with the northerly line of land now or formerly of Nelson G. King to said Poplar Street and thence Northerly along said street about one hundred forty(140)feet to the place of beginning. FOR GRANTOR'S TITLE see Hampden County Probate 02P 0949 and deed recorded in Book 13888, Page 284 on January 8.2004. THIRD PARCEL: Beginning at an iron pin at the Southeasterly comer of land now or formerly of Carlo Marchetti and running thence SOUTHWESTERLY along the Southeasterly bound of said land now or formerly of Carlo Marchetti, six hundred ninety-eight and 35/100 (698.35) feet more or less to Poplar Street; running thence SOUTHERLY along said Poplar Street, one hundred twenty (120) feet to land now or formerly of one DePalma; running thence NORTHEASTERLY across other land now or formerly of said DePalma and parallel to the first course herein described, seven hundred sixty and 80/100(760.80)feet more or less to an iron pin in the Southwesterly bound of land now or formerly of Nathan Burr; and running thence NORTHWESTERLY one hundred fifteen(115) feet along the Southwesterly bound of said land now or formerly of Nathan Burr to the place of beginning. Subject to taking by Inhabitants of Hampden County under instrument dated December 12, 1937 and recorded with the Hampden County Registry of Deeds in Book 1651,Page 128. Being the premises conveyed to the Grantor by Deed dated September 28, 1959, recorded in the Hampden County Registry of Deeds at Hook 2704,Page 22. 1OY (Doctanent=x:U)00517A733\lVcWcamma100063720-DOC;1) AND IT is SO _ , s BOOK ATTEST: DEVELOPMENT IMPACT STATEMENT GEORGE A. GIROUX ESTATES POPLAR STREET AGAWAM, MA LOT Z LOT J PARCEL 8 LOT I 0 ED WEST VIEW S ) LANC PR ED L LOT 7 LOT 6 LOT 5 LOT 4 PARCEL A T Prepared for: Poplar Development,LLC c/o Thomas Lucia 60 Main Street—P.O.Box 835 Blandford,MA 01008 Prepared by: HEMAEE SURVEYS. INC. Professional Surveyors and Engineers College Highway & Clark Street Post Office Box I ii Southampton, MA 01073 (413) 5273600 HSI No: 5201-030911 January 7,2005 HERITAGE SURVEYS, INC. Professional Surveyors and Engineers College Highway & Clark Street Post Office Box I Southampton, Massachusetts 01073-0001 Bruce A. Coombs, President Telephone(413) 527-3600 Professional Surveyor, MA, CT& VT Facsimile(4I3) 527-8280 E-mail: bruce®heritagesurveys.com Website: heritagesurveys.com January 7,2005 HSI#5201-030911 DEVELOPMENT IMPACT STATEMENT AGAWAM, MASSACHUSETTS NAME OF PROJECT: George A. Giroux Estates TYPE OF PROJECT: Single Family Dwelling Subdivision LOCATION: off Poplar Street (proposed street-West View Lane) AREA OF LOTS: 3.70 Acres (Lots 1-7) AREA OF ROADWAY: 0.79 Acres TOTAL PROJECT AREA: 4.49f Acres APPLICANT: Poplar Development,LLC c/o Thomas Lucia 60 Main Street—P.O. Box 835 Blandford, MA 01008 SURVEYOR/ENGINEER: Heritage Surveys,Inc. College Highway & Clark Street P.O. Box 1 Southampton, MA 01073-0001 Bruce A. Coombs, Professional Land Surveyor Richard P.Weisse,Professional Engineer Mark P. Reed, Project Manager ZONING DISTRICT: Agricultural PARCEL NUMBERS: 1 through 7 A Page 2 of 3 January 7, 2005 HSI # 5201-030911 I. Project Description: The proposed project consists of the construction of a seven lot single-family dwelling subdivision. A cul-de-sac roadway will serve the proposed subdivision, which is approximately f ve hundred feet in length from the center of the cul-de-sac to the intersection of Poplar Street. The proposed subdivision is located on the southerly side of Poplar Street and contains approximately 4.49 acres of land. The existing subdivision area, which makes up the seven lots and proposed roadway is currently vacant land composed of woods and brush. There is a house under construction north of the proposed roadway on Parcel B and an existing house to the south of the proposed roadway on Parcel A. II. Circulation System: 1. Street Design: The seven-lot subdivision will be served by a five hundred foot cul-de-sac, which will connect into the existing street called Poplar Street. The proposed roadway will extend in an easterly direction off of Poplar Street. 2. Street classification: The proposed street is classified as a Place street. The roadway is not over five hundred (500)feet in length and the maximum average daily traffic (ADT) is under (100) vehicle trips per day. 3. Parking and bus stops: There is no public bus service to the project area. School buses will service the areas in accordance with established school policies. Off street parking will be provided on each lot for individual houses. f ` 4. Pedestrian circulation: A sidewalk is being provided along one side of the street to facilitate pedestrian s circulation along the street. III Support System: a. Water distribution: Town of Agawam water will service the project. An 8" water main will connect into the water main on Poplar Street b. Sewage disposal: The project will be served by a proposed 8" sewer line, which will connect into the existing 8" Town sewer line located in-Poplar Street. c. Storm drainage: The drainage system will consist of catch basins and drainage manholes, which will be directed into a proposed storm water basin, located in the southerly portion of Lot 4, as shown on the plan. The basin will be designed to retain the 2, 10 and 100 year storm events on site.(see enclosed drainage calculations) d. Refuse disposal: Since this is a residential subdivision, refuse collection procedures will be the same as in other subdivisions. Homeowners will be encouraged to store refuse out of public view on collection days. No special refuse facilities are required. e. Lighting: Provisions for streetlights shall be installed during construction. Installation of lights and payment of electricity charges for the same is subject to approval from the Town of Agawam. f. Fire protection: The area will be served by the municipal fire department. A hydrant has been shown on the plan in accordance with the town's subdivision regulations and good engineering practice. Plans will be forwarded to the fire and water departments in the event that any changes should be requested. Fuel tanks for heating oil will be installed above ground, and in accordance with appropriate permits and regulations when installed. IV. Natural conditions: a. Topography: The site is relatively flat with a genital slope from the northwest potion of the parcel to the southeasterly corner of the parcel. There is an exiting wetland located off"the property approximately eighteen feet from the southeasterly corner of the property. b. Soils: Inspection of surfcial evidence at the site and data contained within the Soil Survey of Hampden County shows that the majority of soil on the site is Merrimac fine-sandy loam. These soils are deep and excessively well drained. Y:\PROJECT DOCUMENTS\SUHDMS10N 520 1 impact.DOC HERITAGE SURVEYS, INC. Page 3 of 3 January 7, 2005 HSI# 520 l-030911 C. Depth to water table: No soil testing has been performed at this time. The Soil Survey of Hampden County shows Merrimac soils as having a high water table at greater the six feet below grade. d. Aquifer recharge area: The proposed project is no within an aquifer recharge area. e. Wetlands: There is an exiting wetland located off the property approximately eighteen feet from the southeasterly corner of the property. The only work proposed within the 50 foot buffer zone to the bordering vegetated wetland is the installation of a culvert for stormwater discharge. f. Watercourses: There are no open water bodies within 200 feet of the project area. g. Flood prone areas: This project does not fall within the 100 year flood zone, according to Flood Insurance Rate Map (Community Panel #25 013 3-000 1-A). h. Vegetative Cover: The site currently contains a large portion of wood and over grown brush. There are some lawn-covered areas in the location of the existing houses. i. Unique wildlife habitats Based on the Priority Habitats of Rare Species Map, produced by the Natural Heritage&Endangered Species Program, dated June 1, 2003; there are no unique wildlife habitats. j. Unique flora Based on the Estimated Habitats of Rare Wildlife and Certified Vernal Pools Map, produced by the Natural Heritage & Endangered Species Program, dated June 1, 2003; there is no unique flora. V. Environmental Impact: (see enclosed drainage calculations) a. Measures taken to prevent surface water contamination The stormwater runoff from the proposed subdivision shall be pretreated within a series of catch basins within the proposed roadway with deep sumps, which will discharge stormwater to a proposed detention basin. The detention basin will be constructed with a forebay to allow for sediment to settle out before entering into the basin. The stomwater will either recharge to groundwater within the basin or is discharged to an existing wetland. b. Measures taken to prevent ground water contamination The stormwater runoff from the proposed subdivision shall be pretreated within-a series of catch basins within the proposed roadway with deep sumps, which will discharge stormwater to a proposed detention basin. The detention basin will be constructed with a forebay to allow for sediment to settle out before entering into the basin. c. Measures taken to maximize ground water recharge The detention basin will allow for groundwater recharge. d. Measures taken to prevent erosion and sedimentation Prior to the start of any clearing sedimentation barriers shall be installed and maintained throughout the duration of the project. We hope that the information provided herewith will assist the Planning Board with an evaluation of the Project. Please contact this office if any additional information should be required. Sincerely, / ark . eed Y:\PROJECT DOCUMENTS\SUBDMSION 520 1 impact.DOC HEMTAfiE SURVEYS, INC. Consult NFIA servicing company or local insurance agent or KEY TO MAP .hroker to determine if properties in this community are eligible 500 'ear Flood Boundary for flood insurance. 100-Year Flood Boundary Zone Designations*With 'Date of Identification r e.g., 12f2f74z 100-Year Flood'Boundary ZOINE9 ` APPROXIMATE SCALE 500-fear Flood Boundary Soo 0 800FEET ___M. -.____-.... — . . ....._ .._..._..7 Ease Flood Elevation Line -- -51 With Elevation In Feet** ( Base Flood Elevation in Feet (EL987) ' Where Uniform Within Zone** i Elevation Reference Mark RM7X NATIONAL FLOOD INSURANCE PROGRAM C i River Mile a M1.5 **Referenced to the National Geodetic Vertical Datum of 1929 'cEXPI_ j�fATION OF ZONE DESIGNATIONS I I ZONE EXPLANATION �F i OOD INSURAMCE. RATE MAP � l Areas of i00-year flood; base flood elevations and i flood hazard factors not deteriined. ( "0 ,areas of 100-year shallow flooding with depth from � rn®If� � ' 1 to 3 feet; product of flood depth (feet) and r I velocity (feet per second) less than 15. �) 7 -k30 ;areas of 100-year flood; base flood elevations and hit ASSACHUSIETTS flood hazard factors determined. lillJ`��D�lV ®kJ111�� A90 Areas of 100-year flood to be protected by a flood 1lYYEE !V UN protection system under construction; base flood elevations and flood hazard factors not determined. B Areas between limits of 100-year flood and 500-year COMMUNITY-PANE! NUMBER flood; or areas of 100-year shallow flooding with 250133 0001 A depth less than 1 foot. (Medium shading) C Areas of minimal flooding. (No shading) D Areas of undetermined, but possible, flood hazards. V Areas of 100-year coastal flood with velocity (wave action); base flood elevations and flood hazard factors not determined. PAGE Arcs of 100-year shallow flooding with velocity; PAGE 1 OF 2 depth from 1 to 3 feet; product of depth (feet) (SEE MAP INDEX FOR PAGES NOT PRINTED) and velocity (feet per second)more than 15. V1 -V30 Areas of 100-year coastal flood with velocity (wave action); base flood elevations and flood hazard factors determined. EFFECTIVE NOTES TO USER FE B R UA R Y 1, �7$ [Certain areas not in the special flood hazard areas(zones A and V) -may be protected by flood control structures. This map is for flood insurance purposes only; it does not neces- sarily show all areas subject to flooding in the community or all planimetric features outside special flood hazard areas. For adjoining map panels, see separately printed Index To Map a,,►'°`"'°• Panels. y O R)'3Ap �i U.S. DEPARTMENT OF HOUSING INITIAL IDENTIFICATION AND URBAN DEVELOPMENT FEDERAL.INSURANCE ADMINISTRATION FE9RUARY s, 1974 CONVERSION TO REGULAR PROGRAM D 5 Myt,l. Q LOCUS o �1 S 1 � Bey Ir 0 n a � a a c� a �zd J 0 O m 0 �b woo 4 tis • o _ • • • • 1 it .• , it i• -^b• Y! r x • t �' � {..��` •'•• • • 1 . !•^. • rq ht ■ • « i • i NV � ..• • • y . • i� � Y j a 'a . � • .y C ' a y*..��5 1 �� •• " . a LOCUS gj_aI t •t • # •• • _ tt O 1� G•�1 • w • • amger 84 !1 a • liit /J • ,. v ,� 1 !J • • r ••• s • i Ld Ana mil ` '� {/ � I � � ��`I�—�~`~ �'JR/ ��a "r � -.S � ��'�-��1 r-�^C� �x_•. p'�, . 7 ► � � f li 1 }• it q Igo, 49 •F y r--�— � �,tt {{ - ,'�4ssyy � it • "�' � �+ "M1F � + �� " `� Name:WEST SPRINGFIELD Location: 042+03'48.9" N' 072.39'24.1" W Date: 1/61105 Scale: 1 inch equals 1334 feet Copyright(C)1996,Earthvisions,Inc. R x HAMPDEN COUNTY, MASSACHUSET''e 32 Joins sheet 26 wrB Pac WnB r h may , •, r`: [w. S.•,.i., .�.y•� •.1 h YG.:.^ Jt vv; '.a .y �A�'S• J •• r s ��1V' l.T I` •4 �j,� �; j` a•t.."y.tl�" y as �y.� f d r� r. • ��.. Me6 i _ :. �s s :4' � r +w,....._ .�u1'r �� i•7 y �.r�. �,• + i uw t �{• B d r h-rr7' ...!••.:,F r' ,.-t ''.' •�,1�� ,F'*` f:'�r -A� �{�,+,'� �' I-,74 - y ;'ri. �g •t' � ,r n� ! t..i� � ' PBD r_r y�� r ��4- ss y.� -t� .! r r+ .•c q. <� ti MeB• W 7. ,G 5 G l� � �i �.•:;Y• c._ i�"„s..r-� •1x �rr�� a �•:7. ! ,t �r Ln a r. PuB.. .r ' .MeA'. f/ MeC L ; rinrr+r� yf -a m �� 4 •: �. �g� -(:. o - t� i•It, yak � awk7 �! p1P .�,i r ! r.' � � i,_i� � ., ,, „ r•i r fit, �'3 � ' r�? • -r -E'r rs; } '�j. •,•. C'�..... �. ��Jr ..� _ Td _'L � MeA . ,ES` 1. r 1 ❑. .:. }R�l� ,' i'f' r � oru+cy`r^ k.11r'+7yo"L�1�� y Je/zy4� ;� +!• �ti t-{.� � 44 �� ` ,' Wi '}'' ' ��y -j'L is � T� ^��.Y�r-+r � r` • �� Y ' ' -L n � tG,9 11 AgA Ro c� s� �s: T -.rw---_=f k L�' �� !�iJ-�rA , �, a{�r ,e: ' L• - �.l'. .^ '�� :pt; •" MeC L� •��.��•'.� , � e�1 •'i ' •yr Eg •_Af15i�x:: .;_ '�- ;: � U' n ,v�J r � ..�} c. r ! ,3.L'�_ {'• 'MCB r � 6' Nn 5' x.:]b i•,t<•. .. r� S-�2 � `• r,{. �.., �'F,bry.i -rr , �� y.�'••e it! 1 A < ; J - �. .` A "B f, cr } 5- .yR_ fez ''^'*`• � S Y _ 4 '+, :4� .G6y:, Q * PuC B ,u ' � y B' ;•A _�ici� •, r•�ar`t�r „ ^Lr'+ �' s. •'. MSC' , ': q a r C� a ru+ v��:.• P'ov,. A^ .fin, �.} � !' � ` �a. .r r•-A•rt„ rs t t 4'11 r• 1 'f• .� � f{�r R�: r fPOE itaG �ry fr MIeA �rdxr * ff a r s 1 a JRI18 f �• '•`:i ,�' `w l i. r r•� ��VlaCi ` �YJq��., ; � f'' �v�� 1a'i ,ks' w 1:� Fi - 1• � �tF .. - { =1f ,.,. r f• Y'� % fin�. 1,... 1'f[�Lrt. /k }�+'- E i + 1 ;MeA :7�"J.�y � �} 4 �'.,' Ain s>• ;�•�'�' � R `tom ! r'�'��•; y"af T ,I- •�-Y -AgA aye v sJ 1F�'�•k er��r�y'�•x•.74, � p�k .'\.', ( .� .- !Li• y PLC - � � O rt' �'3- ,s - �N Ct F ram_ J• }yi� �'jYo�1'^!.�'Y1��" �.. r. �I !f � Sf �.f•' � .` r•l:: O r-r ^e y 'R; t-�`!r. s� •9' Y��C.� •2'.rS�dQ�1 ,ram+!.r - � " �tr - 'i. ,� � a � ^is "'� -f�i, !��y�_j•,�.`!„"}1•.�I�T "��r�'�'..( •�,�4�•� iz, h �1kf 1t r 4s w!. + .�• �Y-l'`-. _ M1 ;•'N Vr 9 - L F s . �r'7`t _� Y f r• k r "7,' C =PUB i'n't N +ryB }! y ;sr` -d j" o :a?; e� ;Y MeC Q a, MeA S '•1,r ^ Wei + . tfi`�r, AgA x + s ;' r. a X { rT•;y�yoti y�T �r fJ '" A. l7 r - �- E` ��r Afl��•�.-�''H,i' �•;hz' r�E+ri�� p� � , s S r•r- a �. y R -Ap A.._ rnr 'ATB. *+ oS�k t;11.. M1S tr" ,r �4t8 _- rl rit ,+tr x H r s �• � ✓'y,r ��. u� a#�rll�n-.•r... �'y� •. r 4 �� i n' .r t.'n- 4G ; -�..r _ �r-sa'�,` s ?i ,n�Y3.:7j ,Trt ,1C+!p ar ^1•+r• IR•. O Wi n�t rat �,f It7B r t r3r+J Ht;�1rti yai" �• .t' ��" �' L:.:t+.rF S O _ ��r � Ns"7`rr '` ..- `^'' r✓rf yY•..�' •• �ra✓f• ��+4� y ll s�S!-�;7'ra �,.Y-4 J;�1� � 1 rl f�Y tt`�� (`r�s t "' ~;5� L `CY''+'1:' ��l;� ! "�• �''}�''�f�+;�"� ,1'�a �iy • AgA ;•• ;• +, ,fit i z ' 1.a a} 4 rir•M - e + '4i ',. 16't';MeA r Wa yf Rr. 'ti l N `4.t"i�4.+y 4•�LY '•'•1-p,l.+l - ire•_. 1�crF }-:4[ -FSr9t ��•;.w� -i. i�.`sSll4'•. ,fir •fig;'Yj. _ fy7,tFi !.: -vt �; �;��'� + h ,�F' ,1T•N ;i�1 * t. � i 1 �,547 1 �f P�� ",�+irtS '�._"2qL .� L.� R- 3�i ` ��.' ,.klh•.aY '�' 'fir,, s t � _ > i ;� •r 1� y :`,;Ki4.,�• ,EY _- R'+F �:., =Y L• ,.-' .. jtY,e! s;' t` E }" 4 '!{ it,.D� is i � Y o ° =''. Ng rr �i r Il �` ��s1 rya 4 � •�lJ t {}}- .a ��t} �i �tYyi ...% >.� uk.. rh r�,r'r,�, :�i'• e(.�•rF rrl .t'tgrl, r fir:.', _5 ,t ti7 1i T }i'��}I r rL l"J r ar-{G..Jk ` i• 1 4' - y • MIeA �. `� 7 HgB- 3 �'R..?'yn••' eAs y�' r. l'S M r `r it !' S.F#: 0 57 : ti;s r��; h+M 'Mx a o Me t E t r w7 v w GfB; Wn8 it l ti �•.•. �` c"' r'µ MeA' _ _ - a rCln w •, OLn irj "lf t: '" yftCkB MeA. MaD rMkn s!;r Tor ! i q Ng .°' , 'F ti4fQle/1♦rr d s� TfK�r•"(rlir V' :+ '.T? •11•2•'4-:1.'-r.. ,.a. I'c•� ,s _c .}; .r• S.• n §' 16I+' AgA Pu$ (Joinsheet 38) MeB 1 295000FEET Wa MeC 196 SOIL SURVEY TABLE 16.--SOIL AND WATER FEATURES--Continued !Hydro-; Flooding w! High water table Bedrock --',----- Soil name and ! logic! ! ! ! 1 1 1 i !Potential map symbol !group 1 Frequency 1 Duration :Months 1 Depth 1 Kind !Months ! Depth 1 Hard- ; frost ness action 1 1 ' Ft ! ! , In 1 ! 1 Charlton: : 1CrC: Rock outcrop ! ! ! ! ! ! 1 part. Hollis part----1 C/D !None--------1 --- ; --- 1 >6.0 ! --- ! --- : 10-20 !Hard !Moderate. 1CrD: ! ! ! ! ! ! ! ! ! Charlton part--I B !None--------1 --- ! --- 1 >6.0 1 --- 1 --- ! >60 1 --- !Low. Rock outcrop art. i Hollis part----1 C/D !None--------1 --- ! --= 1 >6.0 ! --- ! ! 10-20 !Hard !Moderate. , Deerfield: De---------------1 B :None--------1 --- 1 --- 11.0-3.01ApparentlDec-Apr! >60 1 --- ,Moderate. Eldridge: 1 ! ! ! ! ! ! ! ! 1 EdB--------------! C !None--------1 --- 1 --- 11.0-2.0!Apparent!Jan-May! >60 ! --- !Moderate. Enfield: : EnA, EnB, EnC----1 B :None--------1 --- ! --- 1 >6.0 1 --- 1 --- 1 >60 1 --- !Moderate. Enosburg: Es------ 1 D !None--------1 --- : --- 10.5-1.0:Apparent!Nov-May: >60 1 --- !Moderate. Gloucester: GfB--------------: A !None--------1 --- ! -- 1 >6.0 1 --- 1 --- 1 >60 !Hard :Low. GhB, GhC, GxB, GxC, GxD---------1 A :None--------1 --- 1 --- 1 >6.0 1 --- : --- : >60 : --- :Low. Hadley: Ha, HbA, HbB-----! B :Common------:Brief-----:Oct-Apr!3.0-6.0:ApparentlNov-May! >60 : --- !High. ! ! ! ! ! ! ! ! ! ! Hinckley: HgA, HgB, HgC, HgD, HgE---------1 A !None--------! --- ! --- ! >6.0 ! -__ : --- ! >60 : --- !Low. Holyoke: ' ! HOB, HOC---------: C/D :None--------: --- --- 1 >6.0 : --- ! --- ! 10-20 !Hard ;Moderate. I I 1HrC: Holyoke part---1 C/D 'None--------! --- : -- : >6.0 ! --- ! --- 1 10-20 !Hard 1t�(Pderate. Rock outcrop art. P Limerick: Lk---------------1 C :Frequent----!Brief-----:Apr-Jun!0.5-1.5:Apparent!Jan-Jun! >60 1 --- !High. Ludlow: LUB, LwB, LxB, LxC---------------- C !None--------1 --- ! --- 11.5-2.0:Perched !Nov-Apr: >60 1 --- !High- t Meckesville: ' MaB, MaC, MaD, MbB, MbC, MbD, MOB, McC, NOD----! C :None--------1 --- 1 --- l2.5-3.5!Perched :Nov-Apr! >60 1 --- :Moderate. f" Merrimac: MeA, MeB, MeC, MeD--------------: A !None--_-----! --- ! --- ! >6.o : --- 1 --- : >60 1 --- Lox. I , 1 I I ! Montauk: ' ' ' ' : ' MmB--------------1 C !None--------! --- ! --- ! 2-3 !Perched :Apr-May! >60 ! --- Moderate• 1 1 See footnote at end of table. 7 82 SOIL SURVEY A K Ap-0 to 12 inches; very dark grayish brown (2.5Y 3/2) silt loam; many The A horizon has hue of 5YR to 10YR and value and chroma of 2 or 'i fine prominent olive gray (.5Y 4/2) and brown (IOYR 4/ ) mottles; 3. The B horizon has hue of 2.5YR or 5YR, value of 3 to 5, and chroma weak fine granular structure; very friable, nonplastic and slightly of 3 to 6.The Cx horizon has hue of 2.5YR or 5YR, value of 3 or 4,and sticky; medium acid;abrupt smooth boundary. chroma of 4 to 6. C1-12 to 24 inches; dark grayish brown (2.5Y 4/2) silt loam; common medium prominent yellowish red (5YR 416), dark yellowish brown Meckesville series ROYR 4/4), gray (5Y 5/1), and greenish gray (5GY 511) mottles; massive; friable, nonplastic, and nonsticky; medium acid; clear The Meckesville series consists of fine loamy, mixed, 3 smooth boundary. C2g-24 to 60 inches;dark gray(5Y 4/1)thinly stratified very fine sand, mesic Typic Fragiudults. These soils are deep and well very fine sandy loam, and silt, massive; friable, nonplastic,andnon- drained. They have a reddish brown silt loam B horizon sticky; medium acid. over a reddish brown silty clay loam fragipan. Meckesville Reaction throughout this soil ranges from medium acid to neutral. soils formed in glacial till derived mainly from reddish Textures are commonly silt loam or very fine sandy loam. sandstone and shale of Triassic age. Meckesville soils in The Ap horizon has hue of 10YR or 25Y, value of 3 or 4,and chroma this survey area are taxadjuncts because they contain of 2 or 3. slightly•less clay in the B2 horizon than is defined for the " The C horizon has hue of 2.5Y or 5Y, value of 4 or 5,and chroma of 1 or 2. This horizon commonly has distinct to prominent mottles of red, Series. brown,and gray. Meckesville soils are on the tops and sides of drumlins. Slope ranges from 3 to 25 percent. Ludlow series . Meckesville soils formed in the same kind of material as the associated well drained Wethersfield and The Ludlow series consists of coarse-loamy, mixed, moderately well drained Ludlow soils. Meckesville soils mesic Typic Fragiochrepts. These soils are deep and are on the same landscape as the Paxton and Woodbridge moderately well drained. They have a dark reddish brown soils, which have yellower subsoils. and reddish brown loam B horizon over a reddish brown Typical pedon of Meckesville loam in an area of loam fragipan. They formed in glacial till derived mainly Meckesville very stony loam, 3 to 8 percent slopes, in from reddish sandstone and shale. woods northeast of Buck Pond Road, 600 feet along the i Ludlow soils are on the sides of hills and ridges. Slope east side of the power line right-of-way in the city of ranges from 0 to 15 percent. Westfield: Ludlow soils formed in the same kind of material as the Apl-0 to 3 inches; very dark grayish brown (10YR 3/2) loam; weak associated well drained Wethersfield soils and poorly drained Wilbraham soils. Ludlow soils are on the same fine and medium granular structure; friable, nonplastic, slightly sticky; many fine and medium roots; 10 percent gravel; very landscape as the Paxton and Woodbridge soils, which are strongly acid;abrupt wavy boundary. yellower in color. Ap2-3 to $ inches; dark brown (7.5YR 3/2) fine sandy loam; weak fine Typical pedon of Ludlow loam in an area of Ludlow ex- granular structure; friable, nonplastic,slightly sticky,many fine and. tremely stony loam, 0 to 8 percent slopes, in woods 500 medium roots; 10 percent gravel; very strongly acid; abrupt wavy boundary. feet north of Nash Street, 1/3 of a mile northwest of the B21-8 to 13 inches; reddish brown (5YR 4/4) silt loam; weak fine sub- intersection of Nash and Fuller Streets, in the town of angular blocky structure; friable,nonplastic,slightly sticky; common Ludlow: medium roots; many worm holes and root channels filled with material from A horizon; 15 percent gravel; very strongly acid; 01-1-1/2 inches to 1 inch; freshly fallen hardwood leaves and twigs. clear smooth boundary. 02-1 inch to 0;decomposed hardwood material. B22t-13 to I9 inches; reddish brown (2.5YR 4/4) silt loam; weak medi- AI--0 to 5 inches;very dark brown(IOYR 2/2)loam; weak fine granular um and coarse subangular blocky structure; friable, nonplastic, structure; very friable; many roots; 15 percent coarse fragments; slightly sticky;common,medium roots;few pores;common thin clay strongly acid;clear smooth boundary. films in pores and few thin clay films on peds; 15 percent gravel; B21-5 to 11 inches; dark reddish brown(5YR 313)loam; weak fine and very strongly acid;abrupt wary boundary. medium subangular blocky structure; very friable; many roots; 15 Bx-19 to 60 inches: reddish brown (2.5YR 4/4) silty clay loam percent coarse fragments; medium acid; clear smooth boundary. moderate very thick platy structure,parting to weak medium platy; 13292-11 to 16 inches, reddish brown (5YR 4/4) loam; weak fine and firm to very frnrr, plastic, sticky; almost continuous clay films on s medium subangular blocky structure; friable; common roots; 10 per- plate faces and in pores; 15 percent gravel; very strongly acid. i cent gravel; medium acid;clear smooth boundary. 523-16 to 24 inches; reddish brown (5YR 5/4) loam; common medium Depth to the fragipan is 18 to 30 inches. Coarse fragments make up distinct dark red (2.5YR 3/6) and reddish brovL-rr (5YR 4/4) mottles; to 25 percent of this soil above the fragipan and 10 to 30 percent of the weak medium and coarse subangular blocky structure; friable; few pan. Unless this soil has been limed, reaction is extremely acid or ver7' roots; 10 percent gravel; medium acid;cleat-smooth boundary. strongly acid. Cs—'24 to 60 inches; reddish brown (5YR 4/4) loam; many medium faint The 8 horizon has hue of 5YR or 2.5YR and value and chroma of:3 m yellowish red (5YR 4/6) mottles; weak medium and thick platy 4.The upper part of the B horizon is learn or silt loam; the Bx horizon is structure; very firm, brittle; 15 percent coarse fragments; medium silty clay loam. acid. Depth to the fragipan ranges from 20 to :30 inches. The content of Merrimac series coarse fragments ranges from 5 to 20 percent in the solum and from 10 The Merrimac series consists of sand mixed mesic to'25 percent in the Cx horizon. Reaction ranges from very strongly acid y , ��,ha1 to medium acid in the solum and from strongly acid to medium act(, in Typic Dystrochrepts. These soils are deep and some the Cx horizon.The solum is silt loam or loam, excessively drained. They have a brown and yellOvislr i i i I HAMPDEN COUNTY, MASSACHUSETTS, CENTRAL PART $3 brown sw Andy�Ioamnd gravelly sandy loam B horizon and Ap-0 to 7 inches; dark brown (10YR 313) fine sandy loam: weak fine a yellowish brown gravelly sand IIC horizon. Merrimac and medium granular structure; friable; 15 percent coarse fiag- meets;strongly acid;abrupt smooth boundary. ] soils formed in glacial outwash. ` B21-7 to 14 inches; yellowish brown(10YR 516) fine sandy loam; weak ( Merrimac soils are on terraces and outwash plains. fine and medium subanguar blocky structure: friable; 15 to 20 per- . ` Slope ranges from 0 to 25 percent. cent coarse fragments; very strongly acid:clear smooth boundary. Merrimac soils formed in the same kind of material as �B22-14 to 22 inches;yellowish brown(10YR 514)fine sandy loam; weak fine and medium subangular blocky structure; friable; 15 to 20 per- ; excessively drained Hinckley soils, very moderately well cent coarse fragments; very strongly acid;abrupt smooth boundary. drained Scarboro soils, and the associated poorly drained ITCx-22 to 60 inches; light brownish gray (10YR 6/2) gravelly loamy Wareham soils. Merrimac soils are in the same landscape sand; weak medium and thick platy structure: firm, brittle; 30 per- as the Agawam and Ninigret soils, which have a thicker f cent coarse fragments; very strongly acid. moderately coarse or medium textured solum over sand J The solum is 20 to 30 inches thick and conforms closely to the depth and gravel. j to the underlying coarse textured till.Coarse fragments make up 5 to 20 f Typical pedon of Merrimac sandy loam, 0 to 3 percent j percent of the solum and 10 to 30 percent of the IIC horizon. Unless this soil has been limed,reaction ranges from extremely acid to strongly slopes, in woods north of gravel pit that is northeast of acid •/ Barnes Airport, 600 feet east of Apremont Road in the The Ap horizon has value of 3 or 4 and chroma of 2 or 3. The upper city of Westfield: part of the B horizon has hue of 7.5YR or 10YR, value of 4 or 5, and chroma of 4 to 6; the lower part has hue of 10YR, value of 4 or 5, and p 01-1 inch to 0;loose litter of oak leaves,pine needles,and branches, chroma of 4 to 6. The B horizon has weak subangular blocky structure Ap-0 to 7 inches; brown 111YR 4111 sandy loam; weak fine granular or is massive.The IIC horizon has hue of 10YR,2.5Y,or 5Y; value of 4 structure; friable; many fine and medium roots; 10 percent gravel; to 6; and chroma of 1 to 3. Texture is loamy sand, loamy fine sand, or very strongly acid; abrupt wavy boundary. loamy coarse sand. The IIC horizon is massive or has weak thin medium B21-7 to 15 inches; brown (7.5YR 414)sandy loam; weak fine subangu- or thick platy structure.The IIC horizon is firm to very firm. lar blocky structure; friable; common fine and medium roots to 12 s• inches, few fine and medium roots below this depth; 10 percent f Narragansett series gravel; extremely acid;clear smooth boundary. B22-15 to 26 inches; yellowish brown (10YR 5/4) gravelly sandy loam; The Narragansett series consists of coarse-loamy, massive; friable; few fine and medium roots; 20 percent gravel; very strongly acid; abrupt smooth boundary. mixed, mesic Typic Dystrochrepts. These soils are deep IIC-26 to 60 inches; yellowish brown (10YR 514) gravelly sand; single ' and well drained. They have a yellowish brown and light I grained;loose;30 percent gravel;very strongly acid. - olive brown very fine sandy loam B horizon and a gray m a r The solu is IS to 30 inches thick.Coarse fragments make up to 30 sandy loam and grayish brown gravelly loamy sand C percent of each horizon within the solum and 30 to 70 percent of the horizon. Narragansett soil formed in a mantle of very fine I substratum.The solum ranges from extremely and to strongly acid. sandy loam over glacial till. The Ap horizon has hue of 7.5YR or 10YR, value of 3 or 4, and Narragansett soils are on the tops and sides of hills and rff chroma of 2 to 4.The upper part of the B horizon has hue of 7.5YR or 'dges. Slope ranges from 3 to 40 percent. 10YR; the lower part has hue of IOYR or 2.5Y. Value ranges from 3 to Narragansett soils are associated with Charlton soils, 6 and chroma from 3 to S. The B horizon is fine sandy loam or sandy loam to a depth of 15 inches. It is sandy loam between 15 and 20 inches. which lack a fine sandy loam mantle. Narragansett soils The B horizon is sandy loam or loamy sand below a depth of 20 inches. are in the same landscape as the Broadbrook soils, which The ITC horizon has hue of 10YR, 2.5Y, or 5Y and ranges widely in )have a fragipan. value and chroma The IIC horizon is gravelly sand or very gravellyr Typical pedon of Narragansett very fine sandy loam in sand. f an area of Narragansett extremely stony very fine sandy loam, 8 to 15 percent slopes, in woods off Ventura street, Montauk series 5,200 feet south of its intersection with East Street in the The Montauk series consists of coarse-loamy, mixed, town of Ludlow: mesic Typic Fragiochrepts. These soils are deep and well Ap-0 to A inches; dark brown QOYR 313) very fine sandy loam; weak, drained. They have a yellowish brown fine sandy loam B medium. subangular blocky stricture; very friable; many fine and horizon over a light brownish gray gravelly loamy sand medium tree roots; very strongly acid,abrupt smooth boundary. B21-8 to 22 inches; yellowish brown (10YR 5/6) very fine sandy loam; fragipan. Montauk soils formed in glacial till. weak fine and medium subangular blocky structure; very friable: Montauk soils are on the tops and sides of hills and common fine and medium tree roots; very strongly acid; clear wavy ridges. Slope ranges from 3 to 15 percent. boundary. Montauk soils formed in the same kind of material as B?_9-22 to 28 inches; light olive brown (2.5Y 5/4) very fine sandy loam; weak medium and coarse subangular blocky structure; very friable; the associated moderately well drained Scituate soils and common medium tree roots; very strongly acid; clear wavy bounda- poorly drained Ridgebury soils. Montauk soils are in the ry. same landscape as the Gloucester and Charlton soils, CI-28 to .35 inches; gray (5Y 511) sandy loam; massive- friable; few which lack a fragipan. medium tree roots; 10 percent gravel; very strongly acid: clear wavy boundary. Typical pedon of Montauk fine sandy loam in an area of lIC2--;35 to 60 inches; grayish brown (25Y 512) gravelly loamy :nand; Montauk extremely stony fine sandy loam, 8 to 15 percent single gmined;`.loose;25 percent gravel; very strongly acid. slopes, in woods 30 feet north of Klaus Anderson Road The:w1um is Ifi to 30 inches thick. Coarse fragments make up 0 to 20 and 1/2 mile east of Loomis Road in the town of percent of the soWrn. Unless these soils are limed, they are very Southwick: strongly acid or strongly acid throughout. Preliminary Summa of Pre & Post Development Drainage Calculations The drainage report was prepared using the computer program HydroCAD version 7.00 by Applied Microcomputer Systems. The report is broken into three sections. The first section of the drainage calculations(pages 1-4) is for the 2 year storm event for the existing conditions and the proposed conditions. The first page in each section gives a summary of the existing drainage area (Subcatchment ES 1), the post construction drainage area(Subcatchment PSI) and the proposed detention basin (Pond PDB 1). The second page in each section gives detailed information about the existing drainage area called (Subcatchment ES 1). The third page in each section gives detailed information about the post construction drainage area called(Subcatchment PSI). Page four of each section gives information about the proposed detention basin,which is called(Pond PDB 1). The other two sections of the drainage report repeat the page numbering pattern for the 10 & 100 year storm events. The soils map entitled "Soil survey of Hampden County, Massachusetts Central Part from the U.S. Department of Agriculture, Soil Conservation Service in cooperation with Massachusetts Agricultural Experiment Station", issued 1978 on Sheet Number 2", shows the soils on the site are classified as Merrimac, which belong to Hydrologic Soil Group A. The soils on the site are well draining soils. The detention basin was designed not taking into account infiltration of the stormwater within the well draining soil. The stormwater will be conveyed into catch basins with deep sumps, which will discharge from a culvert to a rip-rap area within the forbay of the proposed detention basin. Sediment and debris removal will occur within the rip-rap and stone areas. Additional sediment shall be removed within the basin forbay area. The stormwater will then enter into the basin through a rip-rap barrier. The outlet structure will have a deep sump and an outlet pipe leading to a rip-rap area. The proposed basin will retain the 100 year storm event on site. The detention basin has been designed to ' pre-treat stormwater before discharging into the existing wetlands. Table 1: Pre & Post Drainage Calculations 2, 10, 100 Year Storms YEAR PRE- POST- DIFFERENCE STORM CONSTRUCTION CONSTRUCTION IN PEAK PEAK DISCHARGE PEAK DISCHARGE DISCHARGE 0.00 CFS 0.0 CFS 2YYR SUBCATCHMENT ES POND PDB1 0.00 CFS (EXISTD;G DRAINAGE AREA) (POST DRAINAGE AREA TO PROPOSED BASE 0.08 CFS 0.00 CFS 10YR SUBCATCHMENT ES I POND PDB 1 -O.OS CFS (EXISTING DRAINAGE AREA) (POST DRAINAGE AREA TO PROPOSED BASIN 1.19 CFS 0.82 CFS 100YR SUBCATCHMENT ES I POND PDB I -0.37 CFS (EXISTING DRAINAGE AREA) (POST DRAINAGE AREA TO PROPOSED BAS STORM EVENT PROPOSED DETENTION BASIN 2 YEAR 193.34(0:34 FEET) STORM EVENT 10 YEAR 195.10 (2.1 FEET) STORM EVENT 100 YEAR 195.93 (2.93 FEET) STORM EVENT BOTTOM OF BASIN= 193,TOP OF BASIN= 196 3 -hr 2 year storm event Rainfall=3.Q0" 5201 poplar st agawam preliminary Type U/ 24 Prepared by Heritage Surveys, Inc. Page 1 t ydroCAD®7.00 sln 000860 © 1986-2003 Applied Microcomputer Systems_ _ 1/612005 Time span=0.00-20.00 hrs, dt=0,05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method i Subcatchment ES1: EXISTING DRAINAGE AREA Runoff Area=236,792 sf Runoff Depth=0.00" Flow Length=531' Tc=25.3 min CN=39 Runoff=0.00 cfs 0.000 of Subcatchment PS1: PROPOSED DRAINAGE AREA Runoff Area=236,792 sf Runoff Depth=0.05" Flow Length=531' Tc=16.9 min CN=49 Runoff=0.05 cfs 0A25 of Pond PDB1: PROPOSED BASIN Peak Elev=193.34' Storage=1,070 cf Inflow=0.05 cfs 0.025 of Outflow=0.00 cfs 0,000 of Total Runoff Area = 10.872 ac Runoff Volume = 0.025 of Average Runoff Depth = 0.03" 5 5 i S I F S 1 3 4 3 , i -hr 2 year storm event Rainfall=3.00 5201 poplar st agawam preliminary Type 11124 Prepared by Heritage Surveys, Inc. Page 2 HydroCAD®7.00 sln 000860 © 1986-2003 Applied Microcomputer Systems 1/6/2005 F Subcatchment ES1: EXISTING DRAINAGE AREA Runoff = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year storm event Rainfall=3.00" Area (sf) CN Description 10,013 98 Paved parking & roofs 7,268 36 Woods, Fair, HSG A = 198,563 35 Brush, Fair, HSG A 20,948 49 50-75% Grass cover, Fair, HSG A 236,792 39 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ffUfty __(fUsec) (cfs) T 7.7 50 0.0100 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 14.1 299 0.0050 0.4 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 94 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 88 0.6800 4.1 Shallow Concentrated Flow, _ Woodland Kv= 5.0 fps 25.3 531 Total Subcatchment ES1: EXISTING DRAINAGE AREA Hydrograph 1 p Runoff Type III 24-hr 2 year storm event Rainfall=3.00" Runoff Area=236,792 sf Runoff Volume=0.000 of Runoff Depth=0.00" Flow Length=531' Tc=25.3 min 3 CN=39 0 LL I 0.00 CfS 0 0 1 2 3 4 5 6 7 8 9 1011 12 13 14- 15 16 17 18 19 20 Time (hours) 5201 poplar st agawam preliminary Type 111 24-hr 2 year storm event Rainfall=3.00" Prepared by Heritage Surveys, Inc. Page 3 s HydroCAD®7.00 s/n 000860 O 1986-2003 Applied Microcomputer Systems 1/6/2005 Subcatchment PS1: PROPOSED DRAINAGE AREA Runoff - 0.05 cfs @ 14.88 hrs, Volume= 0.025 af, Depth= 0.05" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 2 year storm event Rainfall=3.00" s Area so CN Description 38,855 98 - Paved parking & roofs T 197 937 39 >75% Grass cover, Good HSG A 236,792 49 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) _ 11.2 50 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 4.4 299 0.0050 1.1 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.0 94 0.0100 1.6 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 88 0.0680 4.2 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 16.9 531 Total Subcatchment PS1: PROPOSED DRAINAGE AREA t Hydrograph 0.06 0.05. cfs ® Runoff 0.055 Type III 24-hr 2 year storm event am Rainfall=3.00" Runoff Area=236,792 sf 0.045 Runoff Volume=0.025 of 0.04 Runoff Depth=0.05" N Flow Length=531' 0.035 Tc=16.9 min 1� 0.03 CN=49 I� 3 0.025 0.02 0.015 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 1112 1314 15 1617 1819 20 Time (hours) 5201 poplar st agawam preliminary Type 11124-hr 2 year storm event Rain fall=3.00" Prepared by Heritage Surveys, Inc. Page 4 H droCAD®7.00 sln 000860 © 1986-2003 Applied Microcomputer Systems 1/6/2005 Pond PDB1: PROPOSED BASIN Inflow Area = 5.436 ac, Inflow Depth = 0.05" for 2 year storm event event Inflow = 0.05 cfs @ 14.88 hrs, Volume= 0.025 of Outflow - 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary - 0.00 cfs @ 0,00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 193.34' @ 20.00 hrs Surf.Area= 3,068 sf Storage= 1,070 cf Plug-Flow detention time= (not calculated) Center-of-Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 193.00' 11,928 cf Custom Stage Data (Conic).isted below Elevation Surf.Area Inc.Store Cum.Store Wet.Area feet s -ft cubic-feet cubic-feet s -ft 193.00 2,817 0 0 2,817 194.00 3,563 3,183 3,183 3,589 195.00 4,365 3,957 7,140 4,422 196.00 5,224 4,788 11,928 5,315 # Routing Invert Outlet Devices _ 1 Primary 195.50' 1.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1,00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=193.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond PDB1: PROPOSED BASIN Hydrograph 0.05. CfS ■ Inflow 0.06 p Primary 0.055 Inflow Area=5.436 ac �, 0.05 Peak Elev=193.34' i 0.045 Storage=1,070 cf % �fi N 0.04 %h, 0.035 3 0.03 0.025 0.02 / 0.015 O 0.00 Cfs 0 0 1 2 3 4 5 6 7 8 9 1011121314151617181920 Time (hours) 5201 poplar st agawam preliminary Type /I/ 24-hr 10 year storm event Rainfall=4.50" . Prepared by Heritage Surreys, Inc. Page 5 HydroCADO 7.00_sln 000860 © 1986-2003 Applied Microcomputer Systems 1/6/2005 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Star-Ind method Subcatchment ES1: EXISTING DRAINAGE AREA Runoff Area=236,792 sf Runoff Depth=0.08" Flow Length=531' Tc=25.3 min CN=39 Runoff=0.08 cfs 0.036 of Subcatchment PS1: PROPOSED DRAINAGE AREA Runoff Area=236,792 sf Runoff Depth=0.39" Flow Length=531' Tc=16.9 min CN=49 Runoff=1.09 cfs 0.175 of Pond PDB1: PROPOSED BASIN Peak Elev=195.10' Storage=7,634 cf Inflow=1.09 cfs 0.175 of Outflow=0.00 cfs 0.000 of Total Runoff Area = 10.872 ac Runoff Volume = 0.212 of Average Runoff Depth = 0.23" 5201 poplar st agawam preliminary Type /Jl 24-hr 10 year storm event Rainfall=4.50" Ptepared by Heritage Surveys, Inc. Page 6 H droCAD®7.00 sln 000860 Q 1986-2003 Applied Microcomputer Systems 1J6J2005 Subcatchment ES1: EXISTING DRAINAGE AREA Runoff = 0.08 cfs @ 15.01 hrs, Volume= 0.036 af, Depth= 0.08" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year storm event Rainfall=4.50" Area (sf) CN Description 10,013 98 Paved parking & roofs 7,268 36 Woods, Fair, HSG A 198,563 35 Brush, Fair, HSG A 20,948 49 50-75% Grass cover, Fair HSG A 236,792 39 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlftt) (ft/sec) - (cfs) 7.7 50 0.0100 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 14.1 299 0.0050 0.4 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 94 0,0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 88 0.6800 4.1 Shallow Concentrated Flow, Woodland Kv= 5.0 f s 25.3 531 Total Subcatchment ES1: EXISTING DRAINAGE AREA Hydrograph .,0.08 ds 0 Runoff 0.08 Type III 24-hr 10 year storm event Rainfall=4.50" .; 0.07 Runoff Area=236,792 sf Runoff Volume=0.036 of / 0.06 Runoff Depth=0.08" y Flow Length=531' 0 05 Tc=25.3 min CH=39 yV'J c 0.04 0 0.03 0.02 0.01 0 � 0 1 2 3 4 5 6 7 8 9 10 1112 1314 15 1617 1819 20 Time (hours) 5201 poplar st agawam preliminary Type III 24-hr 10 year storm event Rainfall=4,50" Prepared by Heritage Surveys, Inc. Page 7 HydroCAM 7.00 sin 000860 9) 1986-2003 Applied Microcomputer Systems 1/6/2005 Subcatchment PS1: PROPOSED DRAINAGE AREA Runoff = 1.09 cfs @ 12.44 hrs, Volume= 0.175 af, Depth= 0.39" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 10 year storm event Rainfall=4.50" Area sf C_N Description 38,855 98 Paved parking & roofs 197,937 39 >75% Grass cover, Good,HSG A 236,792 49 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 11.2 50 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 4.4 299 0.0050 1.1 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.0 94 0.0100 1.6 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 88 0.0680 4.2 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 16.9 531 Total Subcatchment PS1: PROPOSED DRAINAGE AREA Hydrograph 1 .09 CfS Runoff Type Ill 24-hr 10 year storm event 1 Rainfall=4.50" Runoff Area=236,792 sf Runoff Volume=0.175 of Runoff Depth=0.39" Flow Length=531' Tc=16.9 min / o CN=49 0 0 1 2 3 4 5 6 7 8 9 1011 12 13 14 15 16 17 18 19 20 Time (hours) 5201 poplar st agawam preliminary Type III 24-hr 10 year storm event Rainfall=4.50" ,Prepared by Heritage Surveys, Inc. Page 8 HydroCAD®7.00 s/n 000860 © 1986-2003 Applied Microcomputer Systems 1/6/2005 Pond PDB1: PROPOSED BASIN Inflow Area = 5.436 ac, Inflow Depth = 0.39" for 10 year storm event event Inflow = 1.09 cfs @ 12.44 hrs, Volume= 0.175 of Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Primary - 0.00 cfs @ 0.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 195.10' @ 20.00 hrs Surf.Area= 4,454 sf Storage= 7,634 cf Plug-Flow detention time= (not calculated) Center-of-Mass det. time= (not calculated) # Invert Avail.Storage Storage Description 1 193.00' 11,928 cf Custom Stage Data (Conic)Listed below Elevation Surf.Area Inc.Store Cum.Store Wet.Area feet s -ft cubic-feet cubic-feet s -ft 193.00 2,817 0 0 2,817 194.00 3,563 3,183 3,183 3,589 195.00 4,365 3,957 7,140 4,422 196.00 5,224 4,788 11,928 5,315 # Routing Invert Outlet Devices 1 Primary 195.50' 1.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=193.00' (Free Discharge) L1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) Pond PDB1: PROPOSED BASIN Hydrograph 1 .09 cfs ■ Inflow Inflow Area=5.436 ac ® Primary 1 Peak Elev=195.10' Stora9 a=7 634 cf. o 0.00 CfS 0 0 1 2 3 4 5 6 7 8 9 10 111213 14 1516 17 18 1920 Time (hours) 5201 poplar st agawam preliminary Type 11124-hr 100 year storm event Ralnfafl=6.50" Prepared by Heritage Surveys, Inc. Page 9 • 'Hyd'roCAD®7.00 sln 000860 OO 1986-2003 Applied Microcomputer Systems 1/6/2005 Time span=0.00-20.00 hrs, dt=0.05 hrs, 401 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind*Trans method - Pond routing by Star-Ind method Subcatchment ES1: EXISTING DRAINAGE AREA Runoff Area=236,792 sf Runoff Depth=0.50" Flow Length=531' Tc=25.3 min CN=39 Runoff=1.19 cfs 0.227 of Subcatchment PS1: PROPOSED DRAINAGE AREA Runoff Area=236,792 sf Runoff Depth=1.17" Flow Length=5311' Tc=16.9 min CN=49 Runoff=4.84 cfs 0.529 of Pond PDB1: PROPOSED BASIN Peak Elev=195.93' Storage=11,571 cf Inflow=4.84 cfs 0.529 of Outflow=0.82 cfs 0.288 of Total Runoff Area = 10.872 ac Runoff Volume = 0.756 at Average Runoff Depth 0.83" 5201 poplar st agawam preliminary Type 111 24-hr 100 year storm event Rainfall=6.50" Prepared by Heritage Surveys, Inc. Page 10 'Oy&oCAD®7.00 sln 000860 © 1986-2003 Applied Microcomputer Systems 1/6/2005 Subcatchment ES1: EXISTING DRAINAGE AREA Runoff 1.19 cfs @ 12.58 hrs, Volume= 0.227 af, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year storm event Rainfall=6.50" Area (sf) CN Description _ 10,013 98 Paved parking & roofs 7,268 36 Woods, Fair, HSG A 198,563 35 Brush, Fair, HSG A 20,948 49 50-75% Grass cover, Fair HSG A 236,792 39 Weighted Average Tc Length Slope Velocity Capacity Description - (min)_ (feet) (ft/ft) (ft/sec) (cfs) 7.7 50 0.0100 0.1 Sheet Flow, Grass: Short n= 0.150 P2= 3.00" 14.1 299 0.0050 0.4 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 3.1 94 0.0100 0.5 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 0.4 88 0.6800 4.1 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 25.3 531 Total Subcatchment ES1: EXISTING DRAINAGE AREA Hydrograph 1 :19 cfs ' ® Runoff Type III 24•hr 100 year storm event Rainfall=6.50" Runoff Area=236,792 sf 1 Runoff Volume=0.227 of Runoff Depth=0.50" y Flow Length=531' 0 Tc=25.3 min C N=39 3 0 ai s f. 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 5201 poplar st agawam preliminary Type III 24-hr 100 year storm event Rainfall=6.50" Prepared by Heritage Surveys, Inc. Page 11 f I'ydfoCAD®7.00 s/n 000860 © 1986-2003 Applied Microcomputer Systems 1/6/2005 Subcatchment PS1: PROPOSED DRAINAGE AREA Runoff = 4.84 cfs @ 12.28 hrs, Volume= 0.529 at, Depth= 1.17" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Type III 24-hr 100 year storm event Rainfall=6.50" Area (so CN Description _ 38,855 98 Paved parking & roofs _ 197,937 39 >75% Grass cover, Good, HSG A 236,792 49 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ftlft) (ftlsec) (cfs) 11.2 50 0.0100 0.1 Sheet Flow, Grass: Dense n= 0.240 P2= 3.00" 4.4 299 0.0050 1.1 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.0 94 0.0100 1.6 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.3 88 0.0680 4.2 Shallow Concentrated Flaw, _ Unpaved Kv= 16.1 fps 16.9 531 Total Subcatchment PSI: PROPOSED DRAINAGE AREA Hydrograph 4.84 cfs . © Runoff 5 Type III 24-hr 100 year storm event ' Rainfall=6.50" Runoff Area=236,792 sf 4 Runoff Volume=0.529 of Runoff Depth=1.17" H Flow Length=531' 3 Tc=16.9 min CN=49 O LL 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 5201 poplar st agawam preliminary Type 11124-hr 100 year storm event Rainfa&6.50" Prepared by Heritage Surveys, Inc. Page 12 " 14Yd1bCAD®7.00 sln 000860 O 1986-2003 Applied Microcomputer Systems 1/6/2005 Pond PDB1: PROPOSED BASIN Inflow Area = 5.436 ac, Inflow Depth = 1.17" for 100 year storm event event Inflow - 4.84 cfs @ 12.28 hrs, Volume= 0.529 of Outflow = 0.82 cfs @ 13.94 hrs, Volume= 0.288 af, Atten= 83%, Lag= 99.4 min Primary = 0.82 cfs @ 13.94 hrs, Volume= 0.288 of Routing by Stor-End method, Time Span= 0.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 195.93' @ 13.94 hrs Surf.Area= 5,160 sf Storage= 11,571 cf Plug-Flow detention time= 194.8 min calculated for 0.288 of(54% of inflow) Center-of-Mass det. time= 101.5 min ( 948.7 - 847.2 ) # Invert Avail.Storage Storage Description_ _ 1 193.00' 11,928 cf Custom Stage Data (Conic�isted below Elevation Surf.Area Inc.Store Cum.Store Wet.Area __(feet) (sq-ft) (cubic-feet) (cubic-feet) (sg-ft) 193.00 2,817 0 - 0 2,817 194.00 3,563 3,183 3,183 3,589 195.00 4,365 3,957 7,140 4,422 196.00 5,224 4,788 11,928 5,315 # Routing Invert Outlet Devices 1 Primary 195.50' 1.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.82 cfs @ 13.94 hrs HW=195.93' (Free Discharge) L1=Broad-Crested Rectangular Weir (Weir Controls 0.82 cfs @ 1.9 fps) Pond PDB1: PROPOSED BASIN Hydrograph 14.84 cfs ■ Inflow 5 Inflow Area=5.436 ac A ® Primary Peak Elev=195.93' �W 4 Storage=11,571 cf $A w 3 00A 3 o 2 1 0.82 cfs 0 01 2 345 6 7891011121314151617181920 Time (hours) MACCALLUM SHIRLEY MACCALLUM & 187 Q��`' / Jr/ SHIRLEY M. MA GE 249 ROSEMARIE GALLOWAY BOOK 12856, PAGE 424 / BOOK 6365, PA PAGES 4 & 5 S 4 & 5 /s/ z� Ate/ LAN BOOK 222, PA 424 PLAN BOOK 222, PAGE 4e. �/ / w / EE ALSO BOOK 12856, PAGE �. 57 E r se��sLc�tiw s� / / % 496.42 y 187.fi7 '24'18" E--- LOCUS � '� / i HOUSE $1 5 7 / r / /�' / _ 115.75 o DEPALMA ST. / r .'�� / // 90.04' PHIL ST. ^ . `' MEMORIAL DR. !/ ! f I \ / PARCEL B -- -- � LOT 2 3 ••• • r � f �� GARDEN AREA _ �S' , , , r/� �„ — you ED •. } r r �o AREA _ _- AREA i r ,/ o-z 20, 687f s. f. LOT - a SEE PLAN ANR DAp y� N / . ,� 9 120,21 fi �`s. f: 23,095 s. f. �m REVISED RED y SHOEMAKER / / / / W~�; THIS OFFICE 28�D4 PREPARED BY & I AREA ; W N ` I o 57 ` , 20, 058f s. f. 87 CV VICINITY MAP / / �/� N ::. PROPOSED.:.:.:.•• :.:.' 1 :n `` 'I NO SCALE // FOUNDATION :' ::HOUSE ._ 0 742 l i fy Wrl ' _ 7 Co .. .. / / h r l R_30 3. B tiaN� A. � � �. �_ _ � �27.9 �� 2� �� 6 7 � $ Wes- _ �''� SHIRLEY MACCALLUM & `_ / � L / / � /' ` . �` — ,� ' -- ° ' �,W��- � 1 �S ,I ROSEMARIE GALLOWAY �� / / r.�2s, R- 15.00� \ -- --- cp %X \ HAMPDEN COUNTY / /' 1 ,'' -~ �--- PROBATE NO. 87PO774—El L=31.42 r � �t-41, .0e \ 146.45 I N — ' - r��G. 2p2 h9 G�i / ,\cL �� Q �a '{^~ 2 •00 1 Rp�ND _ — `c� N 11NDE�G { Q�yX'� / Q �o / 'h N ,_7 PROPosED WALK 63. 14 R 62.83' 4SD 20 Q �, p0 / / �, % �+ dry' 3 38 19 �y Lr ems- zoo. z.9p oP� o' / 203.28 -- -�- ' P� 209.s9 -- ' -� . . f ' _ p h ' � 0 2oz.20 f+OO ` ROPOSED'WATER MAIN 5+00 WEsfr 20 �M1 �V Q / 1/ / S ` � � LANE 203.48 ZtOo ' • ("?OPOSED 73'38'19" zso.ao/ / 2o,.s3 R-�25:00 �oJ7o �.� •21 �.� r d, ti� � -` / - $ h 1 ';/�2 / : - 55.73 73'3 9" E—� ^` — ROPoseo cAs ►�Arry — N S 105.56 N ` �iti j� BF21 -.. _ / cr I ROPOSED WALK T.B.M. = MOST WESTERLY / / �/� '� j `2Ss ~f �'' 1 , 255 �' — --- — _ 'r 0, �ti r ,, BF19 BOLT ON TOP FLANGE OF /� �v 35.0 .77 7— ' 0 I ti - I `• HYDRANT / /04� / �� / '� R_15.o _ ! z r R=250.00 R=30 LOT 4 �' , � ` /I %rl o• ELEVATION = 204.55 / rj `ti L=15.7 65.04 _ _ 8,54 L-2 TOWN OF AGAWAM DATUM �o� �� / �� ' L 7 I AREA /' =` I' • cyv ( 32, 182 l I ,I = 496• DRAIN MANHOLE / / �a y // rti 1 — I BE - / , o -�_ . BUILDING WINDOW--,1 INDOW • PAVED OVER / -__ � � • � ' �� fez--' _ _, -�— (TYPICAL) I :. SE ��! r� 5• 4I1. In REMOVED ,/ i -' i / r JJ , r • slr, 1Lj / - III �\ EXISTING `I , , tt W - /' /J / / , r r /� sir, N `- - F' - B 22 r , / . . . . .. .. .. .. .. .. .. .. .. .. .. .. . r / GARAGE . .. . . rf N a , /' i rf I EXISTING (PORTION TO F I GARAGE N tiI r �► I '~N O I / , / V I( r ; / + PROPOSED / / r r r J r HOUSE REMAIN) I HOUSE.. ..'.'.�.-.�.'.'.'.'.'.'.'.'.' _ -r• -- . . . .. ..e........, I\ N . .PROPOSED....... .. .. . . . . t}- ( � / i I r / / r BF25 V' tic�i 1'.'.'.'... .. .... .. .... . . . .. . .. .. �� O , ..... . ... . O� .\�j — . . — � I I r`/ ; ,flr, / ! FINISHED FLOOR tJ I :HOUSE..'... . ..'-'. . .- I - / / / Q ExISTIN . . . •- � 'SROPOSED.v. v.*. .. .. . � � �= O r ,,-' /� J Ir � � , � fir,ELEV. 2as.sa G { i-� GARAGE HOUSE: ... .'. .. .. .'. ... ...'........... . .' ,/ / �� rr�IT ez; �J90 (PORTION TO BE REMOVED ls.l I... ..... .. .. . Z Z i r ' r/ I r .r i , .s....... . .. ..'. '.'... .. .. . .�' ,�.� x N 4 ' . .. .. .. . f 1 IIPROP, ,�. Y I I / / /Q p I BF24 7 O [� LOT 7 , LOT 5 ,I DETENTION EBASIN �g �' �� 5� I ,� • O I I r 'DRAINAGE O , O �;� // , 00 AREA _ I I LOT I AREA — r , WITH ' �� , > I� �r � '�, ►- o BIT. CONC. DRIVEWAY a0 O EA cz / r ;vXREA I , Bo.D' EASSEMEM i' ;' ;r ; . PROPOSED x,v I I I I `I "I' cn DRAINAGE aE4SEMEIVT mPARCEL 21 , 727t s. f. I1 22, 150f s. f. I 4 / , , , 1 -,. AREA=9,748 s.f.f —a CIRRI z I 21 , $48± s• f. I ,� I - .N '� / L^ . �.I --, - � � . �.. J 1 � ,_ ,� � (SEE NOTE #2} / to I 20 728f . f• I ___--- _ _- ,\_ ` _?95 L�r _ - 130.92' ' 162.42r` -------- -� -_� -, - 525.00' ' 142.81 _ _ _ _ 8Q'42 4 -{ r —�-0�� --"_ `r— p_ --�-� R�� STOCKADE FENCE ~i—�—o1 N M_ - 1 / SHED • , b y s CHAIN LINK FENCE ' SHED \ `1 N 78 12 48 W 750.89 - SEDIMEN TA TION BARRIER / s / CHRISTINE J. JESERSKI ` RALPH JR. & MARY MCEWAN 05 BOOK 9651, PAGE 72 FRANCES C. AMARAL ANNA M. TOOMEY VLADISLAV D. & FREDERICK T. CASIELLO MICHAEL J. MENDRALA c4c BRUCE & ELAINE LATHROP BOOK 3764, PAGE 344 BOOK 2812, PAGE 181 BOOK 3936, PAGE 24 ANNA A. KULMIZEVA BOOK 3767, PAGE 501 AMY L. CALABRESE BOOK 6614, PAGE 412 PLAN BOOK 140= PAGE 1 14 PLAN BOOK 48, PAGE 64 PLAN BOOK 48, PAGE 64 BOOK 11192, PAGE 80 PLAN BOOK 48j PAGE 64 BOOK 8869, PAGE 226 PLAN BOOK 48, PAGE 64 � PLAN BOOK 48, PAGE 64 PLAN BOOK 48, PAGE 64 SHEET 1 OF 1 EGEND �� IRON PIPE FOUND 0 PRELIMINARY SUBDIVISION PLAN / IRON PIPE TO BE SET • / IRON BAR FOUND O• BOUND FOUND o GEORGE A. GIROUX ESTATES BOUND TO BE SET AGAWAM, M ASSACH U SETTS , hq 1 CONTOUR INTERVAL __-______Z04----_-_-- ,,��.�1,,: - LAND USE DATA 5' CONTOUR INTERVAL — — — — —205— _ _ _ _ PREPARED FOR �,y 10 d OVERHEAD UTILITIES — — POPLAR STREET DEVELOPMENT, LLC P.O. BOX 835 ;. q>�43k 4¢ ZONING DISTRICT: AGRICULTURAL uTlLmr POLE 60 MAIN STREET —NOTES: SANITARY SEWER/MANHOLE ------ ---__--- BLANDFORD, MASSACHUSETTS 01008-0835 MINIMUM DIMENSIONAL REQUIREMENTS: PROPOSED SANITARY SEWER/MANHOLE 1.) FOR REFERENCE TO ENCLOSED PERIMETER, SEE BOOK 14344, PAGE 344. HORIZONTAL SCALE: 1 " = 30' LOT AREA.......................................... 20,000 s.f. STORM DRAIN/MANHOLE/CATCH BASIN — — — -- p� — — a' 10' 20' 30' 45' 6o' so' LOT WIDTH................................................ 120 ft. PROPOSED'STORM DRAIN/MANHOLE/ ----_��-- 2.) PROPOSED DRAINAGE EASEMENT FOR THE BENEFIT OF POPLAR HERITAGE SURVEYS INC. O F A 1�OF MA H rtil FRONT YARD SETBACK...............................3 CATCH BASIN 5 ft. DEVELOPMENT, LLC. 9 a y SIDE YARD SETBACK. WETLAND DELINEATION FLAG ► ADD REGISTERED PROFESSIONAL LAND SURVEYORS I RIC"ARD BRUCE cG 15 ft. = ti REAR YARD SETBACK.................................20 ft. PROPOSED SPOT GRADE 2aXso 3.) UNDERGROUND UTILITY LOCATIONS SHOWN HEREON ARE BASED UPON PLAN DATE: JANUARY 7, 2005 COLLEGE HIGHWAY & CLARK STREET � P. COOMBS � WEISSE TOTAL LOT AREA (7 LOTS) 3.698 ACRES HYDRANT SURFACE FEATURES AS LOCATED BY SURVEY AND AVAILABLE RECORD POST OFFICE BOX 1 ND.962S No.27814 REVISIONS Q �o'�F PROPOSED HYDRANT � DATA, AND ARE APPROXIMATE. ACTUAL LOCATIONS SHOULD BE VERIFIED SOUTHAMPTON, MASSACHUSETTS '�oF��s-r��`� �s,��s-r��e: ROAD AREA (713.61 ft. OF BASELINE) 0.787 ACRES �SSIIs-r °R.`L La�nr WATER GATE o WITH THE APPROPRIATE UTILITY COMPANY AND/OR MUNICIPAL DEPART— DATE COMMENTS (413) 527-3600 NA TOTAL LAND AREA 4.485 ACRES PROPOSED WATER GATE o MENT PRIOR TO FINAL DESIGN AND/OR CONSTRUCTION. m � EXISTING TREE LINE roe 5201 -030911 DWG # 5201 LU01 IMAP # 5201 -050107 Smooth Feed SheetsTM i Use template for 51620 ROMAN CATHOLIC BISHOP ROMAN CATHOLIC BISHOP 76 ELLIOT STREET j I ! 76 ELLIOT STREET SPRINGFIELD, MA 01101 1 SPRINGFIELD, MA 01101 ! i I 1 RAMPONI ALICE D L.TEN. 1 BAVA BETTY L L/T 105 POPLAR ST 115 POPLAR ST FEEDING HILLS, MA 01030-2536 I FEEDING HILLS, MA 01030-2536 1 I rROSE JOHN R I ROSE JOHN R 139 POPLAR ST 1 139 POPLAR STREET j FEEDING HILLS, MA 01030-2536 I FEEDING HILLS, MA 01030-2536 I , I I II I 11 1 MACCALLUM SHIRLEY M I BURKE HARRIET M ROUTE 44 PO BOX 234 749 MILL ST E CANAAN, CT 06024 FEEDING HILLS, MA 01030-2208 i VVV I \ 1�MACCALLUM SHIRLEY I RICHTER NANCY JO ROUTE 44 PO BOX 234 I 1 988 RUSSELL AVE EAST CANAAN, CT 06024-0234 1 SUFFIELD, CT 06078 I I II I I II rVOTZAKIS JAMES �DUFFUS GORDON J III 771 MILL STREET I 218 POPLAR ST FEEDING HILLS, MA 01030-2208 I FEEDING HILLS, MA 01030-2544 I � I i l I _ I WOYSHNIS GERTRUDE S L/T I SHEPARD KATHLEEN S 198 POPLAR ST I 184 POPLAR ST i FEEDING HILLS, MA 01030-2531 I FEEDING HILLS, MA 01030 i I I I 1 1 �r � AVERYO Address Labels Laser 5162® r Smooth Feed SheetsT'" i ! Use template,for 51620 BOSSIG JOHN L YANKEE DONALD E 236 POPLAR ST 225 POPLAR ST FEEDING HILLS, MA 01030-2544 I FEEDING HILLS, MA 01030-2535 I I II I MACKAY SHAVONE L i MCMULLIN KIMBERLY F 52 DEPALMA STREET I 44 DEPALMA ST FEEDING HILLS, MA 01030-2502 i I FEEDING HILLS, MA 01030-2502 I ' I I f f I SOHAY RAYMOND T VUMBACO,JOSEPH M LIT 38 DEPALMA STREET I 30 DEPALMA ST FEEDING HILLS, MA 01030-2502 FEEDING HILLS, MA 01030-2502 I � I I r MARUSZCZAK DANIEL J 1 1 rBOGUE ARTHUR H 26 DEPALMA ST I i 20 DEPALMA STREET FEEDING HILLS, MA 01030-2502 ! i FEEDING HILLS, MA 01030-2502 I � I fl KOZAK ANTHONY I I � SMITH MARY C LIT 12 DEPALMA STREET 1215 POPLAR ST ! FEEDING HILLS, MA 01030-2502 I FEEDING HILLS, MA 01030-2535 � II rFUSICK GARY M I BOSINI JOHN J, 17 MEMORIAL DR i 23 MEMORIAL DR FEEDING HILLS, MA 01030-2509 I FEEDING HILLS, MA 01030-2509 I I I I ' I 1 rMCLAUGHLIN JAMES G I �ROSNER KATHLEEN M 29 MEMORIAL DR 11 35 MEMORIAL DR FEEDING HILLS, MA 01030-2509 i I FEEDING HILLS, MA 01030-2509 1 I � G� AVERY® Address Labels i Laser 51620 Smooth Feed SheetsTM i Use template for 516219 I I WUCHERT ROBERT L+ I I KUPIEC DANIEL J PO BOX 329 1 49 MEMORIAL DR AGAWAM, MA 01001 1 FEEDING HILLS, MA 01030-2509 { I i kl BERARD ALFRED P 1 { PEPPER ROSE M LIT i 55 MEMORIAL DR I fit MEMORIAL DR FEEDING HILLS, MA 01030-2509 I FEEDING HILLS, MA 01030-2509 I I I it I I I I � � I �GIROUX ELEANOR M, I LATHROP BRUCE 60 MAIN STREET 165 DEPALMA ST BLANDFORD, MA 01008 I I FEEDING HILLS, MA 01030-2501 I I I If I - / MCEWAN RALPH JR I BORCEA STEFAN 71 DEPAAMA ST I 72 DEPALMA ST FEEDING HILLS, MA 01030-2501 I FEEDING HILLS, MA 01030-2540 i 1 � I I I SULLIVAN DANIEL L 1 LIARD GEORGE T 18 PHIL ST 1 I 10 PHIL ST FEEDING HILLS, MA 01030-2516 i 1 FEEDINGHILLS, MA 01030-2516 II ' I I II CAPPUCCIO ROBERT E I MORIN RICHARD P 73 MEMORIAL DR 83 MEMORIAL DR FEEDING HILLS, MA 01030-2539 I FEEDING HILLS, MA 01030-2539 � I " I rFERRARI JOSEPH J 1 I �5 MEMORIAL KIERKLA PARK5 MEMORIAL PARK FEEDING HILLS, MA 01030-2511 I 1 FEEDING HILLS, MA 01030-2511 h iI { , I i l AVERY® Address Labels ' i Laser 51620D MCEWAN RALPH F JR LUCIA JOSEPH, 71 DEPALMA ST 189 POPLAR ST FEEDING HILLS, MA 01030 FEEDING HILLS, MA 01030-2536 JESERSKI CHRISTINE J GEMME RICHARD B 199 POPLAR ST 207 POPLAR ST FEEDING HILLS, MA 01030-2536 FEEDING HILLS, MA 01030-2536 AMARAL,FRANCES C TOOMEY ANNA M 27 DEPALMA STREET 35 DEPALMA ST FEEDING HILLS, MA 01030-2501 FEEDING HILLS, MA 01030-2501 KULMIZEV VLADISLAV D CASIELLO FREDERICK T 43 DEPALMA STREET 49 DEPALMA ST FEEDING HILLS, MA 01030 FEEDING HILLS, MA 01030-2501 MENDRALA MICHAEL J 59 DEPALMA ST FEEDING HILLS, MA 01030-2501