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8810_DEFINITIVE PLAN - DAMATO WAY - ROWLEY ST.
h N i � vl-el be �, , , - -P I �Z�l b , Am ajo w a, TOWN OF AGAWAM GRANT OF STORM DRAINAGE EASEMENT KNOW ALL MEN BY THESE PRESENTS that ROWLEY STREET DEVELOPMENT TRUST, for consideration paid and in consideration of ONE DOLLAR AND 00/100 ($1.00), grants to the TOWN OF AGAWAM, a municipal corporation located in the County of Hampden with its principal office at 36 Main Street, in said Agawam, Massachusetts, the following described easement for public purposes in Agawam, Hampden County, Massachusetts, to wit: BEING an easement for the purposes of constructing, repairing and maintaining a permanent storm drainage easement necessary for public convenience and health over parcels herein described, said easement and right of way over said parcels to be an easement together with the right to enter with men, equipment, machinery and material to construct drainage facilities, landscape, alter grades and slopes, to repair, maintain, and improve said storm drainage facilities, including the right to trim, and remove any and all trees and shrubbery located on the land within said easements, and do any and all other things reasonably necessary for construction and maintenance of said storm drainage easement. SAID storm drainage easement is shown on Lots 4, 5 and 6 on a plan entitled "Definitive Subdivision Plan D'Amato Way — Easterly of Rowley Street Agawam, MA for Rowley Street Development Trust — Owner" dated >October 5, 2016, which plan is ;recorded in Hampden County Registry of Deeds, Boole of Plans , Page . The description of the land over which the said storm drainage easement is granted is more particularly bounded and described as follows: Beginning at a concrete bound to be set in the southerly sideline of D'Amato Way, said concrete bound being ninety-eight and 04/100 (98.04) feet east of the northwest corner of Lot 6 as shown on the above -referenced Definitive Subdivision Plan ("Plan"), then S 30' 48' 53" E a distance of one hundred sixty-three and 96/100 (163.96) feet to a point in the southerly line of said Lot 6; thence N 80' 09'20"E a distance of three hundred twenty-four and 94/100 (324.94) feet to a point in the southerly sideline of Lot 4 of said Plan; thence N 09' 50' 40" W a distance of eighty and 00/100 (80.00) feet to a point; thence S 80' 09' 20" W a distance of one hundred sixty and 00/100 (160.00) feet to a point in the easterly sideline of Lot 5 of said Plan; thence S 09' 50' 40" E running along said sideline a distance of sixty and 00/100 (60.00) feet to a point; thence S 80' 09' 20" W a distance of one hundred fifty- one and I S/ 100 (15 L I S) feet to a point in the westerly sideline of Lot 5 of said Plan; thence N 30°48' 53"W running along said sideline a distance of one hundred forty-six and 77/100 (146.77) feet to an iron pin to be set in the southerly sideline of D'Amato Way; thence 0 0 Westerly along the southerly line of D'Amato Way by a curve to the right having a radius of sixty and 001100 (60.00) feet an arc distance of twenty-one and 96i 100 (21.96) feet in said sideline to the concrete bound at the beginning. EXECUTED as a sealed instrument this 9l day of J-v ne-, 2017. ROWLEY STREET' DEVELO E T T 1 - - ---- (Witness) by: W11111WI P. DAnlato, 'Trustee of fne Rowley Street Development Trust COMMONWEATLH OF MASSACHUSETTSCa5-*&wo76,, Mess Sid, , 2017 On this day of Vt-yge - , 2017, before me, the undersigned notary public, personally appeared William P. D'Amato, in his capacity as Trustee of the Rowley Street Develo ;rent `Trust, proved to me.through satisfactory evidence of identification, which was _ pe�S.; Kyato ° - , to be the person whose name is signed on the preceding or attached document. and acknowledged to me that he signed it voluntarily for its stated purpose. Notary Pubiic My commission expires: V u 64�Y0 a_ IN WITNESS WHEREOF, the Planning Board of the Town of Agawam has accepted the rights conveyed hereby and has signed and acknowledged this instrument and shall cause it to be recorded with the Hampden County R stry of Deeds on behalf of the Town of Agawam, Massachusetts this day of ) v y-,e t -7 TOWN OF AGAWAM LANNING BOARD) B i COMMONWEALTH OF MASSACHUSETTS Hampden, ss. 20 On this Zv" day of SVO-C , 2 0 , before me, the undersigned Notary Public, personally appeared iA 1 je(1 J(]G6, WjQSand proved to me through satisfactory evidence of identification, which wa driver's license, or * to&r Q to be the person whose name is signed the preceding or attached document and ackno dged to me that he/she fined it volun for its stated purposes. NOWY PubAc Notary Public sw O "sxc► EM my'Qoaw"on Evir" D90~3, 2ms My Commission expires: APPROVED AS TO FORM: DATE: 04/44 li 7 /'�ryo��r �./. ��d � ✓cam..<�S C JEFFREY R. LINOEQUIST Town of Agawam 36 Main Street Agawam, MA 01001 MICHAEL D. PARKER ATTORNEY AND COUNSELOR ONE MONARCH PLACE,: SUITE 2220' SPRINGFIELD, MASSACHUSETTS 01144 June 14, 2017 Attention: Pamela Kerr Planning & Community Development RE: ROWLEY STREET DEVELOPMENT TRUST D'Amato Way and Rowley Street, Agawam, MA Dear Pam: TELEPHONE (413) 736-4101 TELECOPIER (413) 736-4582 As requested, enclosed is the original, signed Grant of Storm, Drainage Easement with respect to the above -referenced matter. Please note that the first page of the Easement will need to be completed with the book and page numbers after the Definitive Subdivision Plan has been recorded with the Hampden County Registry of Deeds. Of course, if there are any questions or you feel we have overlooked something, please do not hesitate to call. Sincerely, Michael D. Parker MDP/edp Enclosures COVENANT The undersigned, Michael D. Parker, Trustee, Rowley Street Development Trust, hereinafter called the "Covenantor", having submitted to the Planning Board of the Town of Agawam a definitive plan of a subdivision entitled "D'Amato Way" and particularly lots 1 thru S does hereby covenant and agree with said Planning Board and the successors in office of said Board, pursuant to General Laws (Terr.Ed) C. 41, Section 8IU, as amended that: 1. The Covenantor is the owner of record of the premises shown on said plan. 2. This Covenant shall run with the land and be binding upon the executors,administrators, heirs and assigns of the Covenantor, and their successors in title to the premises on said plan. 3. The construction of ways and the installation of municipal services shall be provided to serve any lots in accordance with the applicable rules and regulations of said board before such lot may be built upon or conveyed, other than by mortgage deed, provided that'a mortgagee who acquires title to the mortgaged premises by foreclosure, or otherwise, and any such lot subject only to the portion of this Covenant which provides that no lot so sold shall be built upon until such ways and services have been provided to serve such lot provided however, that prior to release of a lot or lots to be built upon or conveyed, the Board may require a deposit of money sufficient in the opinion of the Board to secure final completion of ways and services required for the lots in the subdivision, as shown on said definitive plans. 4. Nothing herein shall be deemed to prohibit a conveyance subject to this covenant by a single deed of the entire parcel of land shown on the subdivision plan of all Iots not previously released by the Planning Board, without first providing such ways and services. 5. This Covenant shall take effect upon approval of said plans. 6. Reference to this covenant shall be entered upon said plans and this Covenant shall be recorded when said plan is recorded. EXECUTED AS A SEALED INSTRUMENT THIS ka 7 to ROWLEY STREETDEVELOPMENT TRUST B / a Michael D. Parker, Trustee, COMMONWEALTH OF MASSACHUSETTS Hampden, ss On this 19th day ofMaY ,.2017 , before me, the undersigned notary public,,. personally appeared Michael D. Parker , proved to me through satisfactory evidence of identification to be the person whose name is signed on the precediior attached doe ent, ac owledged to me that he/she signed it voluntarily for its stated ose. rx+ �rr 08-14-2020 -v Notary Public My Commission Expires C_ Ellen D. Prey -* r� PERFORMANCE AGREEMENT D'AMATO WAY LOTS I THRU 8 INCLUSIVE' THIS AGREEMENT; made by and between Rowley Street Development Trust, a trust, Michael D. Parker, Trustee and MichaelD. Parker, an individual, hereinafter called the DEVELOPER, having a usual place of business at One Monarch Place, Suite 2220, Springfield, Massachusetts and the Town of Agawam, Massachusetts, a municipal corporation having a usual place of business at 36 Main Street, Agawam, Massachusetts 01001,<acting through its Planning Board, hereinafter called the TOWN; witnesseth:- WHEREAS, the DEVELOPER desires to carry out the development of lots 1 thru 8 inclusive as shown on a set of definitive plans recorded in the Hampden County Registry of Deeds as indicated below: entitled: DEFINITIVE SUBDIVISION PLAN D'AMATO WAY EASTERLY SIDE OF ROWLEY STREET AGAWAM, MA FOR: ROWLEY STREET DEVELOPMENT TRUST - OWNER GARY WEINER, P.E:- DATE: OCTOBER 5, 2016, REVISED 3-6-17 HCRD BOOK PAGE AND WHEREAS,, on November 3, 2016, the PLANNING BOARD of the TOWN endorsed plans DEFINITIVE SUBDIVISION PLAN D'AMATO WAY EASTERLY SIDE OF ROWLEY STREET AGAWAM, MASSACHUSETTS DATE: OCTOBER;5, 2016, REVISED 3-6=17 NOW, THEREFORE, in consideration of the approval of the definitive Plans by said TOWN, providing for the construction of ways, clearing, grading and installation of municipal services to the above mentioned lots; the DEVELOPER hereby agrees to perform the required improvements in accordance with the "Rules and Regulations of the Planning Board as it Refers to SubdivisionControl", as amended, and to construct the following items of work in a manner satisfactory to the TOWN: CONSTRUCTION STANDARDS AND REQUIRED IMPROVEMENTS: Section V of"Rules and Regulations of the Planning Board as it Refers to Subdivision Control", amended March 7 '1974, is hereby supplemented by the; following descriptions, modifications, additions and deletions. These Construction Standards and Required Improvements shall prevail over those published in Section V and the Definitive Plans only where there is a discrepancy, and where the Town Engineer determines that these Construction Standards are more stringent. Wherever the term "Massachusetts Standard Specifications" is used it shall refer; to "The Commonwealth of Massachusetts Department of Public Works Standard Specification for Highways -and 'Bridges",;1973 ed., including the latest Supplemental Specifications. The term "Town Engineer" shall mean the Agawam Town Engineer, acting directly or through ;an;authorized representative, such representative acting within the scope of the particular' duties entrusted to him. The DEVELOPER` shall notify the TOWN through its Department of Public Works in writing at least forty-eight (48) hours in advance of the time when he plans to begin work on any of the improvements required by this Agreement. Failure on the part of the DEVELOPER to provide such notification shall be cause for the TOWN to require the ;DEVELOPER "to excavate and construct the improvements as necessary in order to insure that the work has been done in a satisfactory manner. A. Street and Roadway: The entire area within the street layout shall be cleared of all stumps, brush, roots,, boulders, debris and all trees not intended for preservation. All loam, clay, peat and other unsuitable material encountered within the layout shall be excavated and replaced with granular material conforming to Massachusetts Standard Specifications M1.01.0 to a depth of 4 feet below the subgrade. Install subdrains where the seasonal high groundwater elevation is within 4 feet of the proposed roadway surface. Subdrain sizes and locations shall be subject to the approval of the Town Engineer and shall be installed wherever necessary in the opinion of the Town Engineer. Subdrains shall conform to Massachusetts Construction Standards 209.1.1. All rock encountered within the street layout shall be excavated and replaced with granular material conforming to Massachusetts Standard Specifications MI. 0 1.0 to such a depth of 4 feet below the subgrade. Before placing any subbase or base materials, the entire subgrade area shall be fine graded and compacted to not less than90 percent of maximum dry density as determined byAASTHO Test DesignationT99 Compaction Test Method C. Special Borrow for subbase shall conform to Massachusetts Standard Specifications M2.01.1. Subbase and base courses shall be fine graded and compacted to not less than 95 percent of maximum dry density in accordance with Section 401 and Section 405 of the Massachusetts Standard Specifications. The DEVELOPER shall be responsible for reimbursing the: TOWN for the cost of all soils testing. The roadway surface shall be Class l Bituminous Concrete Type I-1 applied in Two (2) courses in accordance with Section 460 of the Massachusetts Standard Specifications. The top course shall not be applied until one (1) winter season has passed since the completion of all underground work within the subgrade area. Only the roadway designs or alternatives shown on the Definitive Plans shall be, constructed. Bituminous concrete curb conforming to Massachusetts Construction Standard 106.2.0„Type 2 shall be ;installed on both sides of the roadway. Granite curbing shall be installed along the are of the curve at "intersections. Type SA edging shall be used on Places and Lanes, and Type VA vertical curb shall be used: on Sub -Collectors -and Collectors, unless otherwise directed by the Town Engineer. B. Sanitary Sewers: Submit an "Application for Permit for Extension of:,Sewerage System" to the Superintendent of Public Works for his recommendation to the Director of the Massachusetts Division of Water; Pollution Control. After receipt of Sewerage Extension Permit, pay all fees and deposits, and apply for a connection to the public sewer. Install asbestos -cement, PVC or approved equal sewer pipe and fittings conforming to Massachusetts Standard 'Specifications M5.02.7,rof the size, class and at the lines and grades shown on the Definitive Plans. The minimum design flexure strength of asbestos -cement sewer pipe shall be class 2400 for sizes 4;and 6 inch diameters -and _class 3300 for sizes 8 through 12 inch diameter. The minimum PVC sewer pipe class shall be SDR 35, however, special bedding will be required. Building sewer connections shall be at least 4 inch diameter laid at l l8 inch per foot pitch minimum, and shall be separated from the water services by at least 10 feet horizontally. Building sewer connections; shall not be made directly into manholes. Long sweep elbows shall be used for all bends 11 1/2 degrees or greater. A cleanout shall be installed no further than 20 feet upstream of any45 degree or 90 degree bend. No foundation drains or roof leaders shall be connected to the sanitary sewers. Bedding shall conform to Subsection 230.61, and backfilling shall meet the requirements of Subsections 120.60B, 150.60 and 150.64 of the Massachusetts Standard Specifications. A special bedding of sand borrow conforming to M 104.0 Type shall be well compacted around all PVC sewer pipe a minimum distance of 1 foot. Where the bottom of the trench is, in the opinion of the Town Engineer,, found to be unstable, the DEVELOPER shall excavate the unsuitable material to the width and depth ordered by the Town Engineer, and shall replace all unsuitable materials, as directed, with a well compacted foundation consisting of granular material conforming to M1 02,0 (maximum stone size of 2 inches) or crushed stone conforming to M2.01.1 of the Massachusetts Standard Specifications. Where rock is encountered it shall be removed to a depth of 1 foot below and from all sides of the pipe or structure. Precast concrete sewer manholes shall conform to Agawam Construction Standard 202.4.1 and shall be installed in accordance with Section 201 of the Massachusetts Standard Specifications. Pipe connections to manholes shall be made with a flexible rubber boot and shall be cast in a 6 inch concrete collar. Inverts shall be brick conforming to Massachusetts Stand Specifications M405.1. Preformed bituminous joint filler shall conform to M3.05.3 and cement concrete brick for adjusting frames and covers shall conform to M4.05.0 of the Massachusetts Standard Specifications. Type A frames and covers shall conform to Massachusetts Construction Standards 202.6.0 and 202.8.0, ;and shall have the word "SEWER" imprinted in inch high letters on the cover. The DEVELOPER shall furnish the ;labor and equipment, test plugs, gauges and appurtenances necessary for air testing all sanitary sewer pipes. If leakage of air at 4 psi exceeds 0.15"CFMper square foot in any section of pipe, as determined by the Town Engineer, the DEVELOPER shall Page 2' of 8 locate the leaks and repair them at his own expense. In no event shall the total infiltration, or exfiltration including manholes, exceed the equivalent of 100 gallons per 24 hours per inch diameter per mile of sewer main, in any section ,of the sewer system, as determined by the Town Engineer. C. Drainage: if any storm drains are to be connected to the TOWN drainage system, the DEVELOPER shall apply to the Superintendent of Public Works for a,permit to connect to the public storm drains, and pay all fees and deposits required. Install reinforced concrete storm drain pipe. conforming to Massachusetts Standard Specifications M5.01.1, of the <size, _class and at the lines and grades shown on the Definitive Plans. Storm drain connections to foundation drains and roof leaders shall be installed as shown on the Definitive Plans, and shall be least 4 inch diameter laid at 1/8 inch per foot minimum pitch. The minimum flexure strength of 4 and 6 inch diameter asbestos cement pipe shall be class 2000 D. The minimum PVC pipe class for storm drain: connections shall be SDR 41,,'however, special bedding will be required. Bedding shall conform to Subsection 230.61, and -back -filling shall meet the requirements of Subsections -120 60B, 150.60 and 150.64;ofthe Massachusetts Standard Specifications. A special bedding of sand borrow conforming to M1.04.0 Type bshalI be well compacted around all PVC drain pipe a minimum distance of 1 foot. Where the bottom of the trench is, in the opinion of the Town Engineer, found to `be unstable, the DEVELOPER shall excavate the unsuitable material to the width and depth ordered by the Town Engineer, and shall replaceall unsuitable materials, as directed, with a well compacted foundation consisting of granular material conforming to M1.02 0 (maximum stone size of 2 inches) or crushed stone conforming to M2.01.1 of the Massachusetts Standard Specifications. Where rock is encountered it shall be removed to a depth of 1 foot below and from all sides of the pipe or structure. - Storm drain manholes and Type C (Slope); catch basins shall conform to Agawam Construction Standards 202.2.1 and 201.3.1 respectively. Precast concrete catch basin tops shall be as manufactured by New England Precast Concrete, Agawam, MA;, Arrow Concrete Products, Inc., Granby, CT; or approved equal. Cement concrete brick for inverts and adjusting frames and covers shall conform to Massachusetts Standard Specifications M4.05,0. Manhole frames and covers shall be Type A conforming to Massachusetts Construction Standards 202.6.0 and 2028.0 and shall have the word "DRAIN" imprinted in 3 inch high letters on the cover. Class A cement concrete masonry and steel reinforcement work shall conform to Section 901 of the; Massachusetts Standard Specifications. Headwalls shall be constructed to the designs and dimensions indicated on the definitive Plans, and as directed to close conformity with the lines and grades established by the Town Engineer. Headwalls shall be built in accordance with Massachusetts Construction Standards 206.4.0 or 206.6.0. Rip -rap, channel paving and stone for pipe ends shall consist of furnishing and installing uniformly placed stonework at ;the lines and grades shown on the Definitive Plans, in accordance with Section 258 and 983 of the Massachusetts Standard Specifications. Stone shall conform to M2.02.3 with the exception that rounded cobbles meeting the weight specifications may be used with the approval of the Town ;Engineer. D. Water: Install 8-inch Class 52 cement lined ductile iron water mains, or larger as shown on the Definitive Plans. Ductile iron pipe shall conform to Massachusetts Standard' Specifications M505.3, Class 52. Joints shall be bell and spigot elastomeric gasket rings conforming to ANSI Specification A21.11. Standard laying lengths shall not exceed 20 feet. Ductile iron pipe shall be polyethylene encased in accordance with ASTM Specification A674. Hydrants shall be Protectop Type S. as manufactured by A.P. Smith Manufacturing Co., East Orange, NJ; or approved equal. Hydrants shall have a 5-inch train valve seat, a bury length of 5.5 feet minimum, or as required for each individual installation, and shall be furnished with two (2) 2 112 inch hose nozzles. One (1) additional 4 1/2 inch steamer nozzle shall be furnished on the hydrant when deemed necessary by the Town Engineer. A hydrant tee and valve shall open left, counterclockwise. Gate valves shall be New York Metropolitan; Standard meeting the requirements of AW WA Specification C500, and shall have mechanical joint ends. Valve boxes shall be 4 112` inch diameter and the cover shall include the word "WATER" cast in the top. Corporations shall be New England Standard and shall be Mueller H-15002, Ford F-600NE, or approved equal. Curb stops shall be New England Standard and shall be Mueller H-15212, Ford Z22-333 SW, or approved equal. Type C copper tubing for water services shall be a minimum of 3/4 inch diameter. Where rock is encountered it shall be removed to a depth of 1 foot below the bottom of the pipe. Only granular material approved by the Town Engineer shall be used as backfill in any trench excavation. E. Sidewalks and Treebelts: The DEVELOPER shall construct sidewalks on both sides of the roadway of such width as is shown on the Definitive Plans. The gravel subbase and base courses shall consist Page 3 of 8 of a 6 inch gravel subbase and 2 inch processed gravel base conforming to Massachusetts Standard Specifications M1.03.0 Type b, and M1.03.1 respectively, and said courses shall be wider by 3 inches on both sides than the bituminous <surface. The bituminous concrete sidewalk surface shall be 2 inches thick laid in two (2) courses l inch each, and shall conform to the applicable requirements of Section 701 of the Massachusetts Standard specifications. Treebelts shall be constructed on both sides of the roadway to the width indicated on the Definitive Plans. Loam meeting the requirements of Massachusetts Standard Specifications M1.05.0 shall be placed to a minimum compacted depth of 6 inches. The DEVELOPER shall submit samples of the loam to the Town Engineer for analysis and determination of the amount of lime and fertilizer required. The work shall conform to Section 760 of the Massachusetts Standard Specifications, and the grass seed shall meet the requirements of M6.03.0. A copy of the seed certificate shall be submitted to the Town Engineer. The treebelts shall be watered, reworked, and reseeded as necessary to develop a satisfactory stand of grass. E. Utilities: Street lights shall be installed by the DEVELOPER at his expense and he shall be responsible for the cost of lighting until the street is accepted by the TOWN. Streetlights shall be the type adopted by the Utility Committee of the Town Council. All underground utilities and service connections shall be; installed prior to the construction of the roadway surface. Ins ection: The DEVELOPER shall notify the Department of Public Works of the TO" at least forty-eight (48) hours in advance of the time when he plans to begin or resume work on any of the improvements required by this Agreement. The TOWN will charge the DEVELOPER at the hourly rate established by the Department of Public Works for inspecting the work. No work will be accepted by the TOWN which has not been inspected on a daily basis during its progress. The presence of an inspector shall in no way relieves the DEVELOPER from full responsibility for completing the required work and providing the workmanship and materials specified. H. Shade Trees: On each lot two (2) shade trees shall be planted within twenty (20) feet from the street line and located so as not to conflict with underground' utilities and sight distances. At discretion of the Tree Warden, the shade trees may planted on the-treebelt within the street layout. Trees shall be 2 1/2 inches minimum in diameter, balled, burlaped, native and hardy species as approved byithe ,Planning Board, and shall be planted subject to the direction of the Tree Warden. The DEVELOPER shall guarantee for one (1) full year that the trees remain alive' and healthy. Clearing and Grading:; Clear and grade the site asshownon the Definitive Plans. All areas not to be paved which are disturbed by the DEVELOPER shall be limed, fertilized, seeded, mulched, watered, reworked and reseeded as necessary until a satisfactory stand of grass takes hold to prevent erosion. Any work performed on the banks of streams, drainage ditches or swales shall receive priority. Mulching and seeding for erosion control shall conform to Section 767>of the Massachusetts Standard Specifications. Seed for erosion control shall meet the requirements of M6.031. Where indicated on the Definitive. Plans or deemed necessary by the Town Engineer to prevent erosion; haybales shall be placed. Hay bales shall meet the requirements of M6.04.1 and shall weigh at least 50 pounds each. Hay bales shall be placed in uniform rows and secured to at least two (2) 2" x 2" x 36" stakes driven into the ground to prevent' overturning, floatation, or displacement. Any deposited sediment that collects at the hay bale structures shall be removed periodically as directed by the Town Engineer. Lightweight paper netting shall be applied on slopes steeper than 3:1 and on seeded areas shown on the Definitive Plans or as directed by the Town Engineer. The netting shall be secured to the ground with :1" x 1" x 12" stakes spaced no more than 6 feet apart to prevent it from blowing or washing away. The netting shall be removed when and as directed by the Town Engineer. Loam or Topsoil:: No loam or topsoil shall be removed from the subdivision until all work is completed, and then only with a special permit from the Board of Appeals as required by Section 20-8(g) of the Town Code. K. Excavations: All excavations within the street layout, and to dwellings shall be barricaded, protected, lighted at proper times, and promptly backfilled as required by the Superintendent of Public Works and the Chief of Police. Any person not directly employed or under contract with the DEVELOPER, who wishes to excavate within the street layout must first obtain a permit from the Superintendent of Public Works as required by Section 164(a) of the Town Code'. Right of entry or an appropriate utility easement must be given before a permit will be issued. L. Permits: Each lot line must be clearly marked, and the lot identified by lot and street number, before the Building Inspector will make any inspections. Any sign required to be erected under an Order of Conditions issued by the Conservation Commission shall be maintained in good condition until a Certificate of Compliance is obtained by the DEVELOPER. M. Protection of Natural Features: All natural features to be preserved shall be suitably protected by Page 4 of 8 DEVELOPER during construction. The DEVELOPER shall notify the Tree Warden at least one (1) week prior to clearing of the site. No evergreentree, shrub or tree over 8 inches :in diameter outside the street layout and building site shall be removed without the consent of the Tree Warden. N, Cleaning Up: Before final inspection, the total area shall be cleared of debris, both natural and materials generated by construction. The particular attention of the DEVELOPER is directed to the requirement that on the day of the, final inspection all paved areas must be swept and the drainage structures cleaned. 0. Monuments: All monuments shown on the Definitive Plans shall be set, and their installation shall be certified by a registered land surveyor as of the date of final inspection. Monuments marking the street layout shall be granite' or precast concrete bounds conforming to Massachusetts Specifications M4.44.8 or M4 06.1, set flush with finish grade. Iron pipe 1 1/2 inch diameter, schedule 40 galvanized, '3 feet long, may be used at lot corners, except where a granite or precast concrete bound is required for marking the street lines: P. Street Acceptance: The DEVELOPER; shall submit to the Town Engineer for review the final street layout plans and legal description suitable for recording in the Hampden County Registry of Deeds. The plans and description shall both meet the standards of Street Acceptance Committee and the Department of Public Works, and shall be revised if required by the Street Acceptance Committee after an on -site public hearing. After completion of all of the improvements required by this Agreement, the DEVELOPER shall submit to the Town Council a Petition for Street Acceptance; and an Affidavit, releasing the TOWN from all damages which the DEVELOPER and his successors or assigns may incur by reason of acceptance of the street by the TOWN; together with the Street Acceptance Plans referred to above. Page 5 of 8 PERFORMANCE GUARANTEE: The DEVELOPER shall guarantee to the TO WN the faithful performance by the DEVELOPER within two (2) years after the date of this Agreement, or any extension thereof, of all work required herein. The DEVELOPER shall also repair, to the satisfaction of the TO", any damage to or failure of any completed work which may occur during the term of this Agreement. If the DEVELOPER fails to perform the work within the time specified and in accordance with the terms of this Agreement or, in the event that the DEVELOPER shall not satisfy claims and demands incurred in connection with said improvements and work as herein specified, the `DEVELOPER -shall pay to the TOWN an amount of money which will equal the measure of damages sustained by the TOWN as a result of the failure to perform the work. The measure of damages shall be established by <determining the lowest reasonable cost to complete the work unfinished plus reasonable administrative expenses, attorney=s fees and legal costs incurred by the TOWN in case of breach of this Agreement by the DEVELOPER. The TOWN need not expend any funds to establish the said measure of damages, said measure of damages to be established by reasonable estimate to complete the said work plus the said administrative expenses, attorney=s fees and legal costs herein mentioned. The DEVELOPER further warrants that all work done under this Agreement will be performed and completed in a workmanlike manner, and that the said work will be fit for the use intended. Page 6 of 8 NOTIFICATION OF COMPLETION: Upon completion of all work required herein, the DEVELOPER shall notify the TOWN, by registered mail sent to both the Town Clerk and the Planning Board, that the work is ready for final inspection with respect to the release of the Performance Guarantee. Release of the Performance Guarantee is contingentuponall work being completed in accordance with the Construction Standards and Required Improvements included herein. IN WITNESS WHEREOF,: this instrument is exec ed in four (4) counter parts, each one of which shall be deemed an original this the & day of 20 . ATTEST: (witness to developer) (witness to developer) TOWN CLERt APPROVED AS TO FORM: r . TOWN COVNS, /,4v, DEVELOPER: LEY STREET DEVELOPMENT TRUST Michael D. Parker, Trustee By Michael D. Parker, an individual TOWN TOWN OF-AGAWAM, MASSACHUSETTS DATE: 1V-W 7 Page 7 of 8 P` 0 Department of Public Works 1000 Suffield 'Street . Tel (413) 9210600 Chrlstupber J.-Gotha ,. Agawam, MA 01001 Fax (413) 8210631 Superintendent MEMQRANDUM To: Planning CC: Gary Weiner, P.E.; File From: Engineering Division Date: Jvne 1, 2017 Subject: Easement - D'Amato Way Per your request, Engineering has reviewed the Easement, revised by and received from Gary Weiner, on Jame 1 2017, for the Pr,eliminazy Subdivision Plan Set entitled, "D'Amato Way Subdivision, Rowley Sreet Agawam, MA; Prepared for. Rowley Street Developer Trust; Prepared by: Gary P. Weiner, P.E., 53 Mill Road, Hampden, MA 01036; Scale: 1" = 5r; Da e& October 5, 2016, Revised 3-6-2017" and we recommend approval: Engineering reserves the right to make additional comments as new n�fwwfion is submitted. If you have any questionsplease do nut hesitate to contact this division. Dawn N Michelle C. Chi P.E. Civil Engineer Town Engineer Pamela Kerr From: Stephen Buoniconti Sent: Thursday, June 1, 2017 3:26 PM To: Pamela Kerr Cc: Marc Strange, Michelle Chase Subject: RE:- Easement The legal languagelooksfine. I will leave the easement description to engineering. Steve From: Pamela Kerr Sent: Thursday, June 01 2017 2:28 PM To: Stephen Buoniconti Cc: Marc Strange; Michelle Chase Subject: RE: Easement Hi Steve — I've also attached a "sample" drainage easement for you to look at (for form). I've asked Engineering to review the legal description. Thank you. Pam From: Stephen Buoniconti Sent: Thursday, June 1, 2017 2:25 PM To: Pamela Kerr Subject: RE: Easement Pam- Can you forward to me anything you have on it? Pat is in court. Steve From: Pamela Kerr Sent: Thursday, June 01, 2017 2:19 PM To: Patrick Toney Cc: Stephen Buoniconti; Marc Strange Subject: Easement Hi Pat — Did you or Steve have achance to look at the Drainage Easement for D'Amato Way? It's on the Planning Board agenda for tonight. It was sent up to you on May lgth Pam 1 YTown of Agawam To Engineering Department and Law Department cc: From: Planning Board Date: 5/19/17 Subject: Easement - D'Amato Way Please review and comment on the attached Easement which is scheduled to be signed by the Planning Board at their June 1St meeting, Thank you. prk FROM THE DEsK OF... YOUR NAME TITLE TOWN OF AGAWAM 36 MAIN $T AGAWAM, MA 01001 Email address Here 413-786-0400 X Extension Fax: 413-786-9927 Department of Public Works 1000 Suffield 'Street Tel (413) 8210600 Christopher J. Golba •- Agawam, MA 01001 • Fax (413) 8210631 • Superintendent MEMORANDUM To: Planning CC Gary Weiner, P.E.; File From: Engineering Division Date: March 6, 2017 Subject: Definitive Plan — D'Amato Subdivision — Rowley Street— Gary P. Weiner, P. E. Per your request, Engineering has reviewed the Preliminary Subdivision Plan entitled, "D°Amato Way Subdivision, Rowley Street Agawam, MA; Prepared for: Rowley Street Developer Trust; Prepared by: Gary P. Weiner, P.E., 53 Mill Road, Hampden, MA 01036 Scale: 1" = 50"; Dated: October 10, 2016, Revised 3-6- 2017" and we have no comments. We recommend approval. Engineering reserves the right to make additional comments as new information is submitted. If you have any questions please do not hesitate to contact this division. Sincerely, 2L / - Dawn Nims Civil Engineer s:lzubc iv,Wamaia wor'-'o%4e5 elroatYnprc�oskSethl6va_pla _mama 2_11.318.dcc &4d— Michelle C. Chase, P.E. Town Engineer .�a �"tI l AA (1, VO, I`sc fiR4� Qa�r�n� Amanda Boissonneault From: Ellen Pixley <epixley@mdparkerlaw.com> Sent: Thursday, March 09, 20173.09,PM To: Amanda Boissonneault Subject: D'amato Way Easements Hi Amanda — Atty. Parker expects that the cross deeds will be signed on March 14t" and the Plan has already been recorded in the registry. Does this answer your question? Ellen Ellen 'D.;PWey Law Office of Michael D. Parker Orne;Monarch Place, Suite2220 Springfield, MA 01144 (413) 736-4 10 1Fax (413) 736-4582 epixley,@mdparkerlaw.com From, Gary Weiner [mailto:m53hampegmail.coml Sent: Thursday, March 09, 2017 10:26 AM To Michael Parker <mgarker(a)md'parkerlaw.com> Subject: FW: D'amato Way Easements Good Morning Mike, Could you let Amanda know where we stand on the easements? Mylars are with the Planning Board for signature. Thanks, Gary From: Amanda Boissonneault[mailto:ABoissonneault-@agawam.ma.us) Sent: Thursday, March 09, 2017`9:55 AM To: m53harnp(ftmail.com Subject: D'amato Way Easements Gary, Do you know what the status of the easement paperwork is for D'amato Way? I received comments from Engineering, but wasn't sure if this was included. Thank you, 04manda ots annsau t Senior Clerk Town of Agawam Planning and Community Development Zoning Board of Appeals 36 Main Street, Agawam MA 01001 413-726-9739 aboissonneault@agawamma.us GARY P. WEINER, P.ImIk 53 Mill Road . Hampden, MA ON Phone: (413) 374-4467 E-Mail: m53hamp@gmail.com To M s . pAI�� R . KER R iA o�n_tN. AssT QFF hCE U RAM%1 t a �GQ M NI EvZLOF. MAW STREr=-7r AcAwAm MA o 100 t GENTLEMEN: DATE 3 h(} 17 1 JOB NO. ATTENTION i RE: D 'AMA-ro WAY WE ARE SENDING YOU ¢ Attached ❑ Under separate corer via LI Shop Drawings Prints ❑ Plans Ll Copy of letter ❑ Change Order Ll L3 Samples the following items ❑ Specifications COPIES DATE NO. DESCRIPTION 2 5ETS SrTAmPED Myi ARs . " THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ; ATURE ❑ FOR BIDS DUE ,. _ r ❑ PRINTS RETURNED AFrER LOAN TO US REMARKS COPY TO: ATTY. M ICHAEL tAR KE Lummmffa= 36 Main Street Agawam, Massachusetts 01001-1801 Tel. 413-786-0400 Fax 413-786-9927 November 7, 2016 Rowley Street Development Trust One Monarch Place, Suite 2220 Springfield, MA 01144 Attention Attorney Michael Parker, Trustee Dear Attorney Parker: At its duly called meeting held on November 3, 2016, the Agawam Planning Board voted to approve the Definitive Plan entitled "Definitive Subdivision Plan, D'Amato Way, Easterly Side of Rowley Street, Agawam, MA" with the 'following conditions: ■ the attached Engineering Department comments dated November 3 2016 are to be addressed; ■ a Performance ;Agreement and Covenant shall be executed; ■ no additional lots shall be created without following the procedure for definitive Xn., approval as described in Chapter 41 of the Massachusetts General Laws; ■ executed copies of all easements shall besubmittedto the Board for approval ands signatures, and ■ a final revised mylar and two paper copies of this plan shall be submitted to the Pnni Board for; signatures. f*3 . In other business, the Board approved the following waiver: Section 159-7Definitive Pin C(8)(a) — the requirement for soil borings. The Board also referenced the waivers that were approved with the Preliminary Plan: N Section 59-8E2 — To waive the 500' maximum dead end street length to allow for the street length of 525'. E 2 ■ Section 159-23A — To waive the requirement for sidewalks on both sides of the street to allow for a 5' concrete sidewalk on the southerly side of the new street from the driveway on lot 4 to Rowley Street; in lieu of the construction of a sidewalk along Rowley Street to Lango Lane as recommended by the Engineering Department in their July 29, 2016 memo. If you have anyquestions, please contact this office at 786-0400, extension 8737. Sincerely, Mark R. Paleologopoulos, Chairman AGAWAM PLANNING BOARD cc: Building Inspector, Eng. Department, Town Clerk, Gary Weiner, P.E., File I 4� - 4 TOWN OF AGAWATff Department of Public Works' 1000 Suffield Street Tel (413) 8210600 Ch ditpher J. Golba • Agawam, MA 01001 - Fax (413) 9210631 s Superintendent �1R1 To: Planning CC: Gary Weiner, P.E.; File From: Engineering Division Date: November 3.2016' Subject: Definitive Plan — D'Amato Subdivision — Rowley Street;-- Gary P. Weiner, P E. Per your request, Fnsheer ng has reviewed the Preliminary Subdivision Plan entitled, "D'Amato Way Subdivision, Rowley Street Agawam, MA; Prepared for: Rowley Street Developer Trust; Prepared by. Gary P. Weiner, P.E., 53 Mill Road, Hampden, MA 01036; Scale, 1" - 50" Dated: October 10, 2016 Revised 11-3 2016" and we have the following comments: G$NERAL 1. Two Agawam Town coordinates points must be on the plans on -a bound marker along the proposed road. — Unableto locate on the plan. 2. Benchmarks must be added to the plans. 3. The elevation of the top of wall for Lot 5, seems high based on surrounding topography and roadway elevation. 4. Please label the slope of proposed street profile at the intersection of Rowley. Note that ADA specifications require cross slopes of 2% or less for the crosswalk. WATER & SEWER 5. Restrained lengths need to be shown on Sheet 5 or provide a table with appropriate restrained lengths. Add reference to table in Construction Note 16. Remove thrust block °detail. (Using restrained joint thrust restraints) 6. That must be 4' of clear coves over the top of the sanitary sewer main pipe. (2.89' shown at PSMH-5.) 7. Remove Temp. Chlorine injector within 10' of the gate and plug (l"CC) at Rowley. (Water Dept, will install corporation and line as part of the service install.) — Unable to locate in plan construction notes. 8. Please show ejector lines for the ejector pumps on Sheet 5 and show a detail for the transition manhole, PSMH-5. (Ejector pumps shall be-E-One or equivalent as approved by Plumbing inspector.) 9. Please move "Typical Water' Service Connection Detail" note to Detail Sheet and Modify "Typical Water Service Connection" Detail to contain these attributes where possible. 10. Please add construction note to plans, "All Brass to meet all Reduction of Lead in Drinking Water Act (RLDWA) of 2011." 11. It appears that there will be insufficient cover for the sewer laterals f m Lots 3, 4, 5, and 6. Also, there may be a<conflict between the lateral for lot 6 and the drain line. 12. There needs to be a transition manhole for the pressurized sewer laterals and the gravity sewer main. DRAINAGE 13. Add Cape Cod Catch Basin Top Detail to fit with: Cape Cod Berm. (An Arrow Concrete Detail was attached in an email along with the preliminary comments.) 14. Please provide detail for frame and cover of proposed doublecatchbasin. 15. Provide detail for Beehive Cover Frame. (See attached photo for specific model. Necessary to keep consistency within the town, for replacement purposes.) 16. A second 10' Gate at Infiltration Basin shall be provided for Lot #4 owner to aooesa for cleanup. - Unable to locate on plan. The proposed gate will be used by the DPW. STORMWATER 17. Please add the following note to the plans; "Only sand material shall be used in the retention pond area and compaction shall be minimized to ensure proper infiltration." 18. A DPW storm drain permit (including review and inspection fees) will be required for this project. Ibis' shall be submitted after the approval of the definitive plans, but before construction can begin. Engineering reserves the right to make additional comments as new information is submitted. If you have any questions please do not hesitate to contact this division. OW z 1-i a_� � Michelle C. Chase, P.E. Town Engineer SASUMMD'AMATO WAY - R M%ff S iEE7VIEMOMOEF1NffJVE_PLA _► E Mo_2 11 -3-1 &HOC N W- 291, Ok GARY P. WEINER, P.E. C` 53<Mill Road, Hampden, MA 01036 413-374-4467 m53hamp@gmail.com D'Amato Way Subdivision Agawam, Massachusetts Request for Waivers The Rowley Street Development Trust would request the following waivers from the Agawam Subdivision regulations: Article IV— Design Standards —Section 159-7 Definitive Plan (C)(8)9 The applicant would request a waiver of the boring requirements for roadway subsoil classification. Two deep test pits within the roadway were reviewed by a Soil Evaluator. Using test pit data and Soil Conservation Service mapping, the soils were classified as well -drained sands. Attached is a review of the request. 4- 0 Town of Agawam Schedule of Departmental Payments to Treasurer iVU. - UH It 111412U15 ORG. AND OBJECT SOURCE AMOUNT TOTAL 22010 42400 Gary Weiner_P.E. 110.00 110.00 0 0 'Amato Way _ 0 a 0 0 0 efintive'Pian Fee - - 0 0 0 - - 0 0 853 GARY P. WEINER, P.E. 1 16 l� � 0 53 MILL RD. MA 01036-962A DA,k - HAMPD�N, AGAWAi TMORDER d+ DOLf M U)El 00 Q p1iOM POLISH C COPE MASS. 01013 NP 0 1+ - 0 MS fill 09 4'S _ e;2L�88c09L+: 0 0 _ - o 0 - - 0 0 0 - - 0 0 0 _ Total 110.00 No. Date: 11 /412016 To the Accounting Office The above is a detailed list of moneys collected by me, amounting in the aggregate to the sum of 110.00 Dollars, for the Definitive Plan Fee ending 111412016 which I have paid to the Treasurer; whose receipt I hold therefor. Planning and Community Development Date: 11/4/2016 C To the Department Officer making the Payment: Received of Gary Weiner, P.E. the sum of 110.00 for the Definitive Plan Fee for collections as per schedule of this date, filed in my office. 11/4/2016 as Listed Above Dollars Treasurer MISCELLANEOUS PAYMENT RECPT#: 1188009 Town of Agawam -4 TOWN HALL 36'MAIN STREET AGAWAM MA 01001 DATE: 11/04/16 TIME: 13:12 CLERX: Amy.Boyd DEPT: CUSTOMBR#: 0 iti �i} unfk F. CHO: MISC MISCELLANEOUS C 110.0D AMOUNT PAID: 110.00 PAID BY: PLANNING PAYMENT METH: CHECK REFERENCE: AMT TENDERED: 110,00 AMT APPLIED: 110.00 CHANGE: .00 TOWN OF 1. U. Department of Public Works 1000 Suffield Street Tel (413) 8210600 Christopher J. Golba • Agawam, MA 01001 • Fax (413) 8210631 • Superintendent MEMORANDUM To: Planning CC: Gary Weiner, P.E.; File From: Engineering Division Date: November 3, 2016' Subject: Definitive Plan — D'Amato Subdivision- Rowley Street -- Gary P. Weiner, P. E. Per your request, Engineering has reviewed the Preliminary Subdivision Plan entitled, "D'Amato Way Subdivision, Rowley Street Agawam, MA; Prepared for: Rowley Street Developer Trust; Prepared by; Gary P Weiner, P.E., 53 Mill Road, Hampden, MA 01036; Scale: 1" — SO'; Dated: October 10, 2016, Revised 11-3- 2016" and we have the following comments: GENERAL 1. Two Agawam Town coordinates points must be on the plans on a bound marker along the ,proposed road. — Unable to locate on the plan. 2. Benchmarks must be added to the plans. 3. The elevation of the top of wall for Lot 5 seems high based on the surrounding topography and roadway elevation. 4. Please label the slope of proposed street profile at the intersection of Rowley. Note that ADA spedfications,require cross slopes of 2% or less for the crosswalk. WATER & SEWER 5. Restrained lengths need to be shown on Sheet s or provide a table with appropriate restrained lea *s. Add reference to table in Construction Note 16. • Remove thrust block detail. (Using restrained joint thrust restraints) 6. There must be 4' of clear cover over the top of the sanitary sewer main pipe. (289' ;shown at PSMH-5) 7. Remove Temp. Chlorine injector within 10' of the gate and plug (I "CC) at Rowley. (Water Dept. will install corporation and line as part of the service anstail) - Unable to locate in plan construction notes. 8. Please show ejector lines for the ejector pumps on Sheet 5 and show a detail for the transition manhole, PSMH-5. (Ejector pumps shall be E-One or equivalent as approved by the Plumbing Inspector.) 9. Please move "Typical Water Service Connection Detail" note to Detail Sheet and Modify "Typical Water Service Connection" Detail to contain these attributes where possible. 10. Please add construction note to plans, "All Brass to -meet all Reduction of Lead in Drinking Water, Act (RLDWA) of 2011 " 0 0 11. It appears that there will insufficient cover for the sewer laterals for Lots 3, 4,5, and 6. Also, there may be a conflict between the lateral for lot 6 and the drain line. 12. There needs to be aUwWtion manhole for the pressurized sewer laterals and the gravity sewer main. DRAINAGE 13. Add Cape Cod Catch Basin Top Detail to fit with Cape Cod Berm. (An Arrow Concrete Detail was attached in an email along with the preliminary comments.) 14. Please provide detail for finme and cover of proposed double catch basin. 15.'Provde detail for Beehive Cover Frame. (See attached photo for specific model. Necessary to keep consistency within the town, for replacement purposes.) 16. A second 10'' Crate at Infiltration Basin shall be provided for Lot #4 owner to access for cleanup. - Unable to locate on plan. The proposed gate will be used by the DPW. STORMWATER 17. Please add the following note to the plans: "Only sand material shall be used in the retention pond area and compaction shall be minimized to ensure proper infiltration: " 18. A DPW storm drain permit (including review and inspection fees) will be required for this project. This shall be submitted after the approval of the definitive plans, but before construction can begin. Engineering reserves the right to make additional comments as new information is submitted If you have any questions please do not hesitate to contact this division. Sincerel , lzo_ Dawn Nims Civil Engineer S:1SUMMD'AMAT0 WAY- ROWLEY S7REETW MOSMEFIMf fVE PLAN_MF.MCL2 11-&IB.DOC do ell-ly, Michelle C. Chase,,P.E. Town Engineer V1 Z V1 Z W W M 2 i W Z • c,- 11 t 0 0 OFFICE OF PLANNING & COMMUNITY DEVELOPMENT Definitive Plan Review Reviewer: M. Strange/P. Kerr Review Date: November 2,2016 Date Received: October 12,,2016 Distribution Date: October 12, 2016 Planning Board Public Hearing Date: November 3, 2016 Mandatory Date for Final Action; January 9, 2017 Name of Subdivision: D'Amato Way Location: Easterly side of Rowley Street Name of Owner: Rowley Street Development Trust Address: One Monarch Place, Suite 2220, Springfield MA 01144 Tel. Name of Applicant: Michael Parker, Trustee Address`: Tel. # Engineer: Gary Weiner Address: 53 Mill Road, Hampden, MA 01036 Tel. # 413-374-4467 1. Preliminary Plan Approved: August 4, 2016 IL Definitive Plan conforms to zoning regulations: O.K. II1. Notice Bled with Town Clerk (date): October 12 2016 IV. Filing Fee Incorrect fee submitted. Correct fee: $1100 ($500.00 + $75 per lot) V. Contents of Application: A. State of Interest in Land: provided. B. Attested Copy of Deed Provided C. Updated Environmental <Study: Provided 11 -2- D. Final Plans 1. Title Sheet (I" = 1200'): O.K. 2 Lot survey with road layout and lot lines: a. Subdivision name, boundaries, north point, date and scale: ok b. name and address of record owner, subdivider, and engineer or surveyor with stamp: O.K. C. Abutters as found on recent tax list: n/a d. Existing and proposed lines of streets, ways, lots, easements, and public common areas, new street names: O.K. e. Sufficient data to determine the location, direction and length of every street: O.K. f. Location, names, and widths of streets bounding subdivision: d. g. Signature Block: Provided. 3. Topo sheet at 2'intervals, spot elevations, center line for road, spot elevations for septic systems, location of building and final grade: see Eng. comments 4. Road layout and profiles (utilities and curb cuts): See Engineering comments. 5. Detail Sheets: See Engineering comments. E. Time development sequence: O.K.. 1. Town utilities and services: See; Engineering comments. 2. Sale price and square footage O.K. F. Soil Borings: see Engineering comments G. Perc Test: see Engineering comments H. Two (2) sets of originals/five (5) sets of copies: 1. Number and type of requested waivers: The following waivers were approved with the Preliminary Plan: 1. Section 159-8E2 — To'waive the 500' maximum dead end street length to allow for the street length of 525'. -3- 2. Section 159-23A — To waive the requirement for sidewalks on both sides of the street to allow for a 5' concrete sidewalk on the southerly side of the new streett from the driveway on lot 4 to Rowley Street, in lieu of the construction of a sidewalk along Rowley Street to Lango Lane as recommended by the Engineering Department in their July 29, 2016 memo. ---------------------------------- Date: 10/12/2016 To the Department Officer maki ' e Payment: p. Received of Michael D. Parker, Trustee Qs Listed Above the sum of 990.00 Dollars for the Def. Plan Filing Fee 10/12/2016 for collectic Treasurer 0 PAYMENT. SUMMARY RECEIPT f T 0 Town of Agawam TOWN HALL 36 MAIN STREET AGAWAM MA 01001 DATES 10/12/16 CUSTOMER#: 000000000 TIME:- 15:44: CLERK: Amy,Soyd RECPT#':'1177421 PREV BAL: TP/YR: MS/2017 ANT PAID: 990.00 BILL: ADJSTMNT: EFF DT: 10/12/16BAL DUE: MISCELLANEOUS PAYMENT -------------- -TOTALS-- -- PRINCIPAL PAID: 990.00 INTEREST PAID: .00 ADJUSTMENTS: .00 DISC TAKEN: .00. AMT TENDERED': 990.00 AMT'APPLIED; 990.00 CHANGE: .00 -PAID. BY: PLANNING PAYMENT METH:.CHECK PAYMENT REF: a , 4 AGAWAM PLANNING BOARD' LEGAL NOTICE The Agawam Planning Board will hold a public hearing on Thursday, November 3, 2016 at 630 PM at the Agawam Public Library, 750 Cooper Street, Agawam,. MA. The purpose of this hearing will be to hear the petition of Rowley Street Development Trust for a Definitive Subdivision Plan for property on Rowley Street (D'Amato Way). By Order of Mark R. Paleologopoulos, Chairman AGAWAM PLANNING BOARD To be run 10/20/16 & 10/27/16. 36 Main Street Agawam, Massachusetts 01001-1801 Tel. 413-786-0400 Fax 413-786-9927 MEMO TO: Engineering Dept., Health Dept., Police Dept. FROM Planning Board SUBJECT:Definitive Plan — Rowley Street DATE: October 12, 2016 Please review and comment on the attached Definitive Plan for Rowley Street Development Trust prior to the Board's November 3`d meeting. Thank: you. :prk 11 rU332mri= 36 Main Street Agawam, Massachusetts 01001-1801 Tel. 413-786-0400 Fax 413-786-9927 PLANNING BOARD October 20, 2016 Dear Abutter: Rowley, Street; Development Trust has submitted a Definitive Subdivision Plan showing the creation of eight (8) new lots on approximately 13.9 acres of land on Rowley Street. The Assessors Office lists you as an abutter (within 500') and therefore must be notified that the Agawam Planning Board will be holding a public hearing on this Definitive Subdivision Plan at 6:30 PM, Thursday, November 3 2016 at the Agawam Public Library, 750 Cooper Street, Agawam. You are encouraged to attend and comment. Sincerell/y, J' J Mark R. Paleologopoulos, Chairman AGAWAM PLANNING BOARD' MRPprk --? 9 11587 MASON DAVID 3 SR 938HILL ST SUFFIELD, CT 06078 I15810 MASON DAVID J SR 938'HILL ST SUFFIELD, CT 06078 1158 12 JK REAL ESTATE LLC 245; SPRINGFIELD ST AGAWAM, MA01001 11454 SHIBLEY EDNA,E 48 BEECH HILL RD WEST SPRINGFIELD, MA 01089 I14523 THERIAULT NANCY 67 COLUMBUS ST AGAWAM, MA 01001 114530 WADSWORTH REALTY LLC 2 FALCON CREST SOUTHWICK, MA 01077 114 5 11 SHIBLEY JOAN B 51 ROWLEY ST AGAWAM, MA 01001-1641 1145 12 SHIBLEY EDWARD P JR 55 ROWLEY ST AGAWAM, MA>01001-1641 I14 1 4 ZUCCO JAMES M" 50 ROWLEY ST AGAWAM, MA 01001-1636 114518 MOCCIO SHIRLEY M 166 FEEDING HILLS RD SOUTHWICK, MA 01077-9584 11588 MASON DAVID J SR 93`8 HILL ST SUFFIELD, CT06078 114527 TENNESSEE GAS PIPELINE COMPANY P O BOX,4372 HOUSTON, TX'77210-4372 1158 13 JK REAL ESTATE LLC 245 SPRINGFIELD ST AGAWAM, MA 01001 I14524 ALLEN MARY KATHLEEN 66 COLUMBUS ST AGAWAM, MA 01001-1502 11459 PAUL-ROBERT B 31 ROWLEY ST AGAWAM, MA 01001 114536 MOCCIO FAMILY. REV LIVING TRUST 166 FEEDING HILLS RD SOUTHWICK, MA 01077-9584 11427 POON ANGELA 45 RISING ST FEEDING HILLS, MA 01030 11426 SILVA JOSE<C 92 CRICKET RD FEEDING HILLS, MA 01030 I14 15 SMITH EUGENE D JR I I RANDALL ST AGAWAM, MA.01001-1620 11413 MORRIS JOSEPH A 22 PLANTATION DR AGAWAM, MA 01001 11589 MASON DAVID J'SR 938 HILL ST SUFFIELD, CT 06078 I15 811 JK REAL ESTATE LLC 245 SPRINGFIELD ST' AGAWAM, MA 01001 115814 JK REAL ESTATE LLC 245 SPRINGFIELD ST AGAWAM, MA 01001 I1457 PHAM HOA 25 ROWLEY ST AGAWAM, MA 01001 114 5 10 FOLEY EDWARD D 39 ROWLEY ST AGAWAM, MA 01001-1641 I1428 PICKET ROBERT W L/T 32 ROWLEY ST AGAWAM, MA 01001 ] 635 11425 BRUMLEY CARL H 162 PARKVIEW'DR FEEDING HILLS, MA 01030- 114 2 4 HOFFMAN PETER P 16 WHITE 131RCH TR FEEDING HILLS, MA 01030- 114 514 ROWLEY STREET DEVELOPMENT TR 35 STRONG ST EASTHAMPTON,;MA 01027- I1416 RADWILOWICZ GARY M 25 RANDALL ST AGAWAM, MA 0 100 1- 1620 1141 8 ASTA-FERRERO DUANE & JOYCE ML/T5 29 RANDALL ST AGAWAM, MA 0 100 1- 1620 I14 5 17 STATIONERY PRINT COM INC 3200 143RD CR BURNSVILLE, MN 55337 114528 MOREN GARY E 101 RAMAH CR SOUTH AGAWAM, MA 01001-1560 H1381 MORRIS FARM TRUST 140 ROWLEY ST AGAWAM, MA 01001-1629 113 ;1 20 MORRIS FARM TRUST 140 ROWLEY ST AGAWAM, MA'01001-1629 I13 1 17 LACH MILENA;L/T 164 ROWLEY ST AGAWAM, MA 01001-1638 113426 KEVANE PATRICK B 20 LANGO LN AGAWAM, MA 01001 113 4 19 HARBEY JEFFREY E 228 COYOTE CR FEEDING HILLS, MA 01030 113420 PBI INC 49 ORIOLE DR FEEDING HILLS, MA 01030 114513 RAMAH REALTY LLC 127 RAMAH CR SOUTH AGAWAM, MA 01001-1560 I14 1 2 WESTERN MASS ELECTRIC CO PO BOX 270 HARTFORD, CT 06141 113423 PBI INC 49'ORIOLE DR FEEDING HILLS, MA 01030` 113 1 21 MORRIS FARM TRUST 140 ROWLEY ST AGAWAM, MA 01001-1629 113414 RONDINELLI PASQUALE L/T 171 ROWLEY ST AGAWAM, M.A 01001-1622 114515 ROWLEY STREET DEVELOPMENT 'TR 35 STRONG ST EASTHAMPTON, MA 01027- 113 4 25 DUQUE JENNIFFER 30 LANGO LN AGAWAM, MA 01001 113422 VALENTINO SCOTT A 26 SOUTHWORTH ST WEST SPRINGFIELD MA 01089 11341 LANGO DONALD LEONARD 33 COOK AV ENFIELD CT 06082 1134 13 ROWLEY STREET DEVELOPMENT TR 35 STRONG ST EASTHAMPTON, MA 01027- 114516 MATT CHRISTINE LLC 109 RAMAH CR SOUTH AGAWAM, MA 01001 I14 1 1 SEIDELL RICHARD F 469 BIRNIE AV WEST SPRINGFIELD, MA 01089 1134 18 RONDINELLI JAMES P 211 ROWLEY ST AGAWAM, MA 01001 113415 RONDINELLI MARK A 187 ROWLEY ST AGAWAM, MA 01001-1622 113427 NIEVES ROBERTO 6 LANGO LN AGAWAM, MA 01001 113424 STRELA S VETLANA 30 BUTTLES RD GRANBY, CT 06035-2809 113421 PASKAL VERA 27 LANGO LN AGAWAM, MA 01001 114 110 SEIDELL REALTY LLC 46913IRNIE AV WEST SPRINGFIELD, MA 01089 I141.9 114537 114538 YARROWS PROPERTIES LLC SEIDELL RICHARD F SEIDELL RICHARD F 1039 HOMESTEAD AV 469 BIRNIE AV 469 SIRNIE AV HOLYOKE, MA 01040 WEST SPRINGFIELD, MA 01089 WEST SPRINGFIELD, MA 01089 113428 SEIDELL RICHARD F 469 BIRNIE AV WEST SPRINGFIELD,MA 0I089 Pamela Kerr From: Steven Grasso Sent: Wednesday, October 19, 2016 9:42 AM To: Pamela Kerr Subject: Rowley Street Development To: Planning Board From: Sergeant Steven Grasso -Safety Officer Date: October 19, 2016 In regards to the application and report for D'Amato Way. The report concludes that the speed limit is 35.mph in the south bound lane when it is actually 25 mph. The speed limit in the area of D'Amato Way is 25 mph in both directions. support that additional signs be used to indicate "traffic entering" or whatever is regulated by the Manual on Uniform Traffic Control. I would also suggest we put a crosswalk and crosswalk signs on Rowley St. in the area of D'Amato Way. This will allow pedestrian traffic to cross to the sidewalk located on the west side of the street. Wehave several school bus stops located near Rowley St and Springfield St and a crosswalk will assist: pedestrians to safely cross the street. Respectfully, Sgt. Steven Grasso 726-9788 1 TOWN OF AGAWAM 36 Main Street Agawam, Massachusetts Tel. 413-786-0400 FORM C APPLICATION FOR APPROVAL OF DEFff T_1VE PLAN File one completed form with the Planning Board and a copy with the Tout Clerk in accordance with the requirements of Section 111-13; Agawam �'C eley 9(20,1 To the Planwng'Hoard: `[ite undersigned herewith submits the ,accompanying Definitive Plan of property located in the Town of Agrtwam far 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. I. Name of Applicant: RCW LEY STREET DP—vELO P M`E.NT' TRusT``' Address: Q NE M&WARG H 1-L. 91I CE *V20 S PR1 NGf 11=LD MA -. 0 1 1 4 - 2. Name of Engineer or Surveyor: GARY P U1IN1;R�. ' " l 1_ L ROAD HAM PDEU MA. 01 OBG 3. Deed of propm-ty`recorded MK4*fMWCWW Registry Book M147 Pam 49 4- 4. Location and Description of Properly: Please we EnvLm n Stud 5; A list of the documents included in this application shall accompany notice to the Town Clark a. Notarized Statement of Interest in the land; b. Environmental Study; C. Plans and specifications; d. Statement of time -development; e. Plan of sequence of development, f Town -development relationship study; g. Reports of test borings, etc.; and h. Certified copy of Deed. a Your attention is directed to Section III, B. 8 of the Subdivision Rules and Regulations requiring the posting of a bond or recording of a covenant BEFORE approval can be given. Signature of R E IE D Address_,-Z7- OCT 12 2016 AGAWAM PLANNING BOARD 11 Agawam Planning Board STATMMNT OF INTEREST Date The petitioner certifies that he is the authorized representative of the owner of all lands contained within the description of the subject petition and that he has option to purchase such lands. Re; Agawam Planning Board .Case No HAMPDEN ss ( Name) One Mcnarch Place, Suite 2220 (Address) Sprincffield, MA 01144 COMMONWEALTH OF MASSACHUSETTS ,Date 10/04/201 6 There personally appeared before me on the above date, Michael D. Parker to me known to be the person described in and who executed the foregoing document. Notary Publi 08/14/2020 Ellen D. Pixley My commission expires j GARY P. P.L • 53 MUI Road, Hampden, MA 01036 413-374-4467 mS3hamp@gmafl.com WAmato Way Subdivision Agawam, Massachusetts Environmental Study 5� and Town -Development impacts Overview .l c `F'sT The applicant, Rowley Street Development Trust, is seeking approval for an 8 lot single family residential subdivision. The site is 'approximately 13.9 :acres of vacant land. An unoccupied single family house and outbuildings were demolished on a portion of the site near Rowley Street. The parcel has two large western Mass 'Electric Company easements crossing the northerly third, and a Tenneco gas line easement along the easterly side. The parcel was previously cleared land for farming, but is currently overgrown with scrub ;growth and grass. The utility company easements are mostly cleared and grassed. The parcel is zoned Residence 3 along the Rowley 'Street right of way (approximately 200' deep) and zoned Agriculture for the remainder of the parcel. The proposed subdivision will comply with all the zoning requirements of the individual districts, and the subdivision complies with the overall Master Plan for the Town of Agawam. Environmental Features: As noted above, the site is currently vacant land. The land slopes gently from the northwest corner to the southeast corner at about 2%. There are no significant environmental features as the parcel has previously been cleared for farming. The shrub growth within the site and mature trees along the property lines do provide for some wildlife habitat, yet the area is not listed as home for endangered species by the State Endangered Species program. it should be noted that over one-third of the parcel will remain open space due to the existing utility easements and the 8-acre Lot 4. There are no wetlands on the parcel as defined under Massachusetts General Laws; however, there is a small vegetated wetland off 'the property to the north and a possible wetland area to the southeast. The parcel is underlain by soils of the Merrimac sandy loam classification as delineated by the U.S.D.A. - Soil Conservation Service. The soils classification was confirmed by test pits dug within the proposed roadway and infiltration basin. The soils evaluations are shown in the stormwater drainage report prepared for the subdivision. These soils are well -drained, friable, and subject to wind erosion. Water table > in these soils is generally deep with moderate seasonal fluctuations. On -site review indicates stormwater runoff flows over these soils from northwest to southeast with no indication of soil erosion. Town- Development Im acts The proposed single family residential development will comply with current zoning, subdivision regulations, and the Town Master Plan. The 8 new, single family homes will create living space for young families in Agawam. With the development will. come increased traffic on Rowley Street and the surrounding roadway networks. Rowley Street is considered a primary roadway and easily has the capacity to accommodate the new development without affecting level of service (LOS). Of.concern is the sight distance on Rowley Street southerly of the development for vehicles exiting the subdivision, as well as vehicles traveling northerly on Rowley Street. An easement for sight distance purposes has been created on Lot I to provide adequate safe stopping sight distance. A sight distance analysis has been conducted and submitted along with this study. The new homes will be serviced by town sewer and water located in Rowley Street and extended into the subdivision. The utilities available are adequate to service the 8 proposed homes. The sanitary sewer will service six homes by gravity flow and the two homes at the end of the cul-de-sac will have ejector pumps for discharge to the sewer. Stormwater will be controlled on site using standard roadway control catch basins and piping. Stormwater will be piped to a retention basin along the southerly property line with design to accommodate the 100 year storm occurrence and provide groundwater recharge. Generated solid waste will be handled through general municipal or private collection. The site development will require the disturbance of more than one acre of the parcel. This threshold will require the filing of a Notice of Intent with the U.S. — E.P.A. and the creation of a Stormwater Pollution Prevention Plan (SWPPP) for all construction activities on the site. The SWPPP will regulate dust, noise, stormwater flows, solid waste, hazardous wastes, and environmental impacts due to construction activities. The proposed 8 new homes will each have between 2000 and 2500 square feet of living space and have a;price point of approximately $350,000. GARY P. WEINER,E. INERT P0 53 Mill Read, Hampden, MA 01036 413-374 4467 m0hampftmanxom D'Amato Way Subdiraision Agawam, Massachusetts Statement of rime Development and Sequence of <Development The D'Amato Way subdivision developer will begin construction in late fall of 2016. Fall work will include site clearing and roadway preparation. Weather will dictate work throughout the winter months. Utilities and roadway construction will be completed by early summer of 2017. Lot sales and Dome construction will commence upon sales and demand. One home for the owner of the property, Lot 4, will be constructed as soon as allowable by regulation. A two to three year build out is anticipated. Roadway construction will follow normal construction sequencing: A. Erosion controls installed. B. Site clearing, earth stripping and stockpiling. C. Underground utilities installation. waterline, sanitary sewer, stormwater drainage, gas line, electric line, cable TV including taps to existing utilities and connections to new street line. D. Roadway and sidewalk excavation to subgrade. E. Graveling and compacting of road and sidewalk. F. Construction of infiltration basin and outlet piping. G. Sidewalk and roadway paving including curbs and berms. H. Loam, seed, tree planting and finalcleanup. L Roadway, monument setting and lot pinning. J. "As Built" plan preparation if required. f. U CICE Sk 20147 P *494 080472 F—DUCLAM 12M KNOW ALL MEN BY THESE PRESENTS, that I, CAROLYN M CAPITANIO Conservator of the property and estate of James J. D'Arnato, of 462 Main Street, Room 204, Agawam, Massachusetts 01001, by the Decree and Ostler of the Probate and Family Court Department of the Trial Court, (Hampden Division, (Hyland, J.j, Probate and Family Court #HD1OP0075PM)and every other power, in consideration of TEN AND 001100 (310.00) DOLLARS, grant to the ROWLEY STREET DEVELOPMENT TRUST dated November 20, 2013 of which Carolyn M. Capitaruo and Carole A. D"Ammato are the original Trustees, the land in Agawam Hampden County, Massachusetts, bounded and described on Exhibit "A" attached hereto and incorporated herein. WITNESS my hand this _ day of December, 2013. Si d sealed the of, Witness Carolyn M. tapitanio, Cbriservator of the property of James J. D'Amato Hampden, ss. COMMONWEALTH OF MASSACHUSETTS Agawam, December ,&g!� 2013 On this -1d day of December, 2013, before me, the undersigned notary public, personally appeared Carolyn M. Capitanio, in her capacity as Conservator of the property of James J. ;D'Amata proved to me through satisfactory evidence of identification, which was personal knowledge of identification, to be the person whose name is signed on the preceding or attached document, and acknowledged to me that she signed it voluntarily for i1puVed pwpo Michael D. Parker, Notary Public My commission expires: �, 01/1?J2Ms • A TRUE PHOTOCOPY AS RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEDS AND IT 1S SO CERTIFIED Sk 20147-Pg494 #50472 Page 1 of 4 Printed: June 23, 2016 0 12:15:43 ATTEST: REGISTER OF DEEDS Bk 2 47 Pg 495080472 ETA` "A" the land in Agawam, Hampden Cowity, Massachusetts, more pardcolmiy bounded and described as follows. FAMEL Beginning on the Easterly side of a highway, leading Northwesterly from Suffield Strom to Springfield Street, in said Agawam, at an oak tree at a ditch and running North at about 25 degrees East on land of Leonard Brothers Fifty-nine (59) rods to an old ditch; thence by land of one Worden in aline of said old ditch South about Seventy-four and one-half (74 %) degrees East Forty-eight (48) rods twenty-one (21) links to other land of Yuzef lVMaaelewsld, now or formerly; thence Southerly in a direct line to one Goodhue at a point Seventy-one (71) rods East of said highway; thence running Westerly on land of Goodhue and Ely to a yellow pine marked on the Easterly side of said highway; thence running Northwesterly by said Easterly line of said highway Four (4) rods .and Seven 7) links to the place of beginning, containing Eighteen (18) acres of land more or lem Beira% tht same prwrAses conveytd to Paul J. D'Amaito by deed dated August 8, 1945 and recorded in the Hampden County Registry of Deeds on August 9, 1945 in Book 1804, at Pap "157. 4 -2 The land lying Westerly from Suffield Street and Northeasterly from Rowley Street, bounded and described as follows: Beginning at a stone bound at the Sopthwesterly earner of land hereby conveyed at land now or formerly of Pattteraon and running thence North 470 41' 0" West, a distance of Three Hundred Eighty and 74/100 (380,74) feet along land now or formerly of Patterson to a stone bound; thence North 211 41' West a distance of Two Hundred Eighty Two and 100 (282.96) feet along land now or formerly of Buoneconti to an iron pipe; thence continuing the same course a distance of Four Himdred. Eighty Six and 981100 (486.98) feet along land now or formerly of Buotacotrfi to a atone'bowid; thence North 8V I 30" East a distance of One Hundred Thirty Eight and 331100 (138.33) feat along land now or formerly -of Ltmgo to a stone bound; thence North 290 26' West, a distance of One Hundred Severity 'Three and 941100 (173.94) fat along land now or fortmriy of Longo to a stone bound; thence continutittg the same course a distance of Two Hundred Thuty Seven and 88/100 (237.88) feed along land now or formerly of Longo to a stone bound; thence North 10 13' East, a distance of Two Hundred Twenty (220) feet along land now or formerly of Barabed and Malie to an iron pipe; thence North 83° 00' EaA a distance of Four Hundred Seventy and 591100 (470.59) feet along land now or'forrnerly of Worden to an iron pin; thence South 7° 41' 30" West, a distance of Four Hundred TWmty Five (435) feet aloha land now or formerly of Worden to a stone bound; thence A TRUE PHOTOCOPY AS RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEDS AND IT IS SO CERTIFIED ti t Sk 20147 Pg494 #SO472 Page 2 of 4 Printed': June 23, 2015 @ 12:15:43 ATTEST: REGISTER OF DEEDS Bk W47 Pg496 #80472 South 6° 01' 44" East, a distance of Eleven Hundred Twenty Fouuand 81/1.00 (1,124.81)' feet along land now or formerly of Warden to a stone mound; thence South 4711 25' 30" Test a distance of Two Hundred and 90/100 (200,90) feet along land now or formerly of Patterson to the plats; of beginniq. Together with the right to use in common with the Ramah Realty Company and all others lawfully entitled thereto for all purposes for which public street$ are oommonly used, the right of way Twenty (20) feet wide extending from the Northerly line of the above desa ibed prises- across land of the Ramah Realty Company to a private str shown as Rwnah:Circle North and with the right to so use as. above set forth said Rmnah Circle North and Walnut StreO, all as shown on plan of sEtMv lion of land in Agawam, Mass., owned by Ramah Realty Company,, August, 1953, Bugene L. Higgins, C v. Eng'r., recorded in Hampden County Registry of Deeds in Book of flans 40, Page 116. Subject to pole and wire rights sgranted to the Montague company by deed of H. Preston Worden dated June 10, 1924, and recorded in Hampden County Registry of Deeds in Book 1221, Page 298. Being Parcel No. 1 in a deed from Ralph J. D'Amato to Paul J. D'Amato dated February 21, l %9 and recorded in the Hampden County Registry of Deeds on. February 24, 1969 in Book 3403, at Page 419. P CE The land in Agawam, Hampden County, Massachusetts, lying Easterly irom Rowley Street and Southerly from Springfield Street,bounded and described as follows: Beginning at a stone bound distant approximiately sixty hundred (640) feet South from Springfield Street at O'Brien's Corners, so-called„ at land now or formerly of Timothy and Dennis O'Brien, which is the Northwesterly comer of the premises hereby conveyed, and ninmng thence South 30° 26' 30" East along lard of said O'13riens a distance of Four Hundred Seventy One and 97/100 (471.97) fit to a stone bound; thence North 41 ° 45' East along land now or formerly of Worden a distance of *Two Hundred Eighty Two and 55/100 (282.55) feet to a stone bound; thence North 31 21' East along land now or formerly of Worden a distance of Ninety and 101100 (90.10) feet to a shone bound; thence North 58° 25' West along land now or formerly of Worden a distance of Three Hundred Seven and 41/100 (307.41) feet to a -stone bound at other land of Sbitbmncare Paper Company; thence in a Northwesterly direction along other land now or formerly of Strathmore Paper Company a distance of One Hundred Seventy Five (175) feet more or less to the stone mound at the place of beginning. Containing approximately 2.25 acres. Tvg+ether with the right to lay, constrW and maintain an aqueduct pipe of any size in and across fond now or formerly of Horace B. Worden as granted by Autos Oosselin and C� A TRUE PHOTOCOPY AS RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEDS AND IT IS SG CERTIFIED ,.. 1.��y y � .yam •6 "'I T Bk 20247 Pg494 #80472 Page 3 of 4 Printed: June 23, 1016 0 12:15:43 ATTEST: 44-a,`,C� REGISTER OF DEEDS ' Bk 20 7 Pg497 .#80472 Ea&W C 0"din to the Wttineagm PRM Company by dead dated October 26, 1899, and re0orded in Hampden County Regime' of Deeds, in Book 611, Page 107. Being NMI No. 2 in a decd from Rah J. D'AmaW to Paul J. D'Amato datod February 21, 1969 and rued in le Hampden C.ounv R�istry of Deeds on February 24, 1969 in Book 3403, at Page 419. DONALD E. AMM RVQiBM liAMPrV R IMY AEti1.4`xRY OF MW A TRUE PHOTOCOPY AS RECORDED IN HAMPDEN COUNTY REGISTRY OF DEEM AND IT IS SO CERWIED Sk 20147 P9494 #80472 Page 4 of 4 Printed: June 23, 2016 0 12:15:43 ATTEST: 44.4el) ew4v'L REGISTER OF DEEDS J.S. PECRULIS { LAND DEVELopww SERVICES, INC. • Stre'Dkftn PermOng 'P 0 is 0 C on,Managerwnt Traffic 181 Notre Dante Streef Web: www Isplds.com Phone: 413-564-0404 Westfield, MA 01085 Fax 413-564-MS October 3, 2016 Gary Weiner 53 Mill Road•- Hampden, MA 01036 - I� J RE: D'Amato Subdivisicri Sight Distance Analysis -, DearMr. Weiner JSP Land De°vielopment Services. Inc. has been retained to evaluate the sight distance ava" for the subdivision project located off Rowley Street in Agawam, Massachusetts. The procedures and guidelines for this evaluation follow those accepted >by the MaSSDOT as developed by the American Association of State Highway and TransportaWn tiiticials (AASHTO). Project Descriptitm and Site Access The proposed Di4mato Way Subdivision project is an 8 lot subdivision located off 'Rowley ;Street in Agawam. The project is located in a residential area and the approximate 13 acre parcel currently accommodates a single family residential home. A proposed cul-de-sac roadway oriented east-* e direction will provide access to all 8 parcels. Existing Conditions Rowley Street is a local collector roadway oriented in the northwest to southeast directions with a single travel lane in each direction. The noadway alignment dudes a section of road with a pair of reverse curves separated by a tangent length of approximat* one tenth of a mile (500 feet}. The certain is relatively flat throughout the length of Rowley Street Grade along Rowley Street are negligible. The posted #ravel speed'dong Rowley Street is 25 mph in the northbound direr ion and 35 mph in the southbound dire. A b.W travel speeds were measured for this rewn using the radar gun method_ The avercW measured 'travel speeds are 29 mph and 32 mph in the northbound and soi.Mbound directions, respectively. The 85& percentile speeds, which are above average speeds used in analyzing travel conditions of a roadway, ware measured to be 32 mph in the northbound direction and 37 mph in the southbound direction. The prOPosed srthd v sm drive will intersect Rowley Street midway between the two curves described above The {proposed subdivision drive centerline is located adpowd to the noMem edge of the e)dsting driveway serwig the stogie family home currently on site. Sight Dlstanice Analyses The procedures for determining the adequacy of sight distance at the proposed site driveway follow the methodology defined by the American Association of State Highway ;and TranVortatjan Offrcials (AASHTO) and acoePted by the Massachusetts DeWtment Of Transportation. For new intersections or driveways two sight distnce analyses are conducted: stopping sight distance (SSD) and intersection sight distance OSd). AlthoughJSD is not required, 4 is required by AASHTO or MasswT, a is preferable when precticar. UAmato LAk Subdivision paoe 2 In determining the adequacy of stopping sight distance, the recommended SSD and ISD are calculated based on field conditions >collected at the intersection location. The cakukded acceptable sight distances are then compared to field collected sight distance measurements in order tD determine compliance with the safety standards set forth by AASHTO. Table 1 summmizes the calculated and field measured SSD and ISD for the ,proposed a twaaction of Rowley Street and D'Amato Way. The t35r' percentile speeds were applied in the calculations for these analyses. Table i STOPPING SIGHT DISTANCIF AMA[" VACS M rYYA DY Locafion AASHTO Sight Distance Reoommendaion* Field Measured Sight Distances Regulations Satisfied? D'Amat,D Way Stopping Sight Distance Northbound 216 290 Yes Southbound 267 385 Yes Intersection Sight Distance Left -Turn from Side Street 408 425 Yes Right Tum from Side Street 306 275 No Left -Turn from Major Street 259 285 Yes nuwwy -9%= WWI P4A= 09s O 0FI'vw'.PerF7enw MAW W nle YW Speeft Al me3Rtmmenq pesarftd in It should be noted that during the field measurements two cars were parked end to end in the driveway to the south of proposed D'Amab Way dfive_ The staddrlg of these Vehiclos obstructed the stopping: sight distances to and from the south. These restricted distances are those represented in Table 1_ Once the vehicle closest to Rowley Street was moved, the sight distances increased considerably, including the Intersection Sight Distance for right -Turning vehicles which increased from 275 feet to 335 feet. AASHTO notes that ISD for rig *taming vehicles is not critical when SSD are accommodated along the same approach. When this is the case, the approaching vehicis on the major roadway may be required to reduce theF travel speed when approachng a vehicle entering the roadway and traveling in the same dwerdon: AASHTO also notes that consideration should be given to inswftg regulatcxy speed signs along the major -road approach to the intersection to keep travel speeds at desired levels or other regulatory sage, such as signage to alertrnotorist of the upcoming curve in the road. Summary of Findings The proposed 8 unit single family subdivision project is located to the west of Rowley Street in Agawam Massachusetts. The following summaries Wings of the traffic assessment • The proposed project will connect to the local area roadway at a stele location along Rowley Street and will replace an existing single family home driveway. • The project is expected to generate a minimal'increase 'in vehicle activity throughout the day. • The posted speed lirnit in the nortfibound direction is 25 mph and 35 mph in the southbound direction. The average measured travel speeds are 29 mph and 32 _mph in the nattthound and southbound directians, respectably. The • Stopping sight distance; analyses were conducted for the proposed subdivision curb cut onto Rowley Street. The analyses fdbw mehodobgy accepted by the MassDOT Based on the D'Amato 38ky Subdivision Pao- 3 analyses for the slopping sight distances along both Rowley Street approaches, the proposed driveway locafm meets or exceeds the required safety: standards for sight distance. • The Intersection Sight Distance analyses identify asingle condition where the ;held measured conditions fell short of the recommended AASHTO distances. The right tum from the side street approach ISD was restricted when parked cars were double stacked in the adjacent property driveway. When the vehicles were not double slacked the ISD was satisfied. As referenced by AASHTO, the ISD is preferred, however, when SSD along the same approach are satisfied, the necessity of sati*ing ISD is less critical. • AASHTO suggests considering installing additional -regulatory speed signing when ISD fnr right- taming Vehicles is not provided. Therefore it is recommended that additional signage as appropriate be installed along the Rowley Street approach prior to the curve in the roadway. This signage may include additional signage as regulated by the Manual on Uniform Traffic Control Devices and appropriate for the conditions along Rowley Street. SimoL�, Jeffrey S. Pe huffs JSP Land Development Attachments_ Travel Speed W xksheet - Sight distancewoftheet JSP Land Development 9l2912016 181 Notre Dame Street Westfield, MA 01086 Project: D'Amato Way Client: Gary Weiner" Subject: Travel Speed Survey Rowley Street, Agawam Measured Travel Speeds. Samples via radar. Posted speeds: 25 mph Northbound Survey Dater 09129/16 Start Time: 10:30 AM Southbound 31 30' 30 30 30 29. 32 32` 27 31 36 38> 31 32' 30 39 34 36 32 28, 30 30' 34 33 25 31 26 29' 28 22 25 22: 26 33' 28 38' 31 36. 23 29 25 38- 26 30 29 34 25 32 28 24 33 30 Average 29 mph 32 mph 85th Percentile 32 mph 37 mph` JSP Land Development 181 Notre Dame Street, Westfield MA Project. D'Amato Way Location: Rowley St, Agawam MA STOPPING SIGHT DISTANCE CALCULATIOM; Stopping Sight Distance (SSD) wlgrade = I A7Vt + V130((a132.2)+G) (AASHTO Exhibits 3-2, 3-3) Design Speed M = 8e percentile measured speed (mph) Brake Reaction time (t) = 2.5;see (AASHTO 3-2) Deceleration rate (a) = 11.2 Nsed� (AASHTO 3-2) Grade (G) = field measured approach grade Driveway #1 _ No bound SSO = I A7Vt + N2130((a/32 2) ± G) V (rnph)= 32 Grade (G)= 0 SSD (ft) = 1.47(V)(2.5) + ) I (30(11.2132.2)+G SSD (ft) = 216 Southbound SSD = 1.47Vt+ 1.075VIa V (mph)= 37 Grade (G)= 0 SSD (ft) = 1.47(V)(2.5) + (30(11.2/32.2)+G SSD (ft) = 267 INTERSECTION SIGHT DISTANCE CALCULATIONS ISD = 1.47Vt Design Speed (1r) = 8e percentile measured speed of major road (mph) Left Turn Gap time (tg) = 7.5 sec (AASHTO Exhibit 9-54) Right Turn Gap time (t.) = 6.5 sec (AASHTO Exhibit 9-54) Left Turn Gap time (+,,,) = 55 sec (AASHTO Exhibit 9-66) Drivewav #1 Left Turn Out ISD = l A7Vt V (mph)= 37 ISO (ft) = 1A7(V)(7.5) ISD (ft) = 408 Right Turn Out ISD = 1..47Vtw V (mph)= 32 ISD (ft) = 1.47M(6.5) ISO (ft)= 306 Left Turn In ISD = 1.47V6 , V (mph)= 32 ISD (ft) = 1.47(V)(5 5) ISD (ft) = 259 9/2912016 UNITED STATRAft"dfflWCE CT 1 First-Ciass Mail Postage & Fees Paid LISPS Parmit Wn r— f7 ' Send r". Ae ;print your name, address, and ZIP+40 in this box* Town of Agawam 36 Main Street Agawam, Massachusetts 01001 Planning Board USPSTRACMG# 'il i41 11 ' 11 1 Il 1 1"-It,Ila1III) 1111 .111*111111111 9. 1 1 516$ 538Z 72 ■ Complete items 1, 2, and 3. w Print your namd and address on the reverse so that we cafrteturn the card to you. ■ Attach this card to the back of the:mailpiece, or on the front if space permits. t. Article Addrewed to: Rowley Street Development Trust One Monarch Place, Suite 2220 Springfield, MA 01144 Attn: Attorney Michael Parker B: Fie ?6ed by (Printed ame) s D. is deWery address dftrwi f if YES. enter delivery a e 0 Agent © Addressee Date of Peilvery Pi? 11 Yes c [ No 3. Service Type L7 Priority MOM Express® j +E} lyi 1l1lrr k`{( Ij ■■f 11f Ij Ij111 {r Sigure Regmered ]ii jjII Adun m Reetrictea oeiiverf d stered MOD RestnaW cerrlrled lteatl VVY 9599 9401 0025 5168 5381 72 G"dweWkrt ma' Recyrww Delivery [I ==Irptfor ❑ 2. Article Number !Transfer ft- feA hl- lAholi 0 COrr O nn DBNvery Restricted DelWery 0 Signature C0rfKrTr8tj0nTM Sail 0 Srgrurw" Confim otiorr 7 015 1520 0900 7100 2955 Ralf Awricted UsYrvery ReWicrwl Dgvmy PS Form 3811, Apra! 2015 PS►d 7530-132-000-9053 Domestic Paton Receipt October 2O, 2016 I AGAWAM ADVERTISER NEWS 1 Page 15; i OUR CALENDAR SEC17ONis intended to promote free events, or those that directlyaftecta volunteer -drivers or ganizatlon, Paid events that are not deemed benefits do not qualify. Non -charitable events that charge the public for profit are not allowed as we consider that paid adver- rising, The oWdime to submit calendar items is Monday at noon. Send to the Agawam Advertiser News at aan@ turfeycom, lax to 413-786-8457, or mail to 23 South- wick St., Feeding Hills, MA 01030. We usually print at least one week prior to an event. The Astings should be brief with only time, date, donation, activity explanation and contact information. Friday, Oct.21 TALES FROM HAUNTED NEW ENGLAND, 7 to 8 p.m., in the Storrowton Village Meetinghouse on the grounds of the Big E, 1305 Memorial Ave., West Springfield. Gen- eral admission, $5; under 6 free. ALBANY KENNEL CLUB DOG SHOW today and to- morrow from 7 a.m. to 6 p.m, in Mallary East and West on the grounds of the Big E, 1305 Memorial Ave., West Springfield. Free admission. NEW ENGLAND EQUITATION CHAMPIONSHiPS today through Sunday, 8 a.m, to 5 p.m, in the Coliseum on the grounds of the Big E, 1305 Memorial Ave,, West Spring- field. No admission. WESTFIELD STATE UNIVERSITY'S GUEST LECTURE SERIES welcomes its first musical performer of the sea- son, Haitian American composer, singer, and conductor Sydney Guillaumeat 6 p.m., followed by the concert from 6:30 to 8:30 p.m. on Dever Stage in Parenzo Hall. Saturday, OcL 22 CRAF1 AND ANTIQUE FAIR from 9 a.m. to 3 p.m. at Southwick Regional School, 93 Feeding Hills Road. Pro- ceeds to benefit school Europe trip. For more informa- tion oontact Caren Harrington at the school, 413-569 6171. Sunday, Oct. 23 HOMEWARD VETS will host the first Dog Tag Dash 5K Fun Run -Walk at School Street Park in Agawam. Fam i1y-friendly event with activities for children. An obstacle course free for kids under the age of 10. To register, visit www.runreg.00m/dogtagdash. THE SMALL PLANET DANCERS will present a singing and dancing program to commemorate World War l at 2 p.m at Southwick Town Hall Auditorium, 454 College Highway. Free and open to the public. Sponsored in part by a grant from the Southwick Cultural Council, a;local agency supported by the Mass. Cultural Council L-eaals AGAWAM PLANNING BOARD LEGAL NOTICE The Agawam Planning Board will hold a pub- lic hearing on Thursday, November 3, 2016 at 6:30 PM at the Agawam Public Library, 750 Cooper Street, Agawam, MA. The piurpose of this hearing wilt be to hear the petition of Rowley Street Development Trust for a Definitive Subdivision Plan for property on Rowley Street (D'Amato Way). By Order of Mark R. Paleologopoulos, Chairman AGAWAM PLANNING BOARD 10/20,10/27/16 Legal Ad AGAWAM CONSERVATION COMMISSION The Agawam Conserva- tion Commission will hold a THE WEST SPRINGFIELD COIN CLUB's semi -an- nual Coin Show takes place from 9:30 a.m. to 3 p.m, at the Dante Ca,1108 Memorial Ave., West Springfield across from the grounds of the Big E. For more lnforma ton, contact Peter Setian at 413-596-9871. TROY KENNEL CLUB DOG SHOW from 8 a.m. to 6 p.m. in Mallary East and West on the grounds of the Big E, 1305 Memorial Ave., West Springfield. Free.admis- sion: Wednesday, Oct: 26 PROFESSIONAL BEATLES MUSIC SCHOLAR Aaron Krewrowicz will present 'The Beatles: Band of the Six- ties," at 6:45 p.m. at the Southwick Public Library, 95' Feeding Hills Road. Funded by the Friends of the South- wick Library. WEST OF THE RIVER CHAMBER OF COMMERCE will host Food Fest West from 5:30 to 8 p.m. at Crestview Country Club, 281 Shoemaker Lane, Agawam. Tickets: are $25 'in advance at www.westoftheriverchamber. com, or $35 at the door. For more information, con- tact the Chamber office at 413-426-3880 or info@ westofthenverchamber.com. Thursday, OcL 27 THE SPRINGFIELD MUSEUMS AT THE QUADRANGLE will present "Garry Bmrrm's Greatest Hits" featuring' Saturday, Oct: 29 HAUNTED HOUSE at Heritage Woods Senior Living from 2 to 4 p.m. at 462 Main St., Agawam. Children are welcome to wear costumes and take a walk through the haunted house. For more information, call 413-786- 9704 or email nicole.wallace@genesishcc.corn., A HALLOWEEN PARTY in the Tolland Public Safety Complex, 206 W. Granville Road. The party is open to the public and will feature a hayride, juggler, arts and crafts and snacks and pumpkin carving. COMMUNITY GRANGE 382 at 47 N. West Street in Feeding Hills will hold an indoor tag and bake sale from 9 a.m. to 2 p.m. Proceeds will benefit;the building fund. 'A WALK WITH SOUTHWICK SPIRITS' wfl be held at the Old Southwick Cemetery at 2 p.m. Local people in costume will tell stories about the people buried in the cemetery. Park at the New Southwick Cemetery and wear comfortable shoes. $5 for adults to benefit the Southwick History Museum For more information, con -^- Ser es.presented by the Agawam Cultural Council. The Senior Center is at 954 Main St. The event is free and open to the public. For more information, visit www.aga- wamcc.ofg. Saturday, Nov. 5 CHRISTMAS COLLECTION CRAFT FAIRtrom 8:30 a.m. to 3 p. m. at the 1 st Congregational Church at the rotary in East Longmeadow. Lunch available. Free parking. Wednesday, Nov. 9 THE OVATION SPEAKERS. SERIES at Springfield Tech- nical Community' College continues with MB CaschoM, renowned author of lesbian, gay, bisexual and transgen= der ligature, at 1010 am. and 11:15 a.m. in Scibelli Hall (Building 2), free and open to the public. THE ELM-BELCHER'MASONIC LODGE, 53 sliver SL, Agawam offers an'all-you-can-eat spaghetti supper at a.cost of $8 for adults, $4 for children. The public is welcome. tact Connie at 413-569-6140. ANTIQUEAND MODERN FIREARMS SHOW today from, 9 a.m. to 5 p.m. and tomorrow from 9 a.m. to 3 p.m. in the Better Living Center on the grounds of the Sig E, 1305 Memorial Ave., West Springfield. $11 with online coupon; children under 12 free with parentlguardian. Saturday, Nov.12 CHRISTMAS CRAFT AND VENDOR FAIR from 9 am. to 2 p.m at ChristChurchUnited Methodist, 222 College Highway, Southwick. Sunday, N W 13 THE WEST SPRINGFIELD COIN CLUB will meet at 7 th Ch rot of Vie Good Shepherd 214 Elm SL Garry Brown, longtime local sports editor, at 12:15 in P.M. m e u , the Museum of Fine Arts, at 21 Edwards St., Springfield. Sunday, Oct. 30 West Springfield. A special coin topic will be presented Admission is $4 ($2 for museum' members), Parking is AGAWAM LIONS CLUB HARVEST BREAKFAST from . and discussed. Refresfuruertts available. fists wel- free. For information, call 413-263-6800,ext. 488. 8 to 11:30 am. Tickets, $5 for adults and $2,50 for come. For more information, -call Peter Sellim at 413- children 10 and under, aava!Ltie at door or from any 789-2061. THE RIVERHEAD KENNEL CLUB DOG SHOW from 7 Lions Club members. Free packing. a.m. to 6 p.m. in the Young Building on ipe grounds of the Big E, 1305 Memorial Ave., West Springfield. Free THE RIVERHEAD KENNEL CLUB DOG SHOW from 7 admission, a.m. to 6 p.m. in the Young Building on the grounds of the Sig E, 1305 Memorial Ave., West Springfield. Free THE TSASA OCTOBERFEST HORSE SHOW from 9 am. to 10 p.m. today through Sunday in Coliseum on the grounds of the Big E. 1305 Memorial Ave., West Springfield. Free admission. Friday, Oct 28 LOCAL ARTIST DENISE GRIFFIN will offer an adult watercolor painting workshop from 10 to 1i:30 a.m. in the Southwick Public Library's Community Room, 95 Feeding Hills Road. $15 per person, with a portion to be donated to the library. All necessary materials provided'. QUEENSBORO-KENNEL CLUB DOG SHOW from 7 a.m. to 6 p.m. today and tomorrow in the Young Building on the grounds of the Big E, 1305 Memorial Ave., Sprutgfield. Free admission. public hearing on Thursday, October 27, 2016 at 6:30 PM at the Agawam Public Library, 750 Cooper Street, Agawam, MA. The purpose of this hear- ing will be to hear the petition of Paliy for an Amendment to the Order of Conditions for 116 Adams Street, for work subject to the Massachusetts Wetlands Protection Act. By Order of Henry A. Kortosfd, Chairman AGAWAM CONSERVATION COMMISSION > 0120/16 6*8-44ain Street, Agawam, MA to consider the adoption of a Residential Tax Factor pursuant to Massachusetts General Laws, Chapter 40, section 56 as submitted to the City Council by the Mayor on October 13, 2016. The Resolution (TR-2016- 63) is available for public inspection at the City Cleric's Office, 36 Main Street, Agawam, MA between the hours of ' 8:30am to 4:30pm, Monday through Friday. It is also available at the Agawam Public Library, 750 Cooper Street, Agawam, MA and the Agawam Senior Center, 954 LEGAL NOTICE Main Street, Agawam, MA. PUBLIC HEARING BY ORDER OF: AGAWAM dames P. Clehetti CITY COUNCIL President of the City Council The Agawam City Council 10/20/ 16 will conduct a public hearing on Wednesday, November 9, 2016, at 7:00 pm, at the Roberta G. Doering School, ` Please check the accuracy of your legal notice prior to submis- sion, (i.e., date, time, spelling). Also, be sure the requested publication date coincides with the purpose of the notice, or as the law demands. Thank you. admission. Tuesday, Nov. i COFFEE MTN MAYOR COHEN from 8 tb 9:30 a.m. at the Agawam Senior Center, 954 Main St. Hosted by West of the River Chamber of Commerce. For more informa- tion, call 413-426-3880 or errall nfo®westoMeriver- Mambercom, THE DIVERSITY SERIES at Springfield Technical Com- mun'ity College continues with featured speaker John B. Herrington, astronaut and refired U.S. Navy commander, at a. m. in the Scibelli Hall (Building 2). Free and open to the public, Hday, Nov. 4 THE ;SMALL PLANET DANCERS will perform at the Agawam Senior Center at 7 p.m. as part of the Applause Legal Ad AGAWAM CONSERVATION COMMISSION The Agawam Conserva- tion Commission will hold a public hearing on Thursday, October 27, 2016 at 6:40 PM at the Agawam Public Library, 750 Cooper Street, Agawam, MA. The purpose of this hear- ing will be to hear the petition; of Tirone for an Amendment to the Order of Conditions for Tanglewood Lane, for world subject to the Massachusetts Wetlands Protection Act. By Order of Henry A. Kozlosid, Chairman AGAWAM CONSERVATION COMMISSION 10/20116 SatuIrday, Nov.19 OUR LADY OF THE LAKE CHURCH annual Christmas Craft Fair and Bake Sale today iron 10 a.m. to 4 p.m. and tomorrow from 8.30 am. to noon. The Knigfris of Columbus will be siring food on Saturday. Free parking available behind the church for all. For more Inform- tion, call 413-569-0162. The church is at 224 Sheep Pastttre Road, Southwick. ALL -DAY CARD WORKSHOP to benefit the Westfield Athenaeum at the Central Baptist Church,115 Elm St., - Westfield from 9:30 a.m. to 4 p.m. All materials pro- vided. Advance registration required. Participants should bring their own lunch, or money to order from Two Rivers Bumttos. To register, contact Sandra at starrplinsandra@ comcast.net. "UNDERSTANDING YOUR BEST FRIEND' with Phil Klein, certified dog listener, from 1 `30 to 3:30 p.m. at the Suffield Senior Center,'145 Bridge St. Bring ques- bans, but not your dog, to this free program. Register at 860-668-3896or online at suffield-library.org. ®® ®min mma M®MRM M �®®® E®M®O � mmmmmm M®�M ® ®M M®M ®® 0®0® �M0 in MM® ® M® ©OmL70®© m©mmm0' ®�®®M MMM Agawam Senior Center Lunch Menu Tuesday, Oct 25: No morning classes. 10 a.m. to Monday, Oct 24. Hamburg and gravy over mashed I 1 p.m., Annual Health Expo (Veteran's Hall and potatoes, cam, bananas. Tuesday, Oct 25: Roast pork with apple and cran- updatirs); noon, ladies only billiards; 12:30 p.m., mah jongg 1 p.m., Mexican Train Game; 2:30 berry stuffing, dilled carrots, applesauce. p.m., chorus; 4:30 p.m,, yoga; 6 p.m., beginner Wednesday, Oct 26: Eggplant parmesan, garden line dance. Wednesday, OcL 26: 8 a.m. weight training; 8:15 salad, baked good. Thursday, Oct. Z7: Chicken tetrazzini over egg noo- a.m.. vnga; 9:45 a.m., Gentle Yoga; 12:30 p.m., ballroom lessons, scrabble;1:30 dles, peas, pears. Friday, Oct 28: Potato crunch fish sandwich with let- bridge, p.m., p.m., Golden Agers Chapter 1 meeting; 5:30' tuce and tomato, tater tots, pudding., p.m., Zumba Gold. Thursday, Oct 27: 9:a.m., exercise; 9:30 a.m., Caletrdar of Events quilting; 10 a.m., line dancing 12:30 p.m., bridge; 1 p.m., pitch, open art2 p.m., Melody Monday, OcL 24: 8 a.m.,'weight training; 8:15 a.m,, yoga; 9:30 a.m„ line dancing, Halloween candy- Band practice (subject to change) 6 p.m., cancer making; 11.30 a.m., Gentle Yoga; 12:30 p.m., " support group; 6:30 p.m., evening pitch, evening winter car care check with Mark Whitney (Cot- fee Shop);1 p.m. Evening activities cancelled for line dancing. FrWay, Oct 28: 8 a.m., yoga; 9:15 a.m., Let's Paint; health fair set-up, 10 a.m., tai chi; .noon, canasta; 1 p.m., pitch, cribbage; 4 p.m., poker. Page 16 1 AGAWAM ADVERTISER NEWS I October 20, 2016 4- 16110.5'72" PRESSURE : EASY STREET ANTIQUE& treated boards $20 each. 15' guying one item or entire estates, diameter Intex pool, new pump glassware, pottery, crystal, $500, (413)535.5168. jewelry, o3ins, watches, military, ANTIQUE AND PERIOD chairs — toys, Logos, hunting, fishing, Restored with new woven seats — `weaves stringed instruments, tools and more. Call today {413j626 �8t}3, Many styles and available. www.ezantigtles.com Call (413)W7-9680 r Estate Sale ESTATE SALE 28 Wood Dr., 1-1r2 YEAR SEASONED OAK/ Ludlow. Saturday, October 22, HARDWOODS. Out, spill, Sam-4pm household 'sterns, delivered. 2, 3 & 4 cord Ioads. R.T. seasonal decorations, furniture, Smart & Sons 1-413-2674827 collectibles. Everything must gol www.rtsmariwood.com. Al SEASONED FIREWOOD quality & volume guaranteed. Call S & K Lawn Care 800-607-5296, HOLIDAY 'CRAFT FAIR St. or 413-267-3100. 1-4 cords with Thomas the Apostle Parish promptdefivery. Center, 1076 Thomdike Street, Palmer. Sat 10/22 from 9am-3pm. ALL SEASONED HARDWOOD (413)=14091 cut, split and CWl Vexed. Prompt delivery. Westview Farms, ill East Hill Road, Monson (413)248- a 4' 1721 WINTERGARDEN COMBINED ANTJOIJES A COLLECTIBLES. ESTATE'S AUCTION 14:t14 AM Saturday, October 22. 2016, Quaboag Country Club, Palmer- Rd., Rt. 32, Monson, fi m. Preview hours: Friday, October 21st 4-00 P►JI to 8:00 PM & Saturday, Ocfakier 22nd 9:i7s?' AM to'10:00 AM_ Furniture of all periods, a Huge Doll & Bear Collection, Toys &- Robots, Estate Jewelry, Beer Advertising, Outsider Art, Antique Transiarware and much morel Visit our webpage: www.wintergardenauOon.com com Aucfion.zip #8223 FIREWOOD Fresh cut & split $165:00. Seasoned cut& split $225.00 All hardwood. Tree length available 'Also have seasoned softwood for outdoor boilers (Cheap). Qualny & volumes guaronteedlf New England Forest Products (413)477-00B3. FIREWOOD SEASONED UNDER cover. Mostly Oak, hand loaded, split for stove or fireplace use. 112 card units delivered $130: Local discount. (413)467-3423. MAIL TO: 24 Water Street, Point , MA 01069 or Visit www.turley corn to place an ad eft• ' • LOG LENGTH FIREWOOD for WANT TO LOSE weight quickly sale. 7.8 cords delivered. $700.00 and permanently? Safely and delivered locally. Pricing subject to naturally? Try our powerful change. Seasoned firewood loose subf!minal messages! Just $14.97 or stacked on pallets and per album. Visit delivered. www.6xpertsubliminals.com todayl." Also specialize in heat Treatment 'Certified Kiln Dried `• bundled firewood, kindling and grilling wood perfectior campfires A PLACE FOR MOM. The and brick oven restaurants. nation's largest senior living Wholesale inquiries welcome_ Call referral service. Contact our 14MO473.4500 trusted, local experts todayl Our service is free/ no obligation. Call (800)417-0524. DF.ADLJN1ES% QUMDBiN 8e SUBURBA" inarr Artannu HILLTOWNS — MONDI+ � M - T ! 3 4 9 tti 11 12 18 14 is 18 17 Is 19 20 21 m„► a 22 9m 23 ewe 24 INA 25 ftwm 2111 -AT W 23 30 e-. pft 31 irr 32 8f — 34' 35 , BON No 37 B*dM. 39 area sa a 39 _ 46 Name: Address: Town: Number of Weeks: Credit Card` Card Amount of charge: J MasterCard Cl VISA J Discover Phone: — State: Zip: X per week rate = $ G Cash ❑ Check# ALL THREE ZONES. First ZONE base Add a second Z Add a third Z LIFE ALERT. 241. One press of a button sends help fast) Medical, Fire, Burglar. Even it you can't reach a phone[ Free brochure. Call (800)457-1917. LUNG CANCER? AND 60 years old? If "so, you and your family may be entitled to a significant cash award. Call (800)364-0517 to learn more. No risk. No money out of pocket. PROMOTE YOUR PRODUCT, service or business to 1.7 million households throughout New England. Reach 4 million potential readers quickly and inexpensively with great results. Use the Buy Now England Classified Ad Network by calling (413)283-t1393, classifieds@turley.com. ` Do they work? You are reading one of our ads now!! Visit our website to see where your ads run communitypapersne;eom OLD CARPENTERTOOLS wanted: 'Planes, chisels, saws, levels, etc. Call Ken 413-433 2195. Keep your vintage tools worKcing and get MONEY. WANTED ANTIQUES & COLLECTIBLES Furniture, Advertising signs; Toys, Dolts, Trains, Crocks & Jugs, Musical Instruments, Sterling Silver & Gold, Coins, Jewelry, Books, Primitives, Vintage Clothing, Military items, Old Lamps. Anything old. Contents of attks, barns and homes. One item or complete estate. Call (413)267 3786 or(413)839-1472 Ask for Frank. WE PAY FAIR PRICESII I n aai price ONE I'Mou wadin%- DNE: $5.00 Quatihin btal :eks Suburban trod xdlin�rns a WWt WWR MILITARY items. American, 'German, Japanese, medals, swords, uniforms, Patches, helmets, photos, manuals, flight jackets, knives, bayonets.(413)685.2889 NEW ENGLAND ESTATE PICKERS IN THE OLD MONSON LINES BOWLING ALLEY. BUYING NOWT ALL ANTIQUES AND COLLECTIBLES COMPLETE ESTATES SETTLED! . (413)267-3729 TOP DOLLAR ON THE SPOT FOR ALL GOLD AND SILVER, ITEMS, JEWELRY, COINS, SILVERWARE,ETC1 Items to include: old advertising signs of all subject manerst Furniture, toys, Wain$, peed ears, model car kits from the 71Ys, old fthi sg items, military items, sports stuff, old' paintings, books, coin' operated Coca Cola Pin1ball machines, etc. COMIC books, postcards, magazines, old letterman lockets, musical instruments, microscopes, binoculars, old bicycles, motorcycled, vintage autotnobileel WE PURCHASE CONTENTS OF BARNS, GARAGES, ATTICS, BASEMENTS1 LET US DO THE WORK AND YOU GET PAID! SIMPLY BRING YOUR ITEMS IN FORA FREE EVALUATION AND OR CASH OFFERI THURSDAY-SUNRAY 10:00 - 5.00 HONEST COURTEOUS SERVICEM 54 MAIN ST. (RTE.32), MONSON, MA WANTED COSTUME JEWELRY, gold and silver, furs. Please call for more information or text (413)5123714. "'""'A & 8 HOUSEVI= REMOVAL SERVICE Cellars, attics, garages cleaned, yard debris: Sams, sheds; demollshed. Swimming pools removed. Cheaper than dumpsler fees and we do all the work Lowest rates. Fully insured: (413)2673353, cell (413)222- W". ,GI"u A CALL 'WE HAUL WE TAKE IT ALL WE LOAD IT ALL LowestRates, accumulations, junk, estates, attics, garages, appliances, basements, demo services 10%'disc. with this ad. All Major CC's CALL NOW (413)531-1936 acallwebagigaMAIMM. DK POWERWASHING We powerwash houses, decks, patios. woof cieaningl non -pressure wash. Removes ugly dark staining & moss. Free estimates. Fully insured, owner4*6ratW Call (413)297-4276 trod xdlin�rns a WWt WWR MILITARY items. American, 'German, Japanese, medals, swords, uniforms, Patches, helmets, photos, manuals, flight jackets, knives, bayonets.(413)685.2889 NEW ENGLAND ESTATE PICKERS IN THE OLD MONSON LINES BOWLING ALLEY. BUYING NOWT ALL ANTIQUES AND COLLECTIBLES COMPLETE ESTATES SETTLED! . (413)267-3729 TOP DOLLAR ON THE SPOT FOR ALL GOLD AND SILVER, ITEMS, JEWELRY, COINS, SILVERWARE,ETC1 Items to include: old advertising signs of all subject manerst Furniture, toys, Wain$, peed ears, model car kits from the 71Ys, old fthi sg items, military items, sports stuff, old' paintings, books, coin' operated Coca Cola Pin1ball machines, etc. COMIC books, postcards, magazines, old letterman lockets, musical instruments, microscopes, binoculars, old bicycles, motorcycled, vintage autotnobileel WE PURCHASE CONTENTS OF BARNS, GARAGES, ATTICS, BASEMENTS1 LET US DO THE WORK AND YOU GET PAID! SIMPLY BRING YOUR ITEMS IN FORA FREE EVALUATION AND OR CASH OFFERI THURSDAY-SUNRAY 10:00 - 5.00 HONEST COURTEOUS SERVICEM 54 MAIN ST. (RTE.32), MONSON, MA WANTED COSTUME JEWELRY, gold and silver, furs. Please call for more information or text (413)5123714. "'""'A & 8 HOUSEVI= REMOVAL SERVICE Cellars, attics, garages cleaned, yard debris: Sams, sheds; demollshed. Swimming pools removed. Cheaper than dumpsler fees and we do all the work Lowest rates. Fully insured: (413)2673353, cell (413)222- W". ,GI"u A CALL 'WE HAUL WE TAKE IT ALL WE LOAD IT ALL LowestRates, accumulations, junk, estates, attics, garages, appliances, basements, demo services 10%'disc. with this ad. All Major CC's CALL NOW (413)531-1936 acallwebagigaMAIMM. DK POWERWASHING We powerwash houses, decks, patios. woof cieaningl non -pressure wash. Removes ugly dark staining & moss. Free estimates. Fully insured, owner4*6ratW Call (413)297-4276 PLANTING BOARD TOWN OF AGAWAM - 36 MAIN STREET AGAWAK MA 01001 t # 1 13 4 1 ` HARB 1, 22S C( s JU ? ARE E } i I C? H! L L S, MA 10 10 RETURN TO SENDER i?5'9 C 9ell.3,3dCA 799 x72A-7tiO4-24=47 Town of Agawam 36 Main Street Agawam, Massachusetts 01001-1801 Tel. 413-786-0400 Fax 413-786-9927 PLANNING BOARD October 20, 2016 Dear Abutter: Rowley Street Development Trust has submitted a Definitive Subdivision Plan showing the creation of eight'(8) new lots on, approximately 13.9 acres of land on Rowley Street. The Assessors Office lists you as an abutter (within 500') and therefore must be notified that the Agawam Planning Board will be holding a public hearing on this Definitive Subdivision Plan at 6:30 PM, Thursday, November 3, 2016 at the Agawam Public Library, 750 Cooper Street,; Agawam; You are encouraged to attend and comment. Sincerely, f Mark R. Paleologopoulos, Chairman AGAWAM PLANNING BOARD MRP:prk PIA3010% JBIOCUARDE TOWN OF AGAWAM 36A&kKSTREFT WATTA14, Uk 01001 H3 4 22 V A L r-'- � I T 'T 0 S CO, T 26 S 0 � T T� Ti i S f WF S NIXIE 051 N72 1 lbloola/zolb NOT 05LIVERABLE AS ADDRESSED UNABL,E TO PORWARD 9 - 2 72 s BC: 91001183799 *1744-047!S-24-42 01001>LS37 1"W"Add -duo UVWXyd'ohl"on 1► ® • io r Us 4. 36 Main Street Agawam, Massachusetts 01001-1801 Tel. 413-786-0400 Fax 413-786-9927 PLANNING BOARD October 20, 2016 Dear Abutter: Rowley Street Development Trust has submitted a Definitive: Subdivision Plan showing the creation of eight (8) new lots on approximately'13.9 acres of land on Rowley Street, The Assessors Office lists you as an abutter (within 500') and therefore must be notified that the Agawam Planning Board will be holding a public hearing on this Definitive Subdivision Plan at 6:30 PM, Thursday, November 3, 2016 at the Agawam Public Library, 750 Cooper Street, Agawam. You are encouraged to attend and comment. Sincerely, Mark R. Paleologopoulos, Chairman AGAWAM PLANNING BOARD MRP:prk 1 1 1 i 1 t 1 1 1 1 1 1 1 1 1 Stormwater Management Report D'Amato Way Subdivision Easterly of Rowley Street Agawam, Massachusetts Prepared For: Rowley Street Development Trust October, 2016 RECEIVED 0C T 12 2016 AGAWA PLANNING BOARD D Amato Way Subdivision Easterly of Rowley Street Agawam, Massachusetts TABLE OF CONTENTS A. Executive Summary B. Massachusetts Stormwater Report Check List and Professional Engineer's Certification C. Stormwater Management Standards Review z. Standard 1: No New Untreated Discharges 2. Standard 2: Peak Rate Attenuation 3. Standard 3: Recharge 4. Standard 4: Water Quality 5. Standard 5: Land Uses With Higher Potential Pollutant Loads b. Standard 6: Critical Areas 7. Standard 7: Redevelopments and Other Projects Subject to the Standards 8. Standard 8: Construction Period Pollution Prevention 9. Standard 9: Operation and Maintenance Plan 10: Standard 10: Prohibition of Illicit Discharges APPENDICES`.' Appendix A: Soils Report Appendix B: Stormwater Drainage Report Appendix C: Long Term Operation and Maintenance Plan 11 0 Stormwater Management Report D'Amato Way Subdivision Easterly of Rowley Street Agawam, Massachusetts Development Overview The applicant, Rowley Street Development Trust, is seeking approval for an S lot single family residential subdivision. The site is approximately 13.9 acres of vacant land. An unoccupied single family house and outbuildings were demolished on a portion of the site near Rowley Street. The parcel has two large Western Mass Electric Company easements crossing the northerly third, and a Tenneco gas line easement along the easterly side. The parcel was previously cleared land for farming, but is currently overgrown with scrub growth and grass. The utility company easements are mostly cleared and grassed. The parcel iszonedResidence B along the Rowley Street right of way (approximately 200' deep) and zoned Agriculture for the remainder of the parcel. The proposed subdivision will comply with all the zoning requirements of the individual districts, and the subdivision complies with the overall Master Plan for the Town of Agawam. As noted above, the site is currently vacant land. The land slopes gently from the northwest` corner to the southeast corner at about 2%. There are no significant environmental features as the parcel has previously been cleared for farming. The shrub growth within the site and mature trees along the property lines do provide for some wildlife habitat, yet the area is not listed as home for endangered species by the State Endangered Species program. It should be noted that over one-third of the parcel will remain open space due to the existing utility easements and the 8-acre Lot 4. There are no wetlands on the parcel as defined under Massachusetts General Laws; however, there is a small vegetated wetland off the property to the north and a possible wetland area to the southeast. The parcel is underlain by soils of the Merrimac sandy loam classification as delineated by the U S.D.A.-Soil Conservation Service. The soils classification was confirmed by test pits dug within the proposed roadway and infiltration basin. The soils evaluations are shown in Appendix A of this report prepared for the subdivision. These soils are well -drained, friable, and subject to wind erosion. Water table in these soils is generally deep with moderate seasonal fluctuations. On -site review indicates stormwater runoff flows over these soils from northwest to southeast with no indication of soil erosion, On -site stormwater will be controlled utilizing roadway stormwater collection to deep sump catch basins. Discharge of the stormwater through pipe systems will be to a sediment forebay and them to an infiltration basin. The basin will have a stone channel and leaching galley for groundwater infiltration and recharge. The proposed system provides stormwatercontrol for all peak discharges up to and including the 100 year storm occurrence. The proposed stormwater design complies with all applicable stormwater standards and detailed under Appendix B of this report. With the disruption of more than one acre of the parcel, -a Stormwater Pollution Prevention Plan (SWPPP) will be prepared in accordance with the Environmental Protection Agency NPDES'program. A long-term Operation and Maintenance plan has been prepared for the site and is provided In Appendix-C. C' H H *tak a spedft§m dom n iP*tbt P 01101 w .- .�. W. .. �-A-) � ior`�ielexltlf�olL i�lfit beioMl byte PRd k mplop C11e 1 f tie revbvmd i O' - Pled (ff'kichAde4l .. and _. 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Swndwd & Lmd'iJa vmb Kom Pa Ponowd Lpo& Ounrpw lwxtma,mc-&WM - — H C.erWm sbnduft are nott* nxt tawWad W 1, S. 9, =d 10 me d Ww"s be fuly met) and an mcpjagoi atvfttmmill bilmamnotnwitlecil Ill o l ks 0 The pwp cd bwiues nt mW a descx pdon of as nwasurn its Five base h*m tD hWam odding cmdftn is pmvkied in the SbmwMwf spat The r�s_reiopcner�t fiocmd Vohmw 2 C mgOmr_3 aft* irih m rmy be used in docmmt twt the p mpow d n (a) ►aft Z 3 and to and MAP at 443 to to `nuxkmn an*nt ' ad (b)' a, , 1 d 8: Oo prriadpolullow f and6rodoa►aad 11 1 1 Cal1w A Cam*ucOon Period Pdkdim PmmnWn and Erasion mW ' ri C.onlral Plan am kwluds the I.04,= RGPQd.Pqp7cf8 TM PfUffilUE W %AARXfg in avwprr ww be 4 &am st cmannihm � 4AMOMNAl 9W m a 8 wr Ut PM am tomETMNR umm um amism SMPfuncOom d 4& Pn%hR%Um of Mbft nlmdh� [7 I I D'Amato Way 5tormwater Drainage Report Agawam, Massachusetts Gary P. Weiner, PE D it H Standard 2 - Peak Discharge Pre and Post Development Peak Discharge Rates 2-year storm (cfs) 10-year storm (cfs) 100-year storm (cfS) Pre Post Pre Post Pre Post Design Point 1 0.00 0.00 0.01 0.00 0.03 0.00 Design Point 2 0.00 0.00 0.04 0`.00 0.17 0.00 Design Point 3 0.00 0.00 0.04 0.01 0.32 0.17 Design Point 4 0.00 0.00 0.02 0.02 0.28 0.25 Design Point 5 0.00 0.00 0.00 0.00 0.14 0.06 I 11 D'Amato Way Stormwater Drainage Report Agawam, Massachusetts �. Gary P. Weiner, PE Standard 3: Recharge Qdctilat onnss Required Recharge Volume Sizing R with Capture Area Ad'ustment R,r (required) = F x Impervious Area where: Rv = Required Recharge Volume (cu. ft.) F = Target Depth Factor 0.60 inch (A -soils) 035 inch (B'-soils) 0.25 inch (C-soils)' 0.10 inch (D-soils) New Impervious Area by Hydrologic Soil Type Impervious Area (A -soils) 47,433 sq #t. 100.0% Impervious Area (B-soils) 0 sq. ft. 0.0% Impervious Area (C-soils) 0 sq. ft. 0.0% Impervious Area (D-soils) 0 sq. ft. 0.0% Total Impervious area 47,433 sq. ft. 100.0% R,, (required) = [Fsoia yype x Impervious Areas,ii T„pej x 1'ft. f 12 in. R, (required) = 2,372 cu. ft. Capture Area Adustment Total Impervious Area = 47433 sq. ft. Total Imperv. Area to Recharge facilities = 41,847 sq. ft. Percent Imperv. To Recharge Facilities* = 88.2% *Impervious Area tributary to recharge facilities must be greater than 65% Adjustment Factor = 1.13 Adjusted R„ (required) = 2,688 cu. ft. 11 0 t t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 D'Amato Way Stormwater Drainage Report Agawam, Massachusetts GaryP. Weiner, PE Water Quality Volume V kQ (required) = ( DwQ/ 12 inches/foot) [ Aimp x 43,560 square feet/acre } where: Vwq= req'd water quality volume (cu. ft.) Dwq= water quality depth* (inches) 0.5 inches A„,P= total impervious area (acres) = 1.089 acres VwQ (required) = 1,976 cu. ft. Compare required water quality volume (Vwq) to required recharge volume (R„) Infilatraion BMP must be sized to treat or hold the larger of the two volumes Rv (required) = 2,688 -cu. ft. See, Standard 3: Recharge Volume Vw4 (required) = 1,976 cu. ft. Use 2,688 cu. ft. Target Volume Storage Volume Provided Recharge Facility Volume Provided Infiltration Basin 12,219 cu. ft.** 12,219 cu. ft. > 2,688 cu. ft. Water quality depth shall equal 1-inch for discharges within a Zone II or Interim Wellhead Protection Area, to or near another critical area, runoff from a I_UHPPL, or exfiltration to soils -with <infiltration rate greater than 2.4 inches/hour or greater; l-inch for discharges near or to other areas ** Volume represents the available storage in infiltration basin to outlet:,; Elevation = 155.50 Depth of water in basin = 23 feet 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t D'Amato Way 5tormwater Drai.na a Re ort Agawam, Massachusetts Gary P.-Weiner, PE Rv Tow►woownKA where: Toreawoawnl= time in hours Ry = required recharge volume (cu. ft.) K = Rawls rate 2.41 inches/hour (A -soils)* 0.52 inches/hour (B-soils)*` 0.22 inches/hour (C-soils)* A = bottom area of recharge facility (cu. ft.) *Most conservative Rawls rate values forgiven soil type used for analysis purposes Infiltration Basin#1 Rv = 2,688 cu. ft. A = 2,844 sq. ft. TE)RAwoowN 4.7 hours a 72 hours (A -soils) I D'Amato Way Stormwater Drain!Le Report Agawam, Massachusetts Gary P. Weiner, PE BMP TSS Removal Starting TSS Amount Remaining Rate Load Removed Load Deep Sump, 0.25 1.00 0.25 0.75 � Hooded Catch Basin a a 0.25 0.75 0.19 0.56 cr_Y Forebant Ln in F- Infiltration 0.$0 0.56 0:45 0.11 Basin Total TSS Removal = 89% 1 D'Amato Way Stormwater Drainage Report Agawam, Massachusetts Gary P. Weiner, PE $gd ment`Forebay Sizing - Infiltratign Basin VSF (required) _ O.-inch Impervious Acre where: VSF (required) = required volume of the sediment forebay (cu. ft.) Impervious Acre = amount of impervious area tributary to recharge facility (acres) 096 acres Vsr (required) = 349 cu.ft. Vsr (provided) = 465 cu. ft. 1 0 H n ROWLEY POST Type U/ 24-hr 2-Year Rainfall=3.00" Prepared by Gary P. Weiner, PE HydroCADO 10.00-15 s/n 07782 0 2015 HydroCAD Software Solutions LLC Page 2 Stage -Area -Storage for Ponta 1P: Infiltration Basin Elevation Surface Storage (feet) (sg-ft) _ (cubic -feet 153.00 2,844 0 153.05 2,891 159 153.10 2,937 321 153.15 2,985 486 153.20 3,033 654- 153.25 3,081 825 153.30 3,129 999 15335 3,178 1,177 153AO 3,227 1,358 153.45 3,277 1,542 153.50 3,327 1,730 153.55 3,377 1,921 153.60" 3,428 2,115 153.65- 3,479 2,313 153.70 3,530 2,515 153.75 3,582 2,719 153.80 3,634 2,928 153.85 3,687 3,140 153.90 3,740 3,355' 153.95 3,793 3,575 154.00' 3,847 3,797' 154.05 3,847' 4,030 154.10 3,847 4,266 154.15 3,947 4,506 154.20 3,847 4,748 154.25 3847 4,993 154.30 3,847 5,242 154.35 3,847 5,494 154:40 3847 5,749 154.45 3,847 6,007 154.50. 3,847 6,269 154.55' 3,847 6,534- 154.60 3,847 6,802 154.65 3,847 7,074 154:70 3,847 7349 154.75 3,847 7,627 154.80 3,847 7,909 15485 3,847 8,194 154.90 3,847 8,483 154.95 3,847 8,775 155.00 3,847 9,071 155.05 3847 9,370 155.10 3,947 9,672: 155.15 3,847 9,978 155.20 3,847 10,288 155.25 3,847 10,601 155.30 3,847 10,917 155.35" 3,847 11,237' 155.40 3,847 11,561 155.45 3,847 11,888 155.55 3,847 12,553 155.60 3,847 12,891 Elevation Surface Storage feet (s -fti) (cubic -feet 155.65 3847 13,232 155.70 3,847 13578 155.75 3,947 13,927 155.80 3847 14,280 155.85 3,847 14636 155.90` 3,847 14,996 155.95 3,847 15,360 156.00 3,847 15,728 Storage to Outlet F I 1 r D I cr CL CD z a o �� o o 0 L 0 m iL �C � VI O a` O `dm ie Ps a 9 t4 0 W 00 O a Z $ ;wwlin w3 O 40 CO 12 pws A 1 n 'm o j O a t� S Q n _ ml� , s o tu og Z o _ x - Q c 0 f 0 c M= N a �T F, r � , yI M 0 1 Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users; including farmers, ranchers, foresters, agronomists, urban planners, community officials; engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose; special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions_ The information' is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, ,and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http.//www-nres.usda.gov/wps/portal! nreslmamtsoiislhea4tht) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (http // offices.sc.egov_usda.gov/locatorlapp?agency=nres) or your NRCSStateSoil Scientist (http //www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? cid=nres142.p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poodysuited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual`s`income 'is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require alternative means H for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director Office of Civil Rights, '1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800)795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. I 3 0 Contents Preface... ............. * ................. reface.................................. ... ...............................................................................2 How Soil Surveys Are Made ....... ......... ......._. ....; .... .................. .................5 SoilMap .... ......... .,......, .......... .........7 Soil Map.. __... ............. .........8 Legend.... ...... _.................................................................................................... 9 Map Unit Legend ..... ...10 Map Unit Descriptions... .. ........ ......... ....._............. ......... .._...... ...............10 Hampden County, Massachusetts, Central Part ...... ......... ....._... ...............12 254A—Merrimac fine sandy loam, 0 to 3 percent slopes. ......... ..............12- 254i3—Merrimac fine sandy loam 3 to 8 percent slopes ...13 References ........ ........... ....... ......... .. - ...... ..16 1 7 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. Theyobserved and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources; soils, biological resources, and land uses (USDA, ZOOS). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief,climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of Iandfonr or with a segment of the Ian dform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map,; however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils ;in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units), Taxonomic classes are concepts. Each taxonomic class has set of soil characteristics with precisely defined limits. The classes are used as basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the 1 C� Custom Soil Resource Report individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble; additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map providessufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil' scientist. Observations are made to test and refine the ;sod - landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field -observed' characteristics and the soil properties to determine the expected behavior of the soils under different uses,. interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they ;are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields; roads, and rivers, all of which help in locating boundaries accurately. 1 0 U The soil map section includes the soil map for the defined area of interest, a list of soil; map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. I 0 1 S IML1990 MAX Am CL a� 2 uto a fl Eq { r F V- 0 0_ Q1 Q' N V L 0 N� I.L 0 W P 0 3 V 12 m. 0 41 0 N-2 m W m. F C U M.. a O L N m N U w — to C C O .e ;� U U 1p A .�. 1(Npt Z m E C U W W 0 �7 En m cow ] WIm w A O o Q� m e �� a H Q E `°'a y c a'E a w a w� c �a a m Z �� z' wQ mN a n E w t y-n� E E U.�'uJ umi•� W o a m a 0 aE .0 ° �- m m � ?� 0 8� _am ` m t m R cc/ M mp� .>Q a L c � >'c m C- o Elm d W N Q oo O W O W U C Dm L Q,0 E LA R 'o q7,} m 0 m A O. w (n w d C _ - :y S m L N C ,wr �G m p W>tm z A 2 Q U :m N— f N p N p 'Cc 00 T 6 2 Z T L m W p a m O p w F V W p C y, 0 m 2:�. 47 w L E 3 G T O L C w �. d m N. N W p '0.. C �.. O 4.p 9y^� N :gyp-, O .'`l Z Q Q � w L 7 N d1 C 61 '"' W: 8 :e11 N pJ m m U E ] L p N U` d d 0 W .p a m > (J N — Z _: W .' m Op. W LSO Qt a�E E .c H 14 cym: wr- E n m m m a E pyp VJ '�S U m o�,�2 m n :5 Q � _w 0 � Us o O N W H L) A= o m ra � rA a a m LL U t o. M w Im ¢ a in Q m m m m o O p L � Q a `Q W m a m o C z w r., m m rl 3 r m W J CL O w m C d d w. 5 m m ccc a Z m CL 0CL _m Em n`p. s a _ m m a 0a3 aa m Q C�La h¢ m 222 LL wyo0Lt 7 1L ID U W0 . . O. U w U m m U C? C7 m m C� J J :� 1L N :w to :fo a 0 Q � H 5 Custom Soil Resource Report 1 Map Unit Legend Hampden County, Massachusetts, Cent► d Part tMABpT Map Unit Symbol Map Unit Name Acres in AOl Percent of Aol 254A Merrimac fine sandy loam, 0 to percent slopes 6.9 46.9% 2546 Merrimac finesandy loam, 3 to 8 percent slopes 7.91 53.1 % i Totals for Area of interest 14.8 i 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits #or the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can; be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unlit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database fora given area, the contrasting minor components are identified in the mapunit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complexthat itwas impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no diminishes the usefulness or accuracy of the data; The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or Ian dform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. if 1 10 0 D Custom Soil Resource Report intensive use of small areas is planned, however, onsite-investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that: have profiles that are almost alike make up a soil serves. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity; degree of erosion, and other characteristics that -affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, PJpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations„ or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Seta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the snaps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha - Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support litfle or no vegetation. Rock outcrop is an example. 11 11 Custom Soil Resource Report Hampden County, Massachusetts, Central Part 254A--Merrimac fine sandy loam, Q to 3 percent slopes Map Unit Setting National map unit symbol., 2tygr Elevation: 0 to 1,100 feet Mean annual precipitation: 36 to 71`inches Mean annual air temperature: 39 to 55;degrees F Frost -free period 140 to 240 days Farmland classification: All areas are prime farmland Map Unit Composition Merrimac and similar soils.- 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects;of the mapunit. Description of Merrimac Setting Landform: Outwash terraces,;outwash plains, kames, eskers, moraines Landform position (two-dimensional) Backslope, footslope,;shoulder, summit Landform position (three-dimensional) Side slope, crest, riser, tread Down -slope shape Convex Across -slope shape. Convex Parent material., Loamy glaciofluvial deposits derived from granite, schist; and gneiss over sandy and gravelly glaciofluvial deposits derived from granite, schist, and gneiss Typical profile Ap - 0 to 10 inches: fine sandy loam Bwl - 10 to 22 inches: fine sandy loam Bw2 - 22'to 26-inches. stratified gravel to gravelly loamy sand 2C - 26 to 65 inches: stratified gravel to very gravelly sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature More than 80 inches Natural drainage class. Somewhat excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to very high (1.42 to 99.90 in/h'r) Depth to watertable: More than 80 inches Frequency of flooding: None Frequency of pondinq: 'None Calcium carbonate, maximum in profile: 2 percent Salinity, maximum in profile: Nonsaline (0.0 to 1.4 mmhos/cm) Sodium adsorption ratio, maximum in prorrle. 1.0 Available water storage in profile: Low (about 4.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2s Hydrologic Soil Group` A Hydrie soil rating. No 1 12 11 �7 ri Custom Soil Resource Report Minor Components Sudbury Percent of map unit: 5 percent Landform: Outwash plains, terraces, deltas Landform position (two-dimensional): Footslope; Landform position (three-dimensional): Tread, dip Down -slope shape: Concave Across -slope shape: Linear Hydric soil rating: No Hinckley Percent of map unit: 5 percent Landform: 'Eskers, kames, deltas; outwash plains Landfonn position (two-dimensional)` Summit,shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest; head ;slope, rise Down -slope shape Convex Across -slope shape: Convex, linear Hydric soil rating: No Agawam Percent of map unit: 3 percent Landform: Outwash terraces, stream terraces, kames, eskers, moraines, outwash plains Landfonn position (three-dimensional): Rise Down -slope shape: Convex Across -slope shape: Convex Hydric soil rating. No Windsor Percent of map unit: 2 percent Landform: Deltas, dunes, outwash plains, outwash terraces Landform position (two-dimensional): Summit Landform position (three-dimensional): Riser, tread Down -slope shape Linear, convex Across -slope shape: Linear, convex Hydric soil rating: No; 254B—Merrimacfine sandy loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol. 2tygs Elevation: 0 to 1,290 feet Mean annual precipitation: 36 to 71 inches Mean annual air temperature 39 to 55 degrees F Frost -free period: 140 to 240 days Farmland classification: All areas are prime farmland 1 13' Custom Soil Resource Report Map Unit Composition Menrmac and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Merrimac Sating Landform: Kames, eskers; moraines, outwash terraces, outwash plains Landform position (two-dimensional): Backslope, footslope, shoulder, summit Landform position (three-dimensional): Side slope, crest, riser, tread Down -slope shape: Convex Across -slope shape: Convex Parent material: Loamy;glaciofluvial deposits derived from granite, schist, and gneiss over sandy and gravelly glaciofluvial deposits derived from granite, schist, and gneiss Typical profile Ap- 0 to 10 inches: fine sandy loam Bwl 10 to 22 inches: fine sandy loam Bw2 - 22 to 26 inches: stratified gravel to gravelly loamy sand 2C = 26 to 65 inches: stratified gravel to very gravelly sand l Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80:inches Natural drainage class: Somewhat excessively drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to very high (1,42 to 99.90 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile 2 percent Salinity, maximum in profile: Nonsaline (0.0 to 1.4 mmhos/cm) Sodium adsorption ratio, maximum in profile: 1.0 Available water storage in profile Low (about 4.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (noninigated): 2s Hydrologic Soil Group. A Hydric soil rating No Minor Components Sudbury Percent of map unit: 5 percent Landform: Terraces, deltas, outwash plains Landfonn position (two-dimensional): Footslope Landfonn position (three-dimensional): Tread, dip Down -slope shape: Concave Across -slope shape; Linear Hydric soil rating: No 1 14 U 1 Custom Soil Resource Report Hinckley Percent of map unit: 5 percent Landform: Outwash plains, eskers, kames, deltas Landform position (two-dimensional) Summit, shoulder, backslope Landform position (three-dimensional): Nose slope, side slope, crest, head slope, rise Down -slope shape: Convex Across -slope shape: Linear, convex Hydric soil rating: No Windsor Percent of map unit: 3 percent Landform: Outwash plains, deltas, dunes, outwash terraces Landform position (two-dimensional) Shoulder Landform position (three-dimensional): Tread, riser Down -slope shape: Linear, convex Across -slope shape: Linear, convex Hydre soil rating: No Agawam Percent of map unit: 2 percent Landform Outwash terraces, outwash plains, kames, eskers, stream terraces, moraines Landform position (three-dimensional) Rise Down -slope; shape: Convex Across -slope shape: Convex Hydric soil rating: No 1 15 1 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005 Standard classification of soils for engineering purposes.,ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T.'LaRoe. 1979. Classification of wetlands and deep -water habitats of the United' States.' U.S. Fish and Wildlife Service F WS/08S-79131. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18,_2002. Hydric soils of the United States. Hurt,;G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research: Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18, http l/www.nres.usda.gov/wps/portal/nres/ detaillnationailsoilsl?cid=nresl42p2_054262 Soil Survey Staff. 1999. Soil taxonomy:A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook436. http://www.nres.usda.gDv/wps/portal;' n res/detail/n attonal/soils/?cid= n res 142 p2-05 3577 Soil Survey Staff. 2010. Keys to soil taxonomy, 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http://www.nres,usda.gov/wps/ portal/nresldetaillnat�onal/soils/?cid=arcs l 42p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation: Service. National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/ home/?6d=n res142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http:/Jwww,rrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdbl043084 1 16 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430AA. http:/,Iwww,nres,usda.gov/wps/portai/ nres/detail/soils/scientists: ?cid=arcs 142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http:/www.nres.usda.govlwpsiportalinres/detail/nationalisoils/? cid=nres142p2_053624 ® United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http: I www.nres usda.gov/lr.tenet!FSE—DOCUMENTS/nresl42p2_052290,pdf n n 1 17 Fl p f] L A DP-f <,- Rowley Street DIP-2! Mite to West bP4 Offsite to Sc �DP-31 Mite to Southwest ;7'p Routing Diagram for R( ubcat �Reachl ,�on\d,, Link Pt Prepared by Gary P. V -7 1000.15 1. HydroC F7,CAM 10.00-15 s/n 07782 0 2015 Hy( ROWLEY_PRE Type M 24-hr 2-Year RainfaA=3.00" Prepared by Gary P. Weiner, PE 11 droCAD" 10:00-15 s/n 07782 0 2015 H droCAD Software Solutions-LLC Page 2 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by 5tor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment ES-1: Runoff Area=1,648 sf 0.00% Impervious Runoff Depth=0.03" Tc=6.0 min CN=46 Runoff=0.00 cfs 5'cf Subcatchment ES-2 Runoff Area=8010 sf 1.06% Impervious Runoff DePth=0.07" Flow Length=111' Tc=16.2 min CN=49 Runoff=000 cfs 50 cf Subcatchment ES-3: Runoff Area=28,585 sf 1.96% Impervious Runoff Depth=0.01" Flow Length=205` Tc=12.3 min CN=43 Runoff=000 cfs 21 cf Subcatchment ES-4- Runoff Area=139,233 sf 1.19% Impervious Runoff Depth=0.00" Flow Length=622' Tc=21.1 min- CN=35 Runoff=0.00 cfs 0-cf Subcatchment ES-5: Runoff Area=260,972 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=837' Tc=22.0 min CN=31 Runoff=0 00 cfs 0 cf Link DP-1: Rowley Street inflow=0.00 cfs 5 cf Primary=0.00 cfs 5 d Link DP-2: Mite to West Inflow=0.00 cfs 50 cf Primary=0.00 cfs 50 cf LinkDP-3: Offsite to Southwest Infiow=0.00 cfs 21;cf Primary=0.00 cfs 21-cf Link DP-4: Offsite to South Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf 1 Link DP-5: Mite to Southeast Inflow=0.00 cfs 0 cf Primary=0.00 cfs 0 cf Total Runoff Area = 438,447 sf Runoff Volume = 76 cf Average Runoff Depth = 0.00" 99.47% Pervious = 436,141 sf 0.53% Impervious = 2,306 sf 11 11 Rai LEY PRE Type IH -hr -Year Rainfafl= . " Prepared Gary P. Weiner, PE HLdroCADII 10.00-15 s/n 07782 0,,2015 HydroCAD Software Solutions L L.G Summary for Subcatchment S-1: Runoff 0.00 cfs @ 15.55 hrs, Volume= 5 cf, Depth= 0.03`° Runoff by SCS TR-20 method, UH=SCS, Weighted- N,'Tlme Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 74-hr -Year Rainfall-3.00" Area (sf) CN Description 1,455 193 39 >75 Grass corer, Good, HSG 36 Grapnel surface, HSG A 1,64 6 Weighted Average 1,648 46 100.0 % Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ft/ft {ft/sec) (cffs) 6.0 Direct Entry, Subs t hrtrerrt ES-1: Hydnograph FAMO �M. mow:, 4 .......... Type III 4-hr 0.000 :.y0 kryryS�00 �f 'ti ... Oh M O�ry O6. O, 0000 v 0 LL .. Tc-6.0 min 0 CN--46 0 0 4! 0 t 0 a 1 2 3 4 5 6 7 B 8 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 3'4 35 36 Time (hours) RO LEY PRE Type /it 24ydr -y"e r In fafl=3.00" Prepared by Gary P. Weiner, PE H dr CAD 10q -15 s/n 07782 0 2015'H dr CAD Software Solutions LLC Pa e 4 i Summary for Subcatchment ES- : Runoff - 0.00 refs @ 14.88 hrs, Volume= 50 0, Depth= 0. 7" Runoff by SCS TR-20 method, UH=SC , Freighted-CN, Time Span= . 0-36,00 hrs, dt- 0.05 hrs Type III 24-hr 2-Year Rainfall=3. " Area sfq1_ Cal Descri Lion 6,567 1,59 39 > 5 Crass cover, Good, H aG A 96 Gravel surface, HG A 85 98 Roofs, HSG A 8,010 49 Weighted Average 7,926 49 98,94% Pervious Area 85 98 1. % Impervious Area Tc Length Slope Velocity Capacity Description ( in feet (f1/ft) (ft/sec) (cfs) 16.1 97 0.0150 0.10 Sheet Flow, 0.1 14 Grassi Dense n » 0.240 P2= 3.00" 0,0200 2,87 Shallow Concentrated Plea Paved Kv= 2.3 f s 16.2 111 Total Subcatchment E -2: 0.002 OM2 00 Cfs .002 Type III 4 -h r 0.002 G MQ2 2-Year Rainfall=3.00"' 0,001 0 001 aa1 d as 1 0,001 OMI: 5 001 0,001 M w Length=1 aM 0.000 = 49 O.0 O d. o a.a0o 0 1 2 3 4 5 6 7 5 9 10 11 12 '13 14 15'16 17 16 19 20 21 22 23 24 25 26 27 26 29 30 31 32 33 34 35 3 Time (hours) I ROWLEY PRE Type lfi 24- r 2-year Roinf ll=3,00", b Prepared Gary P. Weiner, PE H dro Ao11 10,00-11 s/n 07111 C1 2015 H droCAD Software Solutions LLc Page 5 Sum ma ry for Su be tchnnent ES-B: Runoff 0.00 cis @ 22.26 hrs, Volume= 21 cf, depth= 0.01" Runoff by SCSTR-20 method, UH=SCS, Weighted- ICI, Time Span= . -36.0 hrs„ dt= 0.05 hrs Tape 111 -hr 2-Year Rainfall=3.00" Area sf Description 21„843 39 >75% Grass cover, Good, HSG A 2 30 Brush„ good, HSG A 2,037 96 gavel surface, HSG A 560 98 Roofs, HSG A 4,017 30 Woods, Good, HSG 25,585 43 Weighted Average 28,024 42 98.04 Pervious Area 560 98 1.96 impervious Area c Length Slope Velocity Capacity Description (min) (feet) (' dft) (t{sec} (cfs) 11.7 100 0,0360 014 Sheet Flow, Grass. Dense n= 0.240 P2= 3. 0" O16 105 0,0380 114 Shallow Concentrated Flory, Unnaved Kv+ 18.1 f s 12.3 205 Total Subcatchment ES- : 0 001 � Runoff 0,001 pot Typ III -I r OGol 2-Year Rainfall= . " 0, 00l [161 0,001 0a 1 .r Runoff Depth=0.01"' o.rroo 'a, aoa Flow Length=205' OMO J.CD O Tc=12.3 min Ca.0 O , 0,000 . M)00 s 0 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 23 29 30 31 32 3'3 34 35 36 °since (hours) CO LEY —PRE Type tll -hr -y' r infall=3. _" Prepared bar Gary P. Weiner, PP H drn t1 10,111-11 s n 07711 t 2015 HydroCAD Software Solutlon5 LLC Page Sri a for Subc tchment E 4: Rune 0.00 cfs @ 0.00 hrs, Volume= C cf, Depth= 0. 0" Runoff by SCS T -20 method;"UH=SC5, Weighted-CN, Time Stan= . -36.00 hrs, dt= 0.05 firs Type III 24-hr 2-Year Rainfall=3,00" Area (f CPS Description 35,266 48,502 39 >75%Crass cover, Good, HSG 30 Brush, Grad, HSG A 3,154 96 Gravel surface, HSG,A 1,661 98 Rods, HSG A 50,650 30 tlyrrds, Gaud, HSG A 139,233 35 Weighted Average 137,572 34 98.61 Pervious Area 1,661 98 1,19°, Impervious Area Tc length Slope Velocity Capacity Description min) (feet) (ft/ft) (ft/sec) cfs) 175 166 0.0130 6.16 Sheet Flow, Grass: Dense n= 0.240 P2=100" 3.6 522 0M26 2.39 Shallow Concentrated Flow, Unpaved Kv= 16.1 f s 21,1 622 Total ubc tchment E - . r"B+yd rog(a ,,,, bS'..RUrkC?r� Type III 24-hr iY Runoff = m Runoff T... Tom.. �.. i Flow Length=622' i 0.00 dsr. . 6 1 2 3 4 5 6 7 8 6 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 25 26 27 26 22 30 31 32 33 34 35 36 Time (hours) ROWLEY—PRE T III 2- r 2-'r ear oinfolt=..00" b Prepared :Gary P: Weiner, P H dro Ai1I 10,00-15 s,ln 07782 C 2015 HydroCAD Software Solutions LLC Page 7 P Summary for Subcatchmerrt ES-S: Runoff 0.00 cfs @; 0,00 hrs, '4 olur e= O cf, Depth= 0. 0" Runoff by S S TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36,00 hrs, dt= 0.05 hrs Type III 24-hr 2-Year Rainfall=3.00" t Area (sf) CN Description ' 21,801 160,638 39 s75 Grass cover, Good, H ' A 30 Brush, Gaud, HSG A 1,55 96 gavel surface, HS13 77,078 30 Woods, Good, HSG A 260,972 31 Weighted Average 260,972 1 100.00 Pervious Area e Length (min)Meet Slope Velobty Capacity Description (ft/ft) (ft/Sec) (cfs 16.5 100 G1tt3150 0.10 Sheet Flow, Grass. Dense n= 0,240 P2=100" 5.5 737 U190 2.22 Shallow Concentrated Flow, Un aved Kv= 18,1 f s 22.f1 837 Total Subc ES-S: tchmerrt H Type III 24-hr 2-Yeari Runoff 4 " Runoff e uy Flow Length=837' 0 min M cft`. 0 1 - 2 3 4 5 6 7" 5 9 10 11 12 13 14 15 15 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) RCS LEY PRE Type /if - r -Year Rrn1i-3,00 Prepared y Gary P, Weiner, PE H drn l7" 1.0,00-15 sfn 07711 0 1115, HLdroCADare Solutions LLC- Pa e Summary for Link DP-1. Rowley Street Inflow Area - 1,648 sf, 0.00 Impervious, Inflow [depth = 0.0 " for -Year event Inflow = 0.00 cfs @ 15.55 hrs, V lu Ie= 5 d Primary = 0,00 ds @15.55 hrs, Volume= 5 cf, A.tten 0 , Lag= 0>0 min Primary outflow Inflow, Time Span= 0.00-55.00 hrs, dt= 0.05 hrs Link DP- : Rowley Street t{1^drograptl IN InflowM Primary Inflow Area=1 648 sf 0,0 0,00 i ,000 OMO t7.QQ0. 0.000 0,000• 0 0 0 0 0 0 Q 0 0 1 2 3 4 5 5 7 3 9 1511 12 1314 15 16 17 18 19 20 2122 23 24 25 25 27 25 29 30 31 32 33 3 4<35 36 Tithe (hours) RCS L if PRE Tyre tl} 2 -hr 2-Year Rain arf=3. "" Prepared by teary P. Weiner, P H droCADII" 10.00-15 s/n 07782 Q 2015 HI droCAD Software Solutions PLC Pa A In Summary for Lire DP-3. Offs1te to Southwest Inflow Area 28,583 sf, 1. 6% Impervious, Inflow Depth = 0.01 " for 2-Year event Inflow' _ 0.00 cfs @ 22.26 Firs, Volurn = 21 cf Primary 0.0 fs @ 22.26 hrs, Volume= 21 rf, Atten= %, Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-3 . hrs, cat= 0,05 hrs Link D - : Mite to Southwest o.041 Inflow 0 Primary .001 Inflow � - 0 001 � � 0,001 01 OZ 0.001 ".1 0 001 0,001 o.00a 0,0- 0.000 000 ` 000 �.arr�a OMO - �.Iaoo " a 0 0 0 12 3 4 5 8 7 8 9 101112131416161718192021222324252627282930313233343536 s (hours) ROWLEY PRE Type I// - r -'bear Rainf ll=3. 0 Prepared layr Gary P. Weiner, PP Hi druCADO 1 .00-15 s/n 07792 0 2015 Hi draCAD Software Solutions LLC Pa e 11 Summaryfor Link D> Mite to South Inflow Area = 139,233 sf, 1.1 impervious, Inflow Depth = .00" for 2-Year event Inflow 0,00 cfs @ 0.00 Errs, Volume= 0 cf Primary = 0.00 cfs @ 0,00 hrs, Volume= 0 cf, Atten= 0 , Lag= 0Z min Primary outflow Inflow, Time Span= 0.00-36.00 hrs, rft= 0.05 hrs Link PA: Offs1te to South ,4 dra f ;xp a„ � tit Pra ryr Inflow s n -...- rf is C 06.. 0 1 2 3 4 5 5 7 8 9 15 11 12 13 '14 15 15 17 18 19 24 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 1 L ®PRE Tye IH2 -hr -Year ainfafl 3.00" Prepared by Gary P. Weiner, P HydroCAll" 10,00-I s/n 07 2015 Ilydr,,CAD Software Solutions LLC Pa e 12 Summary for Link DP-S. Mite to Southeast Inflow Area 260,972 sf, 0.00% impervious, Inflow Depth = .00" for -Year event Inflow = OM cfs @ 0.00 hrs, Volume= 0 cf Primary 0.00 cfs @ 0.00 hrs, Volume= 0 u#, Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span= .0 -36,00 hrs, dt= 0.05 hrs Lire ®P_5; Offsite to Southeast � In �rim�sn,� Inflow Area=260,972 0 12 3 4 5 6 7 5 9 1011121314151617 18 19 2021222324252627252 30313233343535 Time {hours) ROWLEY PRE Typed/ 24-hr 10-Year Rainfall=4.60" Prepared by Gary P. Weiner,, PE H dV roCAD- 30_00-15 5In 17782 1) 2015 HydroCADSoftware solutions,LLC Page 13 jTime span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing byStor-Intl+Trans method - Pond routing by Stor-Ind method Subcatchment ES-1: Runoff Area=1,648 sf 0.00% Impervious Runoff Depth=0.36" Tc=6.0 min CN=46 Runoff=0.01 cfs 50 cf Subcatchment ES-2: Runoff'Area=8,010 sf1.06% Impervious Runoff Depth=0.49" Flow Length=111' Tc=16 2 min CN=49 Runoff-0.04 cfs 328 cf Subcatchment ES-3: Runoff Area=28,585 sf 196% Impervious Runoff Depth=0.25" Flow Length=205' Tc=12.3 min CN=43 Runoff=0.04 cfs 595 cf Subcatchment ES-4: Runoff Area=139,233 sf 1.19%Impervious Runoff Depth=0.04" Flow Length=622' Tc=21 1 min CN=35 Runoff=0.02 cfs 468 cf Subcatchment ES-5: Runoff Area=260,972 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=837' Tc=22.0 min CN=31 Runoff=0 00 cfs 21 cf Link DP-1: Rowley Street Inflow=0.01 cfs 50 cf Primary=0.01 cfs 50 cf" Link DP-2: Offsite to West Inflow=0.04 cfs 328 cf Primary=0.04 cfs 328 cf Link:OP-3. Offsite to Southwest lnfJow=0:04 ifs 595 cf Primary=0.04 cfs 595 cf Link DP-4: Offsiteto South Inflow=0.02 cfs 468 cf Primary=0.02 cfs 468 cf Link DP-5: Mite to Southeast Inflow=0.00 cfs 21 cf Primary=0.00 cfs' 21 cf Total Runoff Area = 438,447 sf Runoff Volume =1,461 of Average Runoff Depth = 0.04 99.47% Pervious = 436,141 sf 0.53% Impervious= 2,306 sf I E Prepared by Gary P. Weiner, P HydroCADO 10 00- 5 s/n 07782 C 2015 Hi droCAD Software Solutions LLC 14 "Fage, Summary for Subcatchment E - . Runoff OM cfs @ 12.33 hrs, Volume= 50 cf, Depth= 0.36" Runoff by SCSTR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-36,00 hrs, dt- 0.05 hrs Type Ill 24-hr 10-fear Rainfall=4.60" Area (sfl CN Ciescri term 1,455 193 39 >75 Crass cover, Good, HSG A 96 Gravel surface, H SG A 1,648 46 Weighted Average 1,648 46 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft{ft) (ft/sec) (cfs) 6.0 Direct Entry, ubcat4QRpment E - a drokcjrip 0006 .1 cfr> 0,005 ...... F ..,,.... Type III 24-hr 0,005 0,004 � Runoff 53.Lt±Y4 ... p� ryry OM3 a 0.00:3 Runoff Depth=0.36" Tc=6.0 min 0 002 0.002 0,001 6 001 0000 U 0 1 2 3 4 5 6 7 8 9 10 11 12 '13 14 15 16 17 13 19 20 21 22 23 24 25 26 27 23 29 30 31 32 33 34 35 36 Time± (hours) ROWLEY PRE Type III 2 -hr 10-Year .Roinf rtt-4.60" Prepared by Gary P. Weiner, r, P H dro _ DO 10.00-1 s/n 07782 0 2015 li droCAD software Solutions LLC Pa e 15 Summary for Subcatchment - : Runoff 0.04 cfs @ 12.42 hrs, Volume= 328 cf, Depth= 0.49"" Runoff by SOS TR-20 method, UH=S1 , WW`ei heed- N, Time Span= 0. 36.00 firs, dt= 0.05 hr Type III 4-hr 10-Years Rainfall=4. " Area CFI Descri tion Am 6„567 39 >75 Grass cover, Good, HSG A 1,359 96 Gravel surface, HSG A 65 98 Roofs, HSG A 9,010 49 Weighted Average 7,926 49 95.94 Pervious Area 5 98 1.06' Impervious Area T'c Length Slope Velocity Capacity Description (min) (feet) ft/ft) {ft/sec cf ) 16,1 97 0.0150 0.10 Sheet Flow Grass. Dense n= 0.240 P2= 3.00" 0.1 14 U200 187 Shallow Concentrated Floc Paved Kv= 0,3 f s 162 Ill Total u catchrr ent E -2: �h"dro graph 0 Q46 0,044 04 f 0,042 � Type Ill 24 gi 0314 = 0,034 0,112Runoff Area 8010 sf 003 9 0 026 0G.06. 0 022 Runoff Depth=0.49" U. 0, 02 0.0913 0014' Tc-1 .2 min 0,012 0,01 C i Y „ 0.006 Ci,t4- 0 002 e 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 25 20a 27 26 29 30 31 32 33 34 35 36 Time (hours) ROWLEY PRE Type /it 24- r 10-Ye r° Rain `afl .6 " Prepared by Gary P. Weiner, P F# d,o 1 ,00-15 s/n 07782 0 2015 H droC D Software Solutions LLB Pa e 16 Summary for Sri catch ent S-3: Runoff 0.04 cfs @ 12.51 hrs, Volume= 595 of, Depth= 0.25" Runoff by S S TR-20 method, UH=S S, Weighted-CN, Time Span= 0.00-36,90 hrs, dt= 0.05 hrs Type III 24-hr 10-Year Rainfall=4. " ,Area sf) CN Descrl Lion 21.,843 39 >75%Grass comer, Good, HSG A 77 30 8rus , Good, HSG A 2,087 96 Gravel surface, HSG 560 98 Roofs, HSG A 4,01.7 30 Woods, Good, HS 28,585 43 Weighted Average 28,024 42 98,64` Pervious Area 569 98 1.96 Impervious Area Tc Length Slope Velocity Capacity Description (min) feet ft/ft (ft/sec {cfs) 11.7 100 0.0360 O,14 Sheet Flow, Grass: Dense n= 0.240 P2= 3. " 016 105 0.0380 .14 Shallow Contentrat d Flow, Unpaved Kv=1.6.1 fps 12.3 2�15 Total Stl catch ent E-. 0.043 0 0 04 ds,' 0,04 0 042 Type III 24-hr 0-04 0 038 i =" O.039 0o34 032 Runoff Area=28,585 s 0,03 O, G28 002i 0.024 Runoff Depth=0.25" fitM2 0,02 Flow Length=205' U18 0,016 0.014 Tc=12.3 min 0.112. 0a01ro 0,008 ' b �i 0,005 0 004 i.OQ2 , 0' 0 1 2 3 4 5 5 ; 8 9 1 011 12 13 14 15 18 17 1819 20 2122 23 24 25 25 27 28 29 30 31 32 33 34 35 3 Ti(hours) RQ LEY PRE Type fdi 24-hr 1 -Veor infafi= . 0 " Prepared by Gary P. Weiner, PE ; H dro AD" 10 00-1 -,/n 07782 0 2015 HydroCAD Softuw8m loluttons LLC 17 Summary for Subcatchment ES-4: Runoff 0.02 cfs @ 17.06 hrs, volume= 468 cf, 'Depth= 0.04,E Runoff by SCS TR-20 method, UH=SCS, Weighted-M,!Time Span= 0.0 -36.00 hrs, dt= 0.05 firs `hype tit 24-hr 10-Year infaH=4,6 " Area s! Cal Description 35,266 48,502 39 >75' Grass cover, Good, HSG A 30 Brush, Good, HSG A 3,154 96 Gravel surface, HSG 1,661 98 Roofs, HSG 50,650 30 fonds, Good, HSG A 139,233 35 Weighted Average 137,572 34 98.81 Pervious Area 1,661 98 1.195 impervious Area Tc Length Slope velocity Capacity Description (rein) (feet) f lfr (ft/sec) (cfs) 17.5 100 0.0130 0.10 Sheet Plow, Grass; tense n= 0.20 P2= .00" 3.6 522 0.0220 2,39 Shallow Concentrated Flow, as tln aved ttv= 16.1 fps 21.1 622 Total Subcat ha nt ES- t",yd rogr fax;: 0,01?Type Run 0,016 III r hr 0,014, 0,013 ear Rainfall=4.60" 0,011, = 0,01 0,008' ' ow Length=622 0,007 0,006 i 005 OO 0,003 0,002 ri.cel 3 1 2 3 4 5 5 a 3 9 10 11 12 13 14 15 15 17 13 19 20 21 22 23 24 25 25 27 2B 29 30 31 32 33 34 i5 36 Time (flours) O LEYPik Type It/ 24-hr $Year Rainf rf#= , 0" Prepared by Gary P. Weiner, PE Hydro AG" 10 [i0-11 s/n 07712 10 2015 H dreCAD loft 8re lolulions 11C Page 18 Summary for Subcat hment S-Sc Runoff 0.00 cfs @ 24.04 hrs, Volume= 21 cf, Depth= ,GEC" Runoff by SCS TR-20 method; UH=SC , Welghted-CN, Time Span= 0.00-3 .00 hrs, or= 0.05 hrs Type Ill 24-hr,10-year Rainfall=4.60" Area (sf) CN Description 21,801 39 >75 Cass cover, Good, HSC, A 160,638 30 Brush, Good, HSG A 1,455 96 Gravel surface, HSG A 77,078 30 Woods, Good, HSG A 260,972 31 Weighted Average 260,972 31 100.00 Pervious Area Tc Length Slope Velocity Capacity Description rain) (feet) (ft/ft) (ft/ ec) fiefs) 1&5 100 010150 O,1C Sheet Plow, Crass: Dense n= 0.240 P2= .00" 5.5 737 0.0190 2.22 Shallow Concentrated Plow, Un aved Yv= 16.1 s 2 0 837 Total Subcatc meat S-S: 0,003 Type III 24-hr 0 003 �1fv 0003 Pi 0 ry 0 002 0.0023 � k a?0ry2ff c�3ti�t � � a^ '4A2 DX .ii ryPiny 2 Flow Length=837' ' V VV I 0,001 Tc=22.0 min 0=1 s3 0,001 \1 0,001 f 000 0 0 000 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1T IS 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 3536 Tome (hours) O Y—PR /H 4- r 10-Year Rainfirdl=4. r, Prepared y Gary P. Weiner, PP I1 d,oCAD 11,00.15 /n 1177112 C 2015HydroCAII loft re lololion ILC 20 'Page Summary for Link DP- : Mite to West Inflow Area 8,010 sf, 1.0 Impervious, Inflow Depth = .49" for 10-Year event Inflow' = 0,04 cfs @ 12.42 Firs, Volume= 328 cf Primary 0. 4 cfs @ 12.42 firs, Volume= 32 cf, Atten= Off,, Lag= O.O min Primary outflow = Inflow, Time Span= 0.00-35.00 hrs, dt= 0,05 hr Link OP"-: Offs1te to West gnaph 0.046 0.044 ' 0. a f ..� Inflow Area=8,01 0 sf . cr.CP�b OW4 0,03 0, 03 0 028 0,026 0 024 , Go22 ax ' 002 t1.i118 . 0,016 0 614 0 012 0,01 6 008 0.006 . OM4 . 11,102 .. - ... ._ 0 1 2 3 4 5 6 2 6 2 101112131415161718192021222324252627282930313233343535 Time (hours) I i 1 RO LEY PRE Type 11i 4-hr 1 Ry ar Rarrr 'a11= . 0" Prepared by Gary P. Weiner, PE HydroCADO 10.00-15 s/n 07782 0 2015 H droCALI Software Solutions LLC Pa e 21 Summary for flak IMP-3t Mite to Southwest Inflow Area 28,585 sf, 1. 6 Impervious, Inflow Depth = 0. 5" for 10-Year event Inflow 0,04 Cfs @ 12.51 hrs, Volume= 595 cf Primary = 0.04 cfs @ 12.51 hrs, Volume= 595 uf„ Atten= 0 Lag= 0,0 warn Primary outflow = Inflow, Time Span= 0,00- 6.00 hrs, dt= 0.05 his Link -3: Offsite to Southwest .� r' ! ILI a.tra 4 cfs Inflow J�k►�'eca=2 sf oIYff#� , 0 1 L i , 0,04 0 036 0,034, Le. V,GUi 0,026 0, 024 tt�0y22 ,02 0,016 0,0lG,M1' 0,014 0.012 a? �s 001 l� 0 004' 0.002, 0 1 2 3 4 5 6 7 6 9 10 11 12 1314 15 16 17 13 16 23 2122 23 24 25 26 27 2a 29 30 31 32 33 34 35 36 Time (hours) RO LEY —PRE Type III 2 -hr 10-Fear in, lP= , " Prepared by Gary P. Weiner, P FI dray " 10. t s/n 07782 0 2015HLdroCAD Software Solutions l.tc Page 2 Summary car Link P-a. Offsite to Southeast Inflow area 260,972 sf, 0.0 Impervious, Inflow Depth = 0. 0" for 10-Fear event Inflow - e cfs @ 24.04 hrs, Volume= 21 cf Primary - O.GO cfs @ 2 , 'hrs„ Volume= 21 cf, t°fen- O , Lag= fl.O min Primary outflow Inflow, Time Span= 0.00-5 .00 hrs,: dt= 0.05 hrs Link IDP- : site to Southeast 0.3 w_ _r 0. a Inflow Primary kar. .. ......m:., .,..... 0,003 0,003 0.002 2' ik 002 0=2 04 002 u 0.001 0,001 0 001 , CIMI O. c 00 , 0 000 .. 0 °1 2 3 4 5 6 7 8 2 10 11 12 1314 15 16 17 18 18 20 2122 23 24 25 2627 28 29 30 31 32 33 3435 36 Time (hours) 1 ROWLEYIPRE Type M 24-hr 100-Year Rainfall 6 50" Prepared by Gary P. Weiner, PE H droCAD" 10,00-15 s/n 07782 V 2015 N droCADSoftware Solutions LLC Page 34 Timespan=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCSTR-20 method, UH=SC5, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment ES-1: Runoff Area=I,648 sf 0.00% impervious Runoff Depth=1.08" Tc=6.0 min CN=46 Runoff=0.03 cfs 149 cf Subcatchment ES-2 Subcatchment ES=3: Subcatchment ES-4- Subcatchment ES-5: Link OP-1: Rowley Street Link DP-2 Offsite to West Link DP-3: Offsite to Southwest Link DP-4: Offsite to South Link DP-S: Offsite to Southeast Runoff Area=8,010 sf 1.06%'timpervious Runoff Depth=1.32" Flow Length=111' Tc=16.2 min CN=49 Runoff=0.17 cfs 879cf Runoff Area=28,585 sf 1.96%impervious Runoff Depth=0.87 Flow Length=205' Tc=12.3 min CN=43 Runoff=0.32 cfs 2,063 cf Runoff Area=139,233 sf 1.19% Impervious Runoff Depth=0.36" Flow Length=622'T[=21.1 min CN=35 Runoff=0.28 cfs 4,216 cf Runoff Area=260,972 sf 0.00%'Impervious Runoff Depth=0.17 Flow Length=837' Tc=220 rein CN=31 Runoff=0.14 cfs 3,754 cf Inflow=0 03 cfs 149 cf' Primary=0.03 cfs 149 cf Inflow=0.17 cfs 879 cf Primary=0.17 cfs 879 cf Inflow=0.32 cfs 2,063 cf Primary=0.32 tfs 2,063 cf Inflow=0.28 cfs 4,216 cf Primary=0.28 cfs 4,216 cf Inflow=0.14 cfs 3,754 cf Primary=0.14-cfs 3754 cf Total Runoff Area = 438,447 sf Runoff Volume =11,061 cf Average Runoff Depth = 0,30" 99 47% Pervious = 436,141 sf 0 53% impervious = 2,306 sf I� RO LEY PRE Tye HI 4-hr 1 t -Year Roinfofl=6.50 " I Prepared by Gary P. Weiner, PC H droCAD 10.0 -1 s n 07792 02615 N droCAD Software Solutions LLC Page 25 E Summary for SubcatGhment ES- : Runoff - 0.03 cfs @ 12.12 hrs, volume= 149 cf, Depth= 1.6P,°" Runoff by SCS TP-20 method, UH=SCS, Weighted-Chl,Time Span= ,00-. 0 hrs, dt= 0.05 hrs Type lil 24-hr 100-year Rainfall=6.6 " Area (�f Chi Description 1,466 39 >76 Cass cover, Good, HSG A 193 96 Gravel surface, HSG ,lA 1,648 46 Weighted Average 1,648 46 100. % Pervious Area Tc Length Slope 'velocity Capacity Description rain Ifeetj ft/ft) (tt/sec) (CIS) 6.0 Direct Entry, Stuck t F meat S-1: 0,038 w. 0,034 Type III 24-hr Runoff .�a2a c.2s "" r G24 jF 0022 0,02 Runoff Depth=1.08" 0,018 0,016 Tc=6.0 min G14 0,012 .)08 OM6 OM43 OM2 0 0 1 2 3 '4 5 8 7 8 8 10 11 1 2` 3 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) l <L Y PRE Ty e f11.2 -hr 1 Yei r ftinia11-6.5 " Prepared by Gary P: Weiner, PE ii dro 0111 10.00-1S s n 07782 Q 2015 HydroCAD Software Solutions LLC Page 26 Summary o lbeatchrnent E - : Runoff 0.17 cfs C& 12.27 hrs, Volume= 379 cf, Depth= 1.32`° Runoff by SCS TR-20 method,:UH=SCS, Weighted-CN, Time Spar= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall=6.50" Area (sf) Ci9 22Lcritmn 6,567 1,359 39 >75% Grass cover, Gaud, HSG A 96 Gravel surface, HSG A 55 98 Roofs, 11SG A 8,010 49 Weighted Average 7,926 49 98.94 Pervious Area 85 98 1.06% Impervious ,area Tc Length Slope Velocity Capacity Description min) feetp Ift/fti f ft/secp {cfs) 1.6.1 97 0,0150 0.10 Shut Flow, 0:1 1.4 Grass: Dense n= 0.240 P2= 3.00" 0M00 2.87 Shallow Concentrated Flew, Paved Kv= 20.3f s 1.62 111. Total S be t hrnent ES- : ph3� . 17 ifs y 0.16 Type III 24-hr 0,15 -Year Q I�ll=6.50" 0.13 b 012 0,11 ,01 Runoff Depth=1.32" to 0a ,07 OM Tc=1 1.2 min w.. '49 iYL4 Q,i? i3 02 0-01. 0 0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 16 26 21 22 23 24 25 26 27 26 29 30 31 32 33 34 35 36 Time (h m) I RO LPRE Type 1Td 4-hr 10 -Y"e r Roin d11=6.5 „ Prepared by Gary P. Weiner, P6 HydroCA0 10.00-1 s/n 07782 0 2015HydroCAD D Software Solutions LLC Pae 27 Summary for Subcatchment E -3: Runoff 0.32 cfs @ 17.76 firs, Volume= 7,063 cf, Depth= .87"' Runoff by SCS TR- 9 method, t1H=SCS, Weighted -CIS, Time Span= 0.00-36.00 firs, dt 0.05 firs Type Ili 4-hr 100-Year Rainfall=5. 0" Area (sfj CN De cri tion 71,843 77 39 >75' Grass cover, Good, HS 30 Brush, Good, HSG 7,987 96 gavel surface, HSC 560 98 Roofs, HSG A 4,017 39Foods, Good, HSG A 78,585 43 Weighted Average 28,024 42 98. 4% Pervious Area 560 98 1.96 Impervious Area Tc Length Slope Velocity ,Ca acitY Description (min) (feet) (ft/ft) (ft/sect (cf) 11.7 100 0.t7 60 014 sheet Float, Grass. Dense n= 0,246 P7= 3.00" .6 105 0.0380 3.14 Shallow Concentrated Flow, Lln sued = 16.1 f. s 12:3 5 Total bctc et -: 0,36 034 Furrcx O32 Type III 24-hr 26 016 Runoff Area=28,585 sf 0,24 v Runoff 0.22 , Q 2Runoff = Flow Length=206' ,16 01 Tc=12.3 min 0,12 0. 0,08 0. 0,04 0,02 0 S 2 3 4 6 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 26 29 0313233 34 26 36 Time (hours) ROWLEY PRE Type III 2 - r 100-Year Rain d11= . 0 " Prepared by Gary P. Weiner, PE HdroCAD 111.0•15 sIn 07782 V 2015 M droCA0 Software Solutions LLC Pa e 28 Summary for Sul catch nt ES-4: Runoff 0.28 cfs @ 12.63 hrs, Volume= 4,216 cf„ Depth= 0.36"n Runoff by SCS-TR-20 method, UH=SC. " Weighted -CIS, Time Span= 0.00-36.0 hrs, t- 0.05 hrs Type kit 2 -hr 1 0-Year Rainfall=6.50"" Area (sf) CN Descri titan 35,266 8,502 39 >75 Grass cower, Good, HSG A 30 Brush, Good, HSG A " 3,154 96 Gravel surface, HSG 1,661 98 Roofs, HSG SQ650 30 Woods, Goad, HSG A 139,233 35 Weighted Average 137,572 34 98.81Pervious Area 1,661 98 1.19 Impervious Area Tc Length Slope Velocity - Capacity Description min feet ft ft ;aft/sack (cfs 17,5 100 0M30 0.10 Sheet Flow, Grass: Dense n= 0.24#1 P2= 3.00" 16 522 0.D220 2.39 Shallow Concentrated Flow, Unpaved = 16.1 f s 21.1 622 Total Subcatchment S-4: 03 �'Cf 0.28 Type III 24-h r 0.24 = 6.50" 0.22 Runoff Area=139,233 02 Runoff Volume=4,216 016 0 014 Flow Length=622' d 12.. i 1r 0.08 0.06 004 11,112 0 d Mls 4 1 2 3 4 5 6 7 B 9 16 11 12 13 14 15 16 17 18 19 28 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 3 Time (hours) RO LEA PRE Tyre M 4-hr 100—Year Rain dtf . 0" Prepared by Gary P. Weiner, PE 11dro0 11e 111.00-15 sJn 01192 0 2015 H droCAD Softy re lolutions LL0" Paize 29 Summary for S bcatchment ES-5: Runoff - 0=14 cfs @ 14.85 hrs, Volume= 3,754 cf,, Depth= 0.17" Runoff by SCS T -20 method,-UH=SOS, Weighted -Chi, Time Span= 0. 30a hrs, dt= 0.05 hrs Type III 24-hr 100-Year Rainfall-5. 0" Area (s) CN Description 21,801 160,638 39 > 5°, Crass carver, Good„ HSG 30 Brush, Gonad, HSG A 1,45 90 Gravel surface, HSG A 77,078 30 Woods, Good, HSG A 260,972 31Weighted Average 20,972 31 100.00 Pervious Area Tc Length Slope Velocity Capacity Description min (feet) (ft/ft) Ft/sec) (cfs) 18;5 100 0.0150 0.10 Sheet Plow, 5.5 737 Crass: Dense n= 0,240 P2= 100" 0.0190 2.22 Shallow concentrated Flow, —Unpaved K = 16.1 fps 220 837 Total Sub atc lment E ^ ® 016 Runplr 0.14 ifs 1 0.14 m....,. Type III 24-hr 013 0.12 , i " 011 01 Runoff 9 0,09 008 Runoff . 3.07 .Flow Length=837" 006, ., . :. R 005 ' 004 003 002 d7. (61 0 1 2 3 4 5 5 7 B 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 35 Time (hours) RO LE"- PRE Type III . -far 100-Fear Rain `all=& " Prepared by Gary P.Welner, PE Hydro D* 1 .00-1 a s n 07792 0 2015 HydroCAD Software Solutions LLC Pal 3 Summary for Link P-1: Rowley' Street Inflow Area ® 1,648 sf, 0.00% Impervious, Inflow depth = 1. " for 10 -Year event Inflow 0.03 cfs @ 12.12 hrs, Volu e= 149 of Primary = 0.03 cfs @ 12,12 hrs, Volume= 149 cf, Atten= 0%, Lag= 0.0 min Primary outflow Inflow, Time Span= 0,00-3 firs, ;d = 0,05 hrs Link DP-1: Rowley Street Hydrograph m.. 9.938 0 Inflow ftiimary «g� 0.034 11,032 Ci 03 0,028 ' 0,026 0,024 0 'w 02. py0 sa 0,018 OOW 0,014 0 012 0,01 0,008 0,006 f1 G04 .. 0,002,, ... u 1 2 3 4 5 6 7 6 9 I G 11 12 1314 15 16 17 1619 20 2122 23 24 6 2627 28,293031 2 33 343536 "striae (hoursi ROWLEY 'PRE Type /it - r 00-Year &5 Roinfaff=0" Prepared by Gary P. Weiner, PE H dro A -010.00-15 s/n 07782 0 2015 H droCAD Software Solutions LLC- Page 31 Summaryfor Lire P-2: Mite to West Inflow Area — 8,010 sf, 1.06 impervious, inflow Depth = 1.32" for l -Year event Inflow = 0.17 cfs @ 12.27 hrs, Volume= 879 cf Primary 0.17 cfs @ 12.27 furs, Vcolume= 879 c , Atten= 0 , Lag= 0.0 min Primary outflow Inflow, Time Span= .0 -36.0 hrs, dt= 0.05 hrs Link DP-2- Offifte to West 3;'a',1nogrxaph 3.1 a %... .. } 0 Mow a pri t 017 :. 0.15 OA 4 013 0.12 .11 01. 109 Q 4 o.o 0.07 0.06 :: 0.05 0.04 Cr03 w, 0.02 " 001 3 1 2 3 4 , 5 5 7 8 9 10 11 12 13 14 15 16 1718 19 29 21 22 23 24 25 25 27 28 29 30 31 "32 33,34 35 35 Time (hours) RO L Y PRE Type tit 2 -far [ -Ye r aRoirl ali=6.5 " Prepared by Gary P. Weiner, P H droCADO 111;0@-15 s/n 07782 0 2015 HydroCAD Software Solutions LLC Page 32 Summary for Link DP- : Offs1te to Southwest Inflow Area — 28,585 sf, 1,96% Impervious, -Inflow Depth = . 7" for 0-Year event Inflows 0.32 cfs @ 12.26 hrs, V lume= 2,063 cf Primary = 0.32 cfs @ 12.26hrs, Volume= 2,063 c , Atten= 0 , tag= 0.0 min Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, dt= OM hrs Link DP- : Mite to Southwest 3 .. � it Inflow . Priim�ry . o! p32 Inflow -, 0.3 028-, 026 024 syy�� U.12 6L 0 " 0,14 0.1 0.1 006 0,06 0,04 0,02 0. 0 1 2 3 4 5 6 7 5 9 10 11 113 14 15 1171819' 021 22 23 24 252 728 293031 32 3334 3536 Time th to ) RO L Y PRE Type III 4-hr -Y'e r Rainf 1d=6.50 " Prepared y Gary P. Weiner, P6 H 1roCA1111 10,00-15 s/n 07792 0 11111 H,1roCAI1 loft arare lolullon, 11C Page 33 Summary m for Link DP-4: Offsite to South Inflow Area - 139,233 sf, 1.1 Impervious, -Inflow Depth T 0.36" for 10-Year event Inflow = .26 cfs @ 12.63 hrs, Volur e= 4,216 cf Primary _ 0.28 cfs @ 12.63 hrs, Volume= 4,216 cf', Att n= , Lag= 0.0 min Primary outflow = Inflow, Time Span= 0.0 -36. hrs, dt= 0.05 hrs Link P-4. Offsite to Scut Hydrocllraph ..}} ..��JJMM �.. �n � �•J 0,3 : ' 1✓f21! t: ..,. 0 0,211 024 V.22` 0,2 w y..31.16 9 0,14 01" 'RS0A 0A"' 006 004 0 1 2 3 4 5 6 v 8 8 1 C3 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 ROWLEY PRE Type III 2 -hr Fear Rainfall=6.50" Prepared by Gary P. Weiner, P6 dru6AD 1 00-15 s/n 07782 0 2015 HydroCAD Software Sdutrons LLC- Pagt,L4 Summary for Link OFF-5. Offs1te to Southeast Inflow Area ® 260,972 sf, 0.00 Impervious, Inflow Depth = 0.17" for 1 0-Fear evert Inflow = 0.14 cfs 1 .8 hrs, V lume= 3,754 cf Primary 0.14 cfs @ 14.86 hrs, Volume= 3,754 cf, Atten= 0%, Lag= 0.0 ruin Primary outflow - Inflow, Time Span= 0.00- 6.00 hrs, dt= 0.05 firs Link D - . Offsite to Southeast Hyaast'g apn Inflow N timry V. 4J 0.12 Oil 01 0.09 awr 0.08 G 07 0,06 0.5..., 1104 ry V 03 , 0.02 001 0 1 2 3 A 5 6 7 5 9 13 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) 11 r� 11 .... . ..... ;DP-1 Rowley Street I P ""PS 3 Infiltration Basir Oftite to West iDP 1' Offsite to South Offstte to Southwest Ubca�t, Reachl ","Oond, Link Routing Diagram for R Prepared by Gary P, FHydroCADO 1Q OO-16 sin 07782 0 2015 H 1 ROWLEY POST Type III24-hr 2-Year Rainfal1=100„ Prepared by Gary P. Weiner, PE HydroCAD®1.0 00-15 s/n 0778.1 ®_ 2015 HydroCAD Software Solutions LLC PaR 2 T Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method,-UH=SC5, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PS-3: Runoff Area=20 560 sf 5.54% Impervious Runoff Depth=0.00" Flow Length=154' Tc=12:4 min CN=41 Runoff=0.00 cis 2 cf Subcatchment PS-4: Runoff Area=64,444 sf 6.90% Impervious Runoff Depth-000" Flow Length=138' Tc=14.7 min CN=37 Runoff"0 00 cfs 0 cf Subtatchment PS -SA: Runoff Area=92,471 sf 40.12% Impervious Runoff Depth=0.43" Flow'Length=387' Tc =19.6 min CN-63 Runoff=0.49 cfs 3,335 cf Subcatchment PS-SI3: Runoff Area=122,595 sf 6.19% Impervious Runoff depth=0.00" Flow Length=744' Tc=21.3 min CN=38 Runoff=0.00 cfs 0 d Subcatchment PS -SC Runoff Area=138,376 sf 0.00% Impervious Runoff Depth=0.00" Flow Length=484' Tc=16 1 min CN=30 Runoff=0.00 cfs 0 d Pond IP: Inflltration Basin Peak Elev=153.03' Storage=83 cf Inflow=0.49 cfs 3,335 d Outflow-0.48 cfs 3,335 tf Link DP-1: Rowley Street Lfnk DP-2: Offsite to West Primary=0.00 cfs 0 d Primary=0.00 cfs 0 cf Link DP-3: Offsite to Southwest Inflow=0.00 cfs 2 cf Primary=0.00 cis 2 cf Link DP-4: Offsite to South Inflow=0.00 cis 0 cf Primary=0.00 efs 0'cf Link', DP-5: Offsite to Southeast Inflow=0 00 cfs 0 cf Primary=0.90 cis 0 cf Total Runoff Area = 438,447 sf Runoff Volume = 3,337 cf Average Runoff Depth = 0.09" 88.53% Pervious=388,170 sf 11.47% Impervious = 50,276 sf 1 ROWLEY POST Type ii! 4-liar -y'edr ' infall=3. " Prepared y Gary P.;Weiner, P H dro D'1 10,00-15 s/n o77 2 0,201S,HydroCAD Software Solutions Lt - Page 3 Summary forSubcatchment PS- : Runoff 0.00 cfs @ 23.55 hrs, Volume= 2 cf, Depth= 0,00" Runoff by SCS T8-20 method, UH=SCS,Weighted-CN, Time Span= 3.OG-3 .00 hrs, dt= 0,05 hrs Type III 24-hr 2-Year Rainfall -3.00" Area (sf) CN Description 4,557 11,909 54 1/2 acre lots; 25% imp, HSG A 39 >75 Crass covers, Good, HSC, A 77 30 Brush, good, HSG A LO17 30 Woods, Good, HSG A 20,560 41 Weighted Average 19,421 37 94.46%Pervious Area 1,135 38 5. 4% Impervious area Tc Length Slope Velocity Capacity Description (min) feat L/ft eft sec (cfs) 111 110 0.0330 0,14 Sheet low, Crass; Dense n= 0.240 P2=10 " 03 54 0M00 2.75 Shallow Concentrated Flow, Unpaved I{ = 16.1 fps 12.4 154 'total Subcatchment PS-3b 0 000 .; ..e _. 0.000 0 000 O.aar . Type III 24-hr 0000 2-Year Rainfall=3.00" otao 0 000 .000 Runoff Area 20,560 sf aeoo 0,000 ryas O 0,000 Runoff Depth=0.00" 0,000. 0 o o 0 d G b 0 o':: 0,L 4 4 2 3 4 5 6 7 8 9 'mo 11 12 13 '@gym 15 16 17 18 19 Sri 21 22 23 24 25 26 27 28 29 30 01 32 33 34 35 36 Tirn+e (hours) ROWLEY POST Type fdl 4- f 2-year aRoarfalf=.3. " Prepared ley Gary P:`Weiner, PE Hyl,oCAD" 11,00-15 s n 7712 0 1015 H droCAD SoftwareSolutionsLLC Page 4 Summa for Subicatchment PS-4: S Runoff 0,00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= 0,00" Runoff by SCS'TR-20 method, UH=SCS, Weighted-CN, Time Sf n= 0. -36.00 Fars, dt= 0.05 hrs Type Ili 24-hr 2-year Rainfall=3.00" Area (s CN Description 17,786 54 1/2 acre lots,; 5imp, HSG A 5 33 >7 Grass corner, Good, HSGa A 24,585 30 Brush, Good, HSG 21,237 30 Woods, Good, HSG A 54,444 37 Weighted Average 59,398 32 93.1 Pervious Area 4,447 98 6.90%Impervious Area Tc Length Slope Velocity Capacity Description (min) feet f /ft) (ft/sec) (cfs 14,5 100 0.0210 0.12 ; Sheet Flow, Crass. Dense n= G.2 0 P2= 3.00" 0.2 38 0.0450 3,42 Shallow Concentrated Flow, Unpaved Itv= 1&1 fps 143 138 Total S be tch ent PS-4: � iS.Runofi Type III 24-hr " Runoff t Runoff " c� r Flow . 7 min 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 117 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 "naves (hours} ROLEY_'P Si Type It/ 4-hr� 2-Year Raihf 11=3. 0` Prepared by Gary P. Weiner, P H d,oCAD 10.0 t-15 s n 07732 C 2015 H drm9 ; tI Soft a,e lolulions LLC Page 5 Summary for Subah` erg PS -SA: Runoff 0.49 cfs @ 12.39 hrs, Volume= 3,335 cf, Depth= 0,43" Runoff by 5CS TR-29 method, UH=SCS; Weigh ed-CN, Time Span= 0,00-36.00 hrs, dt= 0.05 hrs Type Ill 24-hr 2-Year Rainfall=3.00" Areas CN Descr'i tion , 46,955 20,154 54 1/2 acre bats, 2 imp, HSG 39 >7 Grass cover, Goad„ HSG A 2,361 93 Paved ark ig, HSG 92,471 53 Weighted ,overage 5,371 39 59.3 ° Pervious Area 37,099 98 40.12% Impervious Area Tc Length Siupe Velocity Capacity Description (min) feet) (ft ft) (ft/sec) (cfs) 17.5 100 0.0130 0, 10 Sheet Flex 2.1 287 Grass: Dense n= 0,249 P2=3,00" 0.0210 233 Shallow Concentrated Flaw,, Un eved Kv- 19.6 387 Total SCatcm+enPS-S Rurraff 0,5 Type 11124 OA5 ',.,. 2-Year Rainfall=3.00" 0.4, Runoff 0,35- , Runoff l , 0.3 Runoff M 0.2Tc=19.6 # �ryry 0.15" 0.1 0.0 0 0 1 3 3 4 8 6 t 8 9 10 11 17 13 14 18 16 17 18 19 20 71 22 23 24 25 26 77 28 79 38 31 32 33 34 35 38 Time (hours) ROWLEY—POST Type !14 24-hr -Year Ra nafol1= 00 Prepared by Gary P;,Weiner, P6 droCAl1191 ,00-15 s1n 07711 0 2015 H droCAt1 Software olutlon LLC Page 6 Summary for Subca ch +erg PS-S : Runoff 0.00 cis @ € .00 hrs, ' plume= C ef, €Depth= C. " Runoff by SCS TR-20 method, UH=SCSI, Wei heed- N, Time Sparc= 0.00-36.00 Ears, dt= 0.05 hr: Type III 24-hr -Year Rainfall=3.00" Area JsD Cal Description 19,988 28,157 54 1/2 acre frets, 25 amp, HSG A 39 >75' Crass cover, Good, HSG A 7,21 StyBrush, Goad, HSG A 1,451 96 Gravel surface, HS ,844 98 Water Surface, HSG A 23,875 30 Woods, Good, HSG A 122,595 38 Weighted Average 115,004 34' 93.81° Pervious Area 7,591 98 6.19 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ftftfisecI (s) 16.5 100 0,0150 0A0 Sheet Flaw, rays: Dense n= 0.240 P2= 3.00" 4x8 64.4 0,0190 2.22 ShallowConcentrated Flow, [J i Cd Kv 16.1E 3i 21.3 744 Total Subcatch +err RS-58. Type III 2 -h r " Runoff f 4� Runoff :. 'mF Flow Length=744' Tc=2. . R w s 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 15 17 18 13 23 21 22 23 24 25 25 27 28 29 30 31 37 33 34 35 35 "rime (hours) ROWLEY POST Type III 2 -fwr -Year Rain, cal=3.0 , Prepared by Gary P. Weiner, PE H dro, AD 10.00-15 s n 07752 0 2015 Hydro ko Software Solutions ttC Pa e 7 Summary for SubcatchmentPS-SC: Runoff 0.00 cis @ 0.00 hrs, Volume= 0 cf, Depth= 0.00" Runoff by SCS TR-20 method, UH=SCS, Wei heed-CN, Time Span= 0,00-36,00 hr5, dt= 0,05 hr Type Ill 24-hr 2-year Rainfall=3.00" Area Jsf) CN Descri2tion 2,168 39" >75" Grass cover, Goad, MSC 99,205 30 Brush, Good, HSC A 36,903 30W oods, C iad, HSG 138,376 30 Weighted Average 138,376 30 100,00 Pervious Area Tc Length Slope Vdocity Capacity Description (min) (feet) ft/ft) (ft/sec) (cfs) 13.1 100 0,0270 0.13 Sheet Plow, Grass: Dense n= 0.240 P'2= 3.00" 1,0 3114 0,0170 2,111 Shallow Concentrated Pte Un aved Kv'=16.1 fps 1.1 484 Total Sir catch ent PS -SC: t� Ef Type III 24-hr 2-Year Rainfall-3.00" ZVI Tc=16.1 min 0 1'2 3 4 5 6 7 8 9101112131415161718192021222324 2526272829303132 3334 3536 Time (hours) 1 ROWLEY—POST Type III 24-hr 2-Year Rainfall=3.00" Prepared by Gary:P. Weiner, PE an H roCAD• 1000-15 s/n 07782 ® 2015 H droCAD Software Solutions-LLC Page 8 Summary for Pond IN Infiltration Basin Inflow Area = 215,066 sf, 20.78% Impervious, Inflow Depth = 0.19" for 2-Year event Inflow 0.49 cfs @ 12.39 hrs, Volume= 3,335 cf Outflow = 0.48 cfs @ 12.45 hrs, Volume= 3,335 cf, Atten= 2%, Lag-- 3.7 min Discarded = 0.48 cfs @ 12.45 hrs, 'Volume= 3,335 cf Routing by Stor-Ind method, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev=153.03''@ 12.45 hrs Surf.Area= 2 868 sf 'Storage= 83 cf Plug -Flow detention time= 29 min calculated for 3,335 tf (10096 of inflow) Center -of -Mass det. time= 2.9 min 1927.7 - 924.8) Volume Invert Avail.5tora a Storage Description #1 153.00' 465 cf Sediment Forebay (irregular) Listed below (Recalc) -Impervious #2 153.00' 3,333 cf Basin Bottom (irregular) Listed below (Recalc) #3 154.00' 11,931 cf UpMr Basin (irregular) Listed below (Recalc) -Impervious 15,728;cf Total Available Storage Elevation SurfArea Perim. Inc.Store Cum.Store Wet.Area (feet) s -ft feet cubic -feet cubic -feet) s -ft 153.00 302 77.0 0 0 302 154.00 649 105.0 465 465 718 Elevation SurfArea Perim. Inc.Store Cum.Store Wet.Area (feet) s -ft (feet) cubic -feet cubic -feet (s -ft) 1 153.00 2,844 241.0 0 0 2,844 154.00 3,847 2690 3,333 3,333 4,009 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sy-ft) 154.00 4627 309.0 0 0 4,627 155.00 5,947 339.0 5,273 5,273 6,208 156.00 7,394 370.0 6,657 11,931 7,992 Device Routing Invert Outlet Devices _ #1 Discarded 153:00' 8.270 in/hr £xfiltration over Surface area Discarded OuIllow Max=0.55 cfs @ "12.45 hrs HW=153.03' (Free Discharge) 't—UU titration (Exfiltration Controls 0.55 cfs) u 1 n ROWLEY POST Type 11124-err 2- Por jRcsinfal1=1ar Prepared Icy Gary P,-y Weiner, PE H dro AD's 10,00-15 sh 07782 0 2015 HydroCAD Software Solutions LLC Page 10 Summary for Link DP- : Rowley Street Primary 0.00 cfs @ 0,00 hrs, Vofume= 0 rf POmary outflow - Inflow, lima.Span= 0.00-36,00 hrs, dt= 0,05 hrs Link D- . Rowley Street Ht,Mroqraph Q U. efs 4 p 0 1 2 3 4 5 6 r 8 2 10 11 12 13, 14 15 16 17 18 19 20 21 22 2.3 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hours) ROWLEY POT Type IH24-hr 2-Ye rRoinfol1=100xr Prepared by Gary P. Weiner, PE H dra A 10, Q-15 s n 07782 Q 2015 H c4r CAD Software Solutions LLC Page 11 Summary for Lire P-2: Offsite to West Primary O.OD cfs @ 0.00 hrs, Volume= 0 cf Primary outflow = Inflow, Time ;Pan- 't ,00-3 .Qd hrs, dt= 0.05 hrs Link DP- : Offsite to West Hydrograph OM cfs ca t� 0 1 2 3 4 5 f 7 B 9 10 11 12 13 14 15 13 17 18 19 20 21 22 23 24 25 28 27 28 29 30 31 32 33 34 35 35. Time (hours) ROWLEY POST T Type Clf -err 2-Yeor Rainfdfl-3. 0" Prepared kry Gary P Weiner, PE r droCAD* 10.00-15 s n 077 2 0 2015 HydroCAD Software Solutions LLB Pa 12 -Re Summary ter Link DP- 3 0 ffsite to Southwest Inflow Area - 20,560 sf, 5.54% Impervious, Inflow Depth W 0. 0" for -Year event Inflow = 0-00 cfs @ 23.99 hrs, Volume- 2 cf Primary = 0.00 cfs @ 23.99 bars, Volume= 2 cf, Atterrtt , Lai- 0.0 rain Primary outflow = Inflow, Time Span= 0.0 -35.00 hrs, dt- 0.05 hrs Oink CAP -a Offsite to Southwest Hycft"'Ign ph tl,C1 C1 Intl a Primary 0.1VInflow�„ ". u.o_ 0,000 .nary . a oaa a.oaa 0M0 0 "0 " 0.000, 0,000 0.000, EL " a 0 a a 0 0 a 0 0- 0 4 12 3 4 5 6 7 8 9101112331411571810212324 25 26 27 28290133-5 36 Time fhours) ROWLEY POST Type III -ter -Year RainJ 11=100 a Prepared y Gary P. Weiner, PE hi 1troCAII-1 ,00-15 s/n07782 0 1111 H! droCAD Software Solutions LtC" Pa e 1 Summary for Lin DP-4: Offifte to South InflowArea ® , f, 6,90% Impervious, Inflow Depth = 0. i" for -'Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= 0 cf Primary = .00 cfs .013hrs, Volume= 0 cf, ,Atten= 0 , Lag= 0.0 rain Primary outflow = Inflow, Time.Span= 0.00-36.00 hrs, dt= 0.05 hrs Link -A: Offshe to South ydr..egs'aph In5ea w Pnm i � .,,�mayy� ds 3 1 2 3 4 5 6 7 8 9 1311 1213 14151617 18 19 20 21 22 23 225 26 27 28 29 30 31 32 3343635 Time (hours) Y-POST Type HI 24- r -y" r ,R i a c l = . " Prepared by Gary P. Weiner, PE HydroCADO 10.00-15 s n 07782 k 201 N droCAD Software Solutions LL PM Summary for Link DP- : Offs1te to Southeast Inflow Area = 353,442 sf, -64°l Impervious, :Inflow [depth = 0.00" for 2-'Year event Inflow = 0.00 cfs @ 0.00 hrs, Volume= tI cf Primary 0.00 cfs @" 0.00 hrs, Volume= 0 cf, Attem: 0%, Lag- 0.0 min Primary outflow = Inflow, Time Span= . -36. hrs, dt= 0.05 hrs Link DP-: Mite to Southeast Illy dre'grap',h Irate Inflow r _ , f 0 1 2 3 4 5 3 7 8 9 15 11 12 13 14 15 16 17 15 13 20 21 22 23 24 25 26 27 25 29 30 31 32 33 34 35 3 Time (hours) ROWLEY_POST Type I// 24-hr 10-Year RoinfoA=4.60" Prepared by Gary P. Weiner, PE H droCADO 10.01-15 s/n 07782 0 2015 H droCAD Software Solutions LLC page 15 Time span=0.00-36.00 hrs, dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment PS-3: Runoff Area=20,560 sf 554% Impervious Runoff, Depth=0.18" Flow Length=154' Tc=12.4_min CN=41 Runoff=0.01 cfs 315 cf Subcatchment PS-4: Runoff;Area=64,444 sf 6.90% Impervious Runoff 0epth=0.08" Flow Length=13V Tc=14 7 min CN=37 Runoff=0.02 cfs 421 cf Subcatchment PS -SA: Runoff Area=92,471 sf 40.12% Impervious Runoff Depth=126" Flow Length=387' Tc=19.6 min CN=63 Runoff=1.92 cfs 9 724 cf Subcatchment PS-5B: Runoff Area=122595 sf 6.19% Impervious Runoff Depth=0;10" Flow Length=744' Tc=21.3 min CN=38 Runoff=0.04 cfs 1,034 cf Subcatchment PS -SC: Runoff Area=138,376 sf 0.00% Impervious Runoff Depth=0.00" Flow-Length=484' Tc=16.1 min CN=30 Runoff=0.00 cfs 0 cf Pond 1P: Infiltration Basin Peak Elev=153 60' Storage=2,100cf Inflow=1.92 cfs 10,758 cf Outflow=0.66 cfs 10,758 cf Link,DP-1: Rowley Street Primary=0.00 cfs 0 cf Link DP-2: Mite to West Primary=0.00 cfs 0 cf Link DP-3: Mite to Southwest Inflow=0:01 cfs 315 cf Primary=0.01 cfs 315 cf ' Link,DP-4: Offsite to South Inflow=0.02 cfs 421 cf Primary=0.02 cfs 421 cf Link DP-5: Dffsite to Southeast Inflow=0.00 cfs 0 cf Primary=0A0 cfs Q cf Total Runoff Area = 438,447 sf Runoff Volume =11,4134 cf Average Runoff Depth = 0.31" 88 53% Pervious = 388,170 sf 11.47% Impervious =,50,276 sf F ROWLEY—POST Type tff 4-hr.10-Year of crdf=4.6 « Prepared Gary P. Weiner, P HydroCA1,41 10. 0-15 s/n 07732 C 215 H droCAO Software Solutions LLC Pa e 16 Summary for Subcat hment PS-3: Runoff 0.01 cfs @ 17.59 hrs, Volume= 315 cf, [Depth`= 0.18" Runoff by SCS TR- 0 method, UH=SC , Weighte -M, Time Span= 0.00-36.00hrs„ dt='0.05 hr Type III 4-hr 0-Year Rainfall=4,60" Area sf CN Description 4,557 11,909 54 1 acre lots, 25imp, HSG A 39 >75% Grass cover, Good, HSG A 77 30 0rush, Good, HSG A 4,017 30 Woods, Good, HSG A 70,560 41. Weighted Average 1.9,421 97 94.46% Pervious Area 1,139 9 . 41.1. Impervious Area Tc Length Slope Velocity Capacity Description mirl feet (f /ft) jft, sec (cfs 1 ,1 100 0.0330 0,14 Sheet Plow Gras : Dense n=0.7 0 P7- 3,00" 0.3 54 U300 739 Shallow Concentrated Flow, Un aired Kv= 16.1 fps 17.4 154 Iota l Subcat h ent PS- : ydrof t%ancif� d0ss V Cft 0.014 Type III 2 -hr 0.013 " 0,012 0,011 - Runoff Area a.a1 0,000 0.008 - " a: 0,005- Tc=12.4 min O.0 0,003 0,002, ` 0.001 0 1 2 3 4 5 0 7 3 3 10 11 12 13 14 15 10 17 18 19 20 21 22 23 24 20 26 27 23 29 30 31 32 33 34 35 36 Time (hours) ROWLEY—P Type III 4-hr - et r 'oinfa =4.8 " Prepared by Gary P.'Weiner, PS Fd droCAD01G. 15 s n 0778 2015 H dro D Software Solutions LLC Fa e 17 Summary for Subcatchment S Runoff OM cfs @ 15.25 hrs, Volume= 421 c , Depth= 0.0 " Runoff by SCSTR-20 method, UH=SCS, Weighted -Chi, Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 24- r 10-year Rainfall=4.60" ; Area sfl Chl Description 17,786 835 54 1 2 acre lots, 25 imp, HSC 39 >75 ' Crass cover, Good„ H5C A 24,585 30 Brush, Good, H5C A 21,237 30 'goods, Good, HSC A 64,444 37 Weighted Average 59,998 32 93.18 Pervious Area 4,447 98 6.90% Impervious Area Tc Length Slope Velocity Capacity Description horn) (feet) ft;/ft (ft/"sec) (cfs 14.5 100 0.0210 0.12 Sheet Flow, Crass. Dense n- 0.240 R2= 3.00" 0.2 38 O; 0450 142 Shallow Concentrated Flow, Un ave Sv- 15.1 f s 141 138 Total ubc tchrrrent PS-4: kydrograf h € �unc�ir 0,015 Type III -hr O014 0013, i M �.� 12 U11 Runoff , 0,01 ff s t 005 `- O ear w Length=138' 006 is GM5 .V ■ OM4 . Q.003 0 002" 0001 Al 0 1 2 ... 3 4 6 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hoard ROWLEY POST ry e III 24-der -Year Rorr4, off=4. 0" Prepared by Gary P.-Weiner, PE HydroCAD4110.00-15 s n 07782 0 2015,!�iydroCAD Software Solutions LLC Page l Summary for Subcatchment PS -SA: Runoff - 1.92 cfs @ 12.31 hrs, Volume= 9,724 cf, Depth= 1.26" Runoff by SCSI TR-20 methods UH=SCS, '4 eighte -C , Time Span= 0.00-36.00 hrs, dt= 0.05 hrs Type III 2 -hr 10-Year Rainfall=4,60" Area (sf) CN Deseri tion 46,955 20,154 54 1/2 acre lots, imp, HSG 39 >75 Grass cover, Good, HSG 25,361 98 Paved parking, HSG 92,471 63 Weighted Average 55,371 39 59.88 Pervious Area 37,099 98 40.12 Impervious Area c Length (mini (feet Slope Velocity Capacity Description ft ft (ft/sec) (cfs) 17.5 100 0.0130 0.10 Sheet Flow, Grass. Dense n= 0.240 P2= 3.00`° 11 287 0,0210 2.33 Shallow Concentrated Flow, .—Unpaved 0=16,1 fps 19.6 387 Total Subcatchment PS- ., ,4'F'ya`vb a' noet�}§i 2 1. Type III 24-hr = " Runoff } = , Runoff VoluCi e=9,724 cf *.. Depth=1.26 @Runoff 1 Flow Length=387' Tc=19.6 min o 1 2 3 4 5 6 7 6 6 10 11 12 13 14 16 16 17 16 19 26 21 22 23 24 26 26 27 ,28 29 30 31 32 33 34 35 36 Time (raol ROWLEY POST Type III 24-h10-Ye r frifd11=4. 0" Prepared lay -Gary P Weiner, PE ii droCAD 18 -15 s/n 07782 0 2015 HydroCAD Software Solutions llC Pa e 19 Summary for Subcatchment PS-58: Runoff 0.04 cfs @ 15.07 hrs, Volume= 1,034 cf, Depth= 0,10 Runoff by SCSTR-2d method, UH=SCS Weighted-CN,'Time Span= 0,00-36.00 hrs, dr= 0,85 hers Type III 24-hr 10-Yearr Rainfall=4.60" Areas Cal Description 18,988 54 1/2 acre lots, 25 imp, HSG A 28,157 39 >75 Grass carver, Good, HSG A 47,281 80 Brush, Good HSG A 1,451 96 Gravel surface, HSG 2,844 98 Water Surface, HSG A 23,875 30 Woods, Good, HSG A 122,595 38 Weighted Average 115,004 34 93.81% Pervious Area 7,591 98 6. 9 Impervious Area Tc length S(ope Velocity -Capacity Description (min) feet (ft/ft) (ft/sec) cfs 16.5 100 0.0150 OM Sheet Flom, Grass. Dens n= 6i, 40 P2 3.00 " 4.8 644 0 90 2.22 Shallow Concentrated Flow, n aed v- 16.1 f s 21:3 744 Total ubcatchment P - ydrog a pt 0,042 Runfr Os ,04 _efs O.a3s Type III 24-hr 0036 a.rr ear" 0,037. U.03 OM8 0,026 a0,024r G.o 002 r 0,018 ; low Length=7" 0,016 4,014 0,012 0.01 0 006 O. 0,002 0 1 2 3 4 6 6 7 3 9 10 11 12 '13 14 15 16 17 1319 20 21 22 23 24 25 76 27 28 29 30', 31 32 33 34 36 36 Time (hours) ROWLEY POSE' Type 111.24-hr 10-Yar infolt- r6 " Prepared y Gary P. Weiner, PE HydroCAi3 10.00-15 s/n 07782 0 2101115"HydroCAD Software Solutions LLC Pa e 20 Summary for Subcatchment PS -SC: Runoff 0.00 cfs @ 0.00 hrs, Volume= 0 cf, Depth= .00" Runoff by SCS TR-20 method, H=SCS, Wleight d-CN, Time Span= 0.00-3 .00 hrs, dt= 0.05 hrs Type ill 24- r 10-'year Rainfall=4.60" Area (sf) Cal Description 2,168 39 >75 Grass cover, Good, HSG A 99,305 30 Brush, Good, HSG A 36,903 30 Woods, Good, 11SG 138,376 30 Weighted Average 138,376 30 100.00 Pervious Area Tc Length Slope velocity Capacity Description (min) (feet) 4ftl J (ft/se) (cfs) 13.1 100 0.0270 US Sheet Flow, Grass; Dense n= 0,240 P2= 3.00" 3.0 384 0,0170 2.10 Shallow Concentrated Flown, un aved Kv� 10.1 f s 1.8.1 484 Total ub at h ent PS - SC: Type III 24-hr a e Runoff Area-138,376 sf Volume=O �Runoff Runoff " tti ' Flow w 1 min JIM 0, 0 12 3 4 :S 3 7 3 9 10 11 12 13 14 15 16 17 13 19 20 21 22 23 24 29 2€ 27 23 29 30 31 32 33 34 35 36 Time (hours) it ROWLEY_POST Type lil 24-hr 10-Year Rainfall=4 60" Prepared by Gary P. Weiner, PE are HydroCAD" 10.0G-15 3/n 07782 @ 2015'HydroCAD Software Solutions LLC -__ Page 21 Summary far Pond 1P: Infiltration Basin Inflow -Area 215,066 sf, 20.78% Impervious, Inflow Depth = 0.60 for 10-Year event Inflow = 1.92 cfs @ 12.31 hrs, Volume= 10,758 cf Outflow = 0.66 cfs @ 12.84 hrs, Volume 10,758 cf, Atten= 66%, Lag= 319 min Discarded = 0.66 cfs @ 12.84 hrs, Volume= 10,758 cf Routing by Stor-Ind method, Time Span= 0.00-36.O0 hrs, dt= 0.05 hrs PeakElev= 153.60' @ 12.84 hrs 5urf.Area= 3,424 sf ;Storage= 2,100 cf Plug -Flow detention tune= 21.0 min calculated for 10,743 cf'(100% of inflow) Center -of -Mass det. time= 20.9 min (924.4 - 903.4,) i Volume Invert Avail -Storage Storage, Description #1 153.00` 465 cf Sediment Forebay (Irregular) Listed below (Recalc) -Impervious #2 153.00' 3,333 cf Basin Bottom (Irregular) Listed below (Recalc) #3 154.00` 11,931 cf Upper Basin (irregular) Listed below (Recalc) Ampervious 15,728 cf Total Available Storage, Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) (cubic -feet) (sq-ft) 153.00 302 77.0 0 0 302 154.00 649 1050 465 465 718 Elevation Surf.Area Perim_ Inc.Store Cum.Store Wet.Area (feet) (s -ft) (feet) (cubic -feet cubic -feet) (s -ft) 153.00 2,944 241.0 0 0 2,844 154.00 3,847 269.0 3,333 3,333 4,009 Elevation 5urf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) (feet) (cubic -feet) _ _ (cubic -feet) (sq-ft) 154.00 4,627 309.0 0 0 4,627 155.00 5,947 339.0 5,273 5,273 6,208 156.00 7,394 370.0 6,657 11,931 7,992 Device Routing Invert Outlet Devices #1 Discarded 153,00' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.66 cfs @ 12.84 hrs HW=153.60' (Free Discharge) t1=Exfiltration (Exfiltration Controls 0.66 cfs) 0 0 ROWLEY ' POS Type III -hr 1 -Year i oinfall= . " Prepared by Gary P. Weiner, E N droCADO 1G.00-15 s/'n 07782 0 2015 H droCAD Software Solutions LLC Page, Pared ,P; Infiltration Basin � i41�rCD�4' Cis 2. M Peak = .6. a U 5 12 3 4 5 3 7 3 9 9011 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30,31 32 33 34 3535 Time (h RO LEA° POST Type /I/ -far 0- err airlf a11= . ", Prepared y`Gary P. Weiner, PE H droCAD* 111,110- 5 s/n 07782 V 2015 HydroCAD software 5mlubons LLC PMe,,23 Summary for Lin DP-1: Rowiley Street Primary 0.00 cfs e 0.00 hrs, Volume= 0 cf Primary outflow = Inflow, Time span= 0.00-36,00 bars„ dt= 0.05 hrs Link P-1. Rowley Street Hyidrograph Pri�,a 0 6 0 1 2 3 4 a 6 7 6 9 10 11 12 13 14 15 16 1 ✓ 18 19 20 21,22 23 24 25 26 27 28 29 30 31 62 33 34 35 36 Time (hours) RO LEY -POST Type Pr/ 2 -hr' 1 -1�eor infafl=4. " Prepared by Gary P. Weiner, P H drnCA13* 10,011-21 In 117711 0 201.1 111,oCAD loft are lolulions 11C Page 24 Summary for Link DP-2: Offsite to West Primary 0,00 cfs @ 0.00 hrs, Volume= 0 cf Primary outflow = inflow, Time Span= 0,00- 6.00 hrs, tit= 0.05 hrs Link - : Offsite to West Ptsrarr� LL 01 00 f t� 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 18 16 17 18 19 20 21 32 23 24 25 26 27 28 29 30 31 32 33 34 36 36 'rives (hours) ROWLEY POST TlR" /it - r - `ear i 1=4.60" PreOare by Gary P. Weiner, P HydroCAD* 1 Q2-15 s n 07782 C 2 15 HydroCAD Software Solutions LLC Page 2 Summary for Link P-3: Mite to Southwest InfIow Area = 20,560 sf, 5.S4% Impervious, Inflow Depth = 0.18" for 1 -'rear event Inflow = fiat cfs @ 12.55 hrs, Volume= 315 cf Primary = 0.01 cfs @ 12.55 hrs, Volu rae= 315 cF, Atten=0 , Lag-- 0.0 min Primary outflow = Inflow, Time Span= 0.00-35.00 hrs, of= 0.05 hrs Link DP-3: Offsite to Southwest Hydrngraph 0,015' Inflow 0,014 � 0,013 OM2 0.01 1 001 0,009, , 008, 11, G11 0005 0005, 0,104 OM3 0 002 . 0 MINE 0 1 2 3 4 5 6 7 8 9 1 G 11 12 13 14 15 15 17 18 19 20 2122 23 24 25 25 27 29 29 30 31 32 as 34 35 36 ROWLEY PAST Type III 24-hr-1 -Year t oinfol1=46 °" Prepared key Gary P."Weiner, P LI dro- E3 10.00-15 n 07782 0 2015 Ft droCAD Software Solutions LLC Pa e 26 Summary for ink ite to South Inflow Area 64,444 sf" 6.90 Impervious, Inflows Depth = 0.08" for 1 -year event Inflow 0.02 cfs @ 15.25 hrs, Vol me= 421 cf Primary 0.02 cfs C 15.25 hrs, Volume= 421 cf, Atten= 0 , Lag= 0.0 ruin Primary outflow = Inflow, 7-ime Shan= .00-6. hrs, dt- 0.05 hrs .ink [SPA: Mite to South Lf r j 0 Inflow � ry 0 016 ..; ..,� 0,014 09 013 0,01 '... tt 011 .=w U1 TA 0 000- 0,007 U06- 0.005 1004 0.003 0 002 Ck.O{i'C 0 0 1 3 3 4 5 6 7 0 0 10 11 12 1314 15 16 17 1819 20 2122 232425262723203031323334 M36 Time (hours) ROWLEY POST Type dtt 2 -hr 10-Ye r r`nfoll= .6 " Prepared by Gary P. Weiner, PE Hyd,oCADIO10,00-15 s n 07712 11101111droC 11 lollware 5olullons Ll_C Paee 27 Summary for Link DP-5m Offs1te to Southeast Inflow Are 353,442 sf, 12.64% Impervious, Inflow Depth = . 0" for 1 - "ear event Inflow 0.00 cfs @ 0.00hrs, Volume= 0 cf Primary 0.00 efs @ 0.00hrs, Volume= 0 cf, At en , Lag: 0.min Primary outflow = Inflow, Time Span= .00- 6.00 hrs, dt= 0.05 hrs Link DP-5. Offsite to Southeast '�t�1Y�b1i7t�1at � . LIP'LM-ow-liry f a. 0 1 2 3 4 :5 5 i 8 9 10 11 12 13 14 15 16 17 13 19 20 21 22 23 24 25 n 27 28 29 30 31 32 33 34 35 35 ROWLEY_POST Type I//24-hr 100-Year Rainfall=6.50"' Prepared by Gary P. Weiner, PE H droCAD° 1000-15 s/n 07782 Ci 2015 H droCA© Software Solutions LLC Pan 28 Time span=0.00-3600 hrs„dt=0.05 hrs, 721 points Runoff by SCS TR-20 method, UH=SCS, Weighted-M Reach routing by Stor-Ind{Trans method Pond routing by Stor-Ind method Subcatchment PS=3: Runoff Area=20,560 sf 5.54% Impervious Runoff Depth=0.73" Flow Length=154' Tc=12.4,min CN=41 Runoff=0.17 cfs 1,248 cf Subcatchment PS-4: Runoff Area=64,444 sf 6.90% Impervious Runoff Depth=0.48" Flow Length=138' Tc=14.7 min CN=37 Runoff=0.25 cfs 2,556'cf Subcatchment PS -SA: Runoff Area=92,471 sf 40.12% Impervious Runoff Depth=2 53" Flow Length=387' Tc=19.6 min CN=63 Runoff=4.15 cfs 19,515icf SubcatchmentPS-56: Runoff Area-122595sf 6.19%,Impervious RunoffDepth=0:54" Flow Length=744' Tc=21.3 rain CN=38 Runoff=0.54 cfs 5,474 cf Subcatchment PS -SC: Runoff Area=138,376 sf 0.00% Impervious Runoff Depth=0.13" Flow Length=484' Tc=16.1 min CN=30 Runoff=0.06 cfs 1,540 cf Pond P: infiltration Basin Peak Eiev=154.86' Storage=8,261 cf Inflow=4.40 cfs 24,989 cf Outflow=0.74 cfs 24,989 tf Link DP-1: Rowley Street Link sUP-2: Offsite to West Primary=0.00 cfs 0'cf Pfimary=4.00 cfs O cf Link DP-3: Mite to Southwest Inflow=0.17 cfs 1,248 cf Primary=0.17 cfs 1,248 cf Link-DP-4: Offsite to South Inflow=0.25 cfs 2,556'cf Primary=0.25 cfs 2,556 cf Link DP-5: iaf'site to Southeast Inflow=0.06 cfs 1,540 cf Pri mary=0.06 cfs 1,540 cf Total Runoff Area = 438,447 sf Runoff Volume = 30,333 cf Average Runoff Depth = 0.83'" 88.53% Pervious = 388,170sf 11.47% Impervious = 50,276 sf d ROWLEYPOST Type ffl 4-Ar 1 -Year Rainfafl 6..aT Prepared by nary P„'eider, P H draCAD" 10,00-15 s/n 07782 0 2015 H dr0CAD Software Solutions LLC Page 29 Summary for Subcatchment P S,- 3. Runoff .17cfs 1.2.33 hrs, Volume= 1.,24 cf, Depth= 033" Runoff by SAS TR- 0 methods UH=SCS, Weighted-CN, Time Span= 0a LL3 .0 hr , dt= 0,05 hrs Type III 24-hr 100-year Rainfall =6.50 " Area (s#) CN Description 4,557 11,909 54 1/2 acre lots 25 imp, MSG A 39 >7 Grass cover, Good, HS 77 30 Brush, Good, MSG A, 4,017 30 Woods Good, HSG A 20,560 41: Weighted Average 19,421. 37 94.4 Pervious Area 1„1 9 98: .S Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet a'ft) ft/sec (cfs) _Jft12.1 100 0.0330 OA4 Sheet Flow, Grass: Dense n= 0.240 P2= 310 "a 0.3 54 OI 0300 2.79 Shallow Concentrated Flow, Unpaved lbw= 1 .1 f s 12 A 154 Total Subcatchment -d ,,Ayd c�qraip h 01 0.1 a 0,17 Type Ill 24-hr 0,16 ,15 - "' 0.14 Runoff 0.13 T 0,12 0.1 Runoff Depth=0.73" Flow Length=154" 008 a.ui Tc=12.4 min .0 ' 005 .04 0 1 2 3 4 5 6 7 8 9101112131415161718192021222324252627282930313233343536 Time (hours) ROWLEY POST Type Itl-fir -'Y ar fdai ft=6,50" Prepared by fury P, Weiner, P droCADO 10. 0-15 s n 07782 0 2015 HdroCAl1 Software Solutions i tC Pa e 3 Summary for Subs at hrrient Runoff 015 efs @ 12.48 hrs, °volume= 2,556 cf, Depth= 0,48" Rune by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 9.0 -36,GG hrs, dt-' .05 hrs Type III 24-hr 1 0-year Rainfall=6.50" Area (sf) CN Description 17,786 835 54 1 2 acre lots, 25'l imp, HSG A 39 >75 harass cover, Good, HSG A 24,586 30 Brush, Good, HSG A 214237 30 Woods, Good, HSG A 64,444 37 Weighted Average 59,998 32 93.1 Pervious Area 4,447 93 6.90 Impervious Area Tc length Slope velocity Capacity Description (min) feet ft/ftk ft/sec l 14. 100 0,0210 1*12 Sheet Flow, Grass: Dense n= 0 240 P2= 3.00"° 0,2 35 Ol 0450 3,42 Shallow Concentrated Flow, Unpaved Kv=16.1, fps 143 138 Total Subcatchment P -4: Hyd Diu ,pb 0.26 Q.2 - 0.25 ifs Type III 24-hr 02 0,18 Runoff .. !. Runoff Depth=0.48"' 014 l ' 0,12 01 0.08 0,16 0,04 0 02 4 0 1 2 3 45 6 7 8 9 10 11 12 13 14 15 16 17 1ii 9 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 1 Time (hour's) RO LEY POST Tyne III 4-fir 100-Yea r Rainfaif=6.,50" Prepared y;Gary P, Weiner, PE H d,o - 111110.00-15 s n 07782 ID 2015 Hyd,oCAD Software Solutions LLC Page 31 Summary for Sub etch t PS -SA: Runoff 4.15 cfs c 1.2.29 hrs, Volume= 19,515 cf, Depth= 2.53" Runoff by SCS TR-20 method, UH=SCS; Weighted-CN, Time Span= 0.00-36.00 hrs, t- 0.05 hrs Type I1124-hr 10G-dear Rainfall= .50" Area (sf) CN Description 46,955 20,154 54 1/2 acre leas, 25 imp, HSG A 39 a75 grass cover, woad, HSG A 25,361 98 Paved parkin& MSG A 92,471 63Weighted Average 55,371 39 59.68Pervious Area 37,099 98 40.12' Impervious Area Tc Length Slope Velocity Capacity Description (rein) (feet} (ft/ft) (ft/sec) fs 1.7.5 1.00 0.0130 0.10 Sheet Flag, 2.1. 287 Grass-, Dense n= 0.240 P2= 3.00" 0.0210 2.33 Shallow Concentrated Flow, Unpaved Kv- 16.1as 19,6 387 Total Su ca c meat PS -SA: 4 Type III 24-hr 100-Yeah` Rainfall= o 0" 3 Runoff " Runoff " Flow " Tc=19.6 min a "r 3 1 2 3 4 5 5 7 5 9 10 11 12 13 14 15 16 17 15 19 20 21 22 23 24 25 26 27 23 29 30 31 32 33 34 35 3 Time (hours) O LEY POST Type III 4- r 1 0-Year Rain ' ff= v Fx Prepared by Gary P. Weiner, PE h droCA O 1 00-15 /n 07782 Q 2015 HydroCAD Software Solutions LLC Paite 32 Summary for Subcatchment P - Runoff — 0.54 cfs @ 12.55 hr , Volume= 5,474 cf, Depth= .5 "' Runoff by SCS TR-20 method H=SCS, Wei8hted®CN, Time Span= 0.00-36.00 hr , dt-- 0.05 hrs Type III 24-hr 100-Fear Rainfalf=6.50" Area (sf) CN Description 18,988 28,157 54 1/2 acre lots, 25/" imp, HSG 39 >75%Cress never, Clod, HSG A 47,281 30 Brush, Good, HSG A 1,451 96 Gravel surface, HSG A 2,844 98 Water Surface, HSG A 23„875 30 L'Wouds, Good, HST A 122,595 38 Weighted Average 115,004 34 93.81" Pervious Area 7„591 98 6.19 Impervious Area Tc length Slope Velocity Capacity Description min Meet (ft/ft) (ft/sec) Ms) 1&5 100 0.0150 0,10 Sheet Flog, Grass: Dense n= 0.249 P2=100 " 4�8 644 9.0190 2.22 Shallow Concentrated Flow, Unpaved aved Kv= 16.1 fps 213 744 Total Subcatchment P '5M k 06 Cl C°f�,�,or Type [if 24-hr 0.45 Runoff ! 0.4 Runoff 9 � 0.35 :. w " Runoff 0.3 b 025 ' =. a 3 min 0,2 C3 15° l 01 i ^ t ia.:l5- u 0 0 2 3 4 5 5 7 5 9 10 11 12 13 14 15 16 17 15 19 20 21 22 23 24 25 25 27 28 2 35 31 32 33 34 35 35 Tlrne (hours) POST Type /it -der 00-Year ainifal1= .55 r, Prepared by Gary P. Weiner, PE HydroCADO 10.00-1 s/n 07782 2015 HvdroCAD Software Solutions LLC Paee 33 Summary for Subcatchiment PS -SC: Runoff 0.06 cfs @ 15.08 hrs, Volume= 1,540 cf, Depth= Oi 13"" Runoff by SCS T - 0 method, Ulf= C , Weighted-CN, Time Span= 0. 0- 6.0 hr „ dt= 0.05 hr Type 111 2 -hr 100-Year Rainfal1-6.5 "' ,Area ) CN Description 2,168 99,305 39 >7S Grass cover, Chad„ HSG 30 Brush, Good, HSG A 36,903 30 Woods, Good, HSG A 138,376 30 Weighted Average 1.38,376 30 100.00 pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ft/ftp (ft/see) (cfs) 1.31 100 0.0270 f1.13 Sheet Flow, Grass: Dense n=0.2 P2= 3.00" 3,9 3114 0,0170 2.10 Shallow Concentrated Flow, Un aved Kv=1 .1 f s 16.1 484 Total u catch rat PS -SC: .s ifs I 065 TypeIII 4-her 005 " 0045 jF 0.035 unoff r "i " 003 u. ' low Length=484 Q.o25 Tc=16.1 min 0, G2 . CN=30 001, 0.005 0 1 2 3 4 5 6 7 8 9 '10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 25 26 27 26 29 30 31 32 33 34 35 36 Time (hours) J ROWLEY_POST Type 11124-hr 100-Year Rainfall=6.50" Prepared by Gary P. Weiner, PE H droCAD® 10.00-15 s/n 07782 0 2015 H droCAD Software Solutions LLC Page 34 i Summary for Pond 1P Infiltration Basin Inflow Area = 215,066sf, 20.78% Impervious, Inflow Depth = ;1.39" for 100-Year event Inflow = 4.40 cfs @ 12.31 hrs, Volume= 24,989 cf Outflow = 0.74 cfs @ 12.40 hrs, Volume= 24,989 cf, Atten= 83% Lag-- 5.7 min Discarded = 0.74 cfs @ 12.40 hrs, Volume= 24,989 cf Routing by;Stor-Ind method, Time Spa€= 0.00-36.00 hrs, dt= 0.05 hrs Peak Elev=114.86' @ 13.90`hrs 5urf.Area= 3,947 sf Storage=1,161 cf 1 Plug -Flow detention time= 106.5 min calculated for 24,989 cf (10096 of inflow) Center -of -Mass det. time= 106.5 min (992.1- 895.6') Volume Invert Avail.Starage Storage Description #1 153.00 465 cf Sediment Forebay(irregular) Listed below (Re calc) ecalc) -Impervious. 42 #3 153.00' 3,333 cf Basin Bottom (Irregular) Listed below (Recalc) 154.00' 11,931 cf Upper Basin (Irregular) Listed below (Recalc) -Impervious 15,728 cf Total Available Storage Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (sq-ft) Meet) (cubic -feet) . (cubic -feet) (sq-ft) 153.00 302 770 0 0 302 154.00 649 105.0 465 465 718 Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (s -ft) (feet) (cubic -feet) (cubic -feet) (s -ft) 153.00 2,844 241.0 0 0 2,844 154.00 3,847 269.0 3,333 3,333 4,009 ' Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area (feet) (s -ft) , _ (feet) (cubic -feet) (cubic -feet) (sq-ft) 154.00 4,627 309.0 0 0 4,627 155.00 5,947 339.0 5,273 5,273 6,208 156.00 7,394 3700 6,657 11,931 7,992 Device Routine Invert Outlet Devices #1 Discarded 153 00' 8.270 in/hr Exfiltration over Surface area Discarded OutFlow Max=0.74 cfs @ 12.40 hrs HW=154.07' (Free Discharge) L1=Exfiltration (Exfiltration Controls 0.74 cfs) 1 ROWLEY POST Type III -hr e r tairo_f if=6. 0" Prepared key Gary PWeiner, PE HydroCADO 1 .OG-15 s/n 07782 0 2015 HydroCAD Software Sdutio 1s PLCPage 3 Pond 1P: Infiltration Basin owflow 0 scarcled Inflow Area= 21 6,0 sf Peak I 4, 3 2 0 3 1 2 3 4 6 6 7 8 9 10 11 12 13 14 151 97 18 19 20 2122 23 24 227 28 230 31 32 33 343 3 Time (hours) RO LEYPOST Type Jl! 4-hr 1 -Year fnfa l= a re Prepared by Gary Pt Weiner, PE H droCA O 10. i5 sh 07782 Q 2015 HydroCAD Software Solutions LLC 27 Summary for Link P- .- Mite to West Primary 0.00 cis @ GM hrs, Vol ume= 0 cf Primary outflow = Inflow, Time Span= 0.00-36.00 hrs, d = 0.05 hrs Lire -a Offsite to West 1 . f 0 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Time (hoursf RO LEA' POST Type IH 2 -hr 100-Yeor ai 11=630 R Prepared by Gary P. Weiner, PE F# droCAD 1 ,00-15 s1n 07782 0,2015 HydrosHydroCAD Software Solutions LLC Pa e 38 Summary for Link DP- * Offsite to Southwest Inflow Area 20,560 sf, 5.54'? Impervious, Inflow Depth = 0.73" for 10 -Year event Inflater 0,17 cfs C 12.33 hrs, Volume= 1,248 cf Primary 0.17 cis @ 12.33 hrs, Volume= 1,248 cf; Atten= 0%, Lag= 0.0 min Primary outflow = Inflow, Time Span=-36.01O hrs, dt= 0.05 hrs Link DP- site to Southwest Hydiograph 0.19 �M r � Inflow prinrary 0.18 a17 0,17 016 0 15" 0,14 01 13 ,12 ,11 om- 0,07 6.06 , 0,05 0.04 0.63 G a2 . 0 41 Q 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 171€3 19 20 21 22 23 24 25 26 27 26 29 30 31 62 33 34 35 36 Time (hours) ROWLEY PST T pe/// 4-err 0-Year Romf a81=6. " Prepared by Gary P. Weiner, PP H dro AO" 10,00-15 1n 01112 0 2015 HydroCAD Software Solutions LL -,Page 39 Summary for fink DP-4: Offs1te to South Inflow Area 64,444 sf, 6,90 Impervious, Inflow Depth = 0. " for 100-Year event Inflow = 0.25 cfs @ 12.48 Firs, Volume= 2,556 cf Primary = 0.25 efs @ 12.48 hrs, Volume= 2,556 of„ .Atten= 0 , Lag= 0.0 min Primary outflow = Inflow, Time Span= 0,00- 6.00 hrs, dt= 0.05 hrs Link DP-4. Mite to South H7r1aograph ' Inflow 61 Primary 0,26- v } v Inflow .,.s.. A 024 012 02 0.16 0,14 0.1 008 0,06 OZ4 ,02 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 18 16 1718 19 20 21 22 23 24 26 26 27 28 29 36 31 32 33 34 35 36 Time (hours) t3 LEY—P T Type III -hr -Yeor ftinfait= & "� Prepared y Gary P. elner, PE Hydr D-10.00-15 sin 07782 @ 2015 HydroCAQ Software Solutions LLC Pa Summary for Lire DP- : Offs1te to Southeast Inflow Area = 353,442 sf, 1 ,64 Impervious, Inflow Depth = .05" for 1 1-Y'e r event Inflow = 0,06 cfs @ 15.08 hrs, Volume= 1,540 cf Primary _ 0.06 cfs @ 15.08 hrs, Volume= 1,540 cf, Atten= 0%, Lag= 0.0 ruin Primary outflow Inflow, Time Span= . 6-86. hrs, tlt= 0.05 hrs Lire I - a 1 to Southeast Hydragrapn .mac d ppyyp 005, 0,0,45 6.04 V 0,035 0,03 , 9 625 0,02 0"" Q.61' 6.965 ^J «'2 0 1 2 3 4 5 6 7 5 9 10 11 12 13 14 15 16 17 16 19 20 21 22 23 24 25 26 27 28 30 31-32 33 34 35 36 Time (hours) APPENDIX p 11 u 0 U H 0 E C r �r Olt- Ilf Operation & Maintenance Plan D'Amata Way Subdivision Agawam, Massachusetts Prepared for: Rowley Street Development Trust October, 2016 I H Long -Term Operation & MaintenancePlan D'Amato Way Subdivision Agawam, Massachusetts Owner(s) of Stormwoter Management System Current Property Owner; Rowley Street Development 1 Monarch Place, Suite 2220 Springfield, MA 01144 Responsible Party for Operation and Maintenance Rowley Street Development 1 Monarch Place, Suite 2220 Springfield, MA 01144 The party listed shall be responsible for implementation and record keeping of the requirements listed in this operation and maintenance plan. Upon completion of construction, the responsible party shall be reinstated as the homeowner's association or any other group created as part of the subdivision acceptance. Each individual lot with frontage along the proposed roadway shall be responsible to contribute to the operation and maintenance of the stormwater management system as decided and agreed upon in the homeowner's association/governing group documents. System Inspector The owner of the stormwater management system shall be responsible for hiring a qualified stormwater drainage inspector. The inspector shall be knowledgeable of the functionality of individual stormwater infrastructure components and be capable of recognizing system deficiencies due to needed maintenance or repair. The system inspector will be responsible for advising the owner of the observed conditions of the system which require attention. The system inspector shall be capable of providing infrastructure cleaning personnel with cleaning instructions for the various stormwater management components. The system inspector will prepare inspection reports and details for the Owner's use. Copies of the inspection reports will be delivered to the Town in a timely fashion. 1 Long -Term OW Plan Agawam, MA Page 2 Schedule for Maintenance The following schedule for maintenance details post -construction maintenance of the stormwater drainage infrastructure including all 'Best Management Practice (BMf') features. Routine Maintenance The stormwater drainage system is ;comprised of the following components: a. bituminous concrete roadway b. catch basins c. stormwater piping d. sediment forebay e. infiltration basin and outfail Each component will be inspected and cleaned as listed below a. Bituminous Concrete Roadways: Pavement will be swept twice per year. In March or April, following snow melt, the roads and cul-de-sac will be swept of all remnants of winter sanding operations, leaves and debris. Following leaf drop in late November or early December, the roadways will be swept to remove fallen leaves and debris. Sweeping will be conducted using contracted mechanical sweeper machines. b. Catch Basins: Roadway catch basins will be inspected four times per year. Catch basins will be cleaned twice per year or when sediment deposits reach one half the depth from the bottom sump to the lowest pipe invert, c. Stormwater Piping: Once per year stormwater piping and structures will be inspected and maintained. All pipe entrances in catch basins and manholes will be inspected and any blockages removed. d. Sediment Forebay: The sediment forebay should be inspected on a monthly basis. The forebay should be maintained four times per year. Sediment should be removed when one (1) foot of depth is reached. Grass should be mowed to a height of no less than 3 inches and no greater than 6 inches. Replace any vegetation damaged during sediment removed. 1 e. lnfilfration Basin and Outfall: In accordance with D.E.P. recommendations, the basin will be inspected quarterly for the first three years and twice per year thereafter. The inspection should be accomplished when the basin is dry and immediately after a significant rain event (greater than or equal to 1.5 inches in 24 hours) to determine if the basin is operating as intended. Any sediment that hinders the basin's functionality should be removed. Inspection should include review of the embankment's stability, emergency spillway, rip -rap outlet, and 7 11 Long -Term O&M Phan Agawam, MA Page 3 downstream for any sign of erosion or damage. Repairs should be made immediate4y based upon receipt of the inspection report. The basin should be mowed at a minimum of three (3) times per year and sediment removed. Any trash or debris should be removed as well. The accompanying maintenance report should be utilized by the system inspection and by the maintenance foreman during cleaning. Frequency of inspections may be reduced to two per year after the initial three years based upon the need. The accompanying maintenance report should be utilized by the system inspector and by the maintenance foreman during cleaning. The owner will maintain records of inspections and cleanings: Maintenance must include removal of sediments from the infiltration basin as necessary. Logs of maintenance efforts (inspections and cleanings) must be kept. logs must be provided to the Town Department of Public Works. Logs shall continue to be sent to the Town D.P.W. until such time that the Town Engineer deems they are no longer necessary. Long Term Pollution Prevention Plan Provisions for Storing Materials and Waste Products Inside or Under Cover All maintenance will be conducted by independent contractors hired by the property manager. No maintenance equipment or materials will be kept on -site. Vehicle Washing Controls Ail maintenance vehicles will be associated with independent contractors hired by the property manager. These vehicles will not be cleaned on -site. Vehicles owned by employees and/or visitors will not be cleaned on -site. Requirements for Routine lnspecflons and Maintenance of Stormwater BMPs Routine inspections will be performed to ensure the correct functioning of stormwater BMPs. Please see the Long Term 'Stormwater Maintenance Program for detail regarding inspections and maintenance. Spill Prevention and Response Plan It will be the responsibility of the property manager to contain and legally remove any materials that are spilled onsite. The property manager will be responsib4e for providing an emergency response plan for any spills within the subject property. ® Provisions for Maintenance of Lawns and Other Landscaped Areas There will be standard landscaping consistent with other private projects. The use of fertilizers, herbicides and pesticides will be limited to areas outside of any Resource Areas, and outside of the 50-foot buffer of the Bordering Vegetated Wetland (BVW) on -site. Standard practices will be conducted outside of said areas and will be the ultimate responsibility of the property manager. I P Annual Operation & Maintenance Budget D'Amato Way Subdivision Agawam, Massachusetts inspection and Reporting Costs Structures to be inspected semi-annually $ 750.00 Stormwater System Maintenance Pavement sweeping (2 times per year) $2,000.00 1a Structures cleaning (catch basins and manholes) 1,500.00 Infiltration Basin and outfall 1,500.00 U H L L Estimated Annual Budget $5,750.00' 11 0 u 7 L 1 0 0 J U' C C C m c N Q E w m z .Q U < p U o aD CL 'o d L� C ,aL H W C V Q a!{ d E 0 U M O Z 0 CL i9 x W O 0 � v O a� v O 1 W O. CLFL C A CL U Q7 3 0 E a � CL 0 4 a o a a -a N al N c _o t� C G .y O R! it C L o n c c � L O (D Q w t� 0 `-' o m o 0 c 0; a� c 0 a O .@ C L tp O U «S N U i0 0 CL U C q1 co Ln (D C. N p - v cr E m� m m a L d1 p E 4 Z o Id d U , D H Oa p t Z d) N 0 i 0 rL o c� L C O v 3 R 0 E v 0 UT J V W Ci d r X Definitive Subdivision Plan Jkrnato Way Easterly Side of"Rowley Street Agawam, MA FOR Rowley Street Development F } Xrt •r''� �,.. �-.N"z "*.,,x. .rt.°`.r = i- z ..- "{5€ _ �. ass i 3 a r 1 9 a i i s 10, 5111 }��� 4 r�' "•� t �"''' s._ "A" � �,✓" p a-. i 3 n `� 1 4q.e.'.di. .' � "€ _� 3.'. .rsv'. ,� °�:'. �,�'""•'+r" Ifi�e "'�,,,,.,,;� y, < ',.,d.,.,.� ��4 • r `"4- a "^ 1.. wv ra'",�'kf>.. �s_ §y�,� �s�, `g�F .� �` ,v ��.�' � t ' ✓ ` a"'"�' a �i:- � rig ��`�, � X''�F= � �cP � �• ! A`a�,, . r�',zW 'A ;fig' �� x= Y 4�� ✓ f Qr s'4"""�i'•-.s a � �,::.,." ��:."",rµ^.,.»..'�r *s._ "�.. �d r�i f �i..�� �' 4 hs `-«.�"� °�, -� - �.-.T,�� ��„. . �. ;.... � f-' �`. r � 's `'�� ie �Sz �� � `fir -�'•<, �i - F b• s : SITE r ce � z p1 , " r : LOCUS October 5, 2 0 16 Revised: 3/6117 Drawina Ind Title Sheet.......r.......r..................1 Existing Site Conditions . r ■ r ■ . s ■ ■ . ■ ■ r r r . a ■. ■ ■ ■ ■ f«,w. Lot Layout Plan ■ ■ ■ ■ ■ r ■ ...... .... .. a r r 3 Grading & Erosion Control. . r ■ . r r ■ ... .... . . r r . 4 Plan & Profile - D'Amato Way ...... ........ ..5 Infiltration Basin. r r EMBROMIN boom ■ r ■ ■ ■ ■ OEM MOSEEM s 6 Details r . ■ . ■ ■ . . . ■ ■ ■ ■ r ■ . . ■ ■ a ■ . ■ r . r r ■ . ■ ■ . ■ 1 0 I CERTIFY THAT THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH THE RULES AND REGULATIONS OF THE REGISTRY OF DEEDS. PAL S. SMITH DATE F - j� + I, � L . , CLERK OF THE TOWN OF AGAWAM HEREBY CERTIFY THAT NOTICE OF APPROVAL OF THIS PLAN BY THE AGAWAM PLANNING BOARD HAS BEEN RECEIVED AND RECORDED AT THIS OFFICE AND NO APPEAL WAS RECEIVED DURING TWENTY DAYS AFTER SUCH RECEIPT AND RECORDED OF SAID NOTICE. 170 . f 168 / � I NSF N/F ' . SJK REAL ESTATE, LLC TEVEN, JOSEPH & GILBERT MORRIS PLAN BOOK 267 PAGE 84 / / 166 TOWN OF AGAWAM PLANNING BOARD / /160 TENN GAS APPROVAL UNDER THE SUBDIVISION -� /// 1% 2 ' PIPELINE, Co. TR IS REQUIRED/� �164 � . �'� PLAN BOOK. 34 PAGE 70 size? -- Y- .. DATE r 162 / 162 N/F MOCCIO FAMILY REVOCABLE TRUST PLAN BOOK 136 PAGE 55 160 • -- �" � do ; / / / �� - — - � �, � � � I - 49 ACCESS EASEMENT / / �— / / 158 �--DEED E3K. 18037 PG. 96 PLAN BK. 357 PG. 21 w / - f { % i 1 VINCENT & SHIRLEY MOCCIO �- / (40 gALN BOOK 136 PAGE 55 r. l DMH 1 RIM=1 CB$b o/ RIM=168.85 SMH RIM =169.00 SHELF=159.15 INVERT =158.35 — DMH RIM=167.00 rTj ., N/ SEIDELL & / / J R7 YARROWS — Z 1 / -- 0 rri ( }.•. 170 02 01 / > f N/F - SEIDELL & y % YARROW I / J N/F SEIDELL & _ r r / / J ' N/F YARROWS / PBI, INC 166 156 156 — SEIDELL & YARROWS 164 1 N/F DONALD & FRANK LANGO •oAK SIGHT DISTANCE OAK EASEMENT 164 DEED 6K. 17260 PG. 593 L1GHT POST PLAN BK. 350 PG. 1 GRANITE WALL roll (CURB USED) HEDGE ROW 1t° 1 / N/F SCOTT & KRISTINA /VALENTINO NSF 158 (D 60 VERA PASKAL N/F PBI, INC 50 0 25 50 100 SCALE: 1 "=50' NOTES: 1. THE RECORD OWNER OF THE SUBJECT PARCEL IS THE ROWLEY STREET DEVELOPMENT TRUST. SEE HAMPDEN COUNTRY REGISTRY OF DEEDS BOOK 20147 PAGE 494. 2. THE PROFESSIONAL LAND SURVEYOR FOR THE SUBDIVISION IS PAUL S. SMITH, P.L.S. #40981. THE CIVIL ENGINEER FOR THE PROJECT IS GARY P. WEINER P.E. #35901-. 3. AREA TO BE DEVELOPED CONTAINS APPROXIMATELY 13.93 ACRES. 4. SUBJECT PARCEL IS ZONED RESIDENCE B AND AGRICULTURAL (SEE PLAN). BENCHMARKS: RIM OF DRAIN MANHOLE LOCATED IN ROWLEY STREET APPROXIMATELY 125 FEET NORTHERLY 'OF PROPOSED ROAD. ELEVATION=169.85 RIM OF DRAIN MANHOLE LOCATED IN ROWLEY STREET APPROXIMATELY 165 FEET SOUTHERLY OF PROPOSED ROAD. ELEVATION= 167. 00 SYMBOL & LINE LEGEND 0 IRON PIPE FOUND o CONCRETE BOUND FOUND UTILITY POLE 0 EXISTING SANITARY SEWER MANHOLE a EXISTING STORM DRAIN MANHOLE IL TEST PIT LOCATION -- — — ------219-- -- ---- — — EXISTING CONTOUR GAs cAs EXISTING GAS LINE wAT wAT EXISTING WATER LINE SS ss EXISTING SANITARY SEWER sD sD EXISTING STORM DRAIN MEMIN MOM Revised: 11/22/16 - Engineering review comments Revised: 11 /2/16 - Engineering review comments EXISTING CONDITIONS PLAN D'Amato Way • Easterly of Rowley Street Agawam, MA for Rowley Street Development Trust - Owner GARY P. WEINER, P.E. 53 Mill Road s Hampden, MA 01036 Phone 413 • 374 •4467 Email: m53hamp@gmaii.com SCALE: I" = 50' DATE: October ;5, 2016 DESIGN BY DRAWN BY: CHECKED BY: G.W. SiJRVEY L7OOK: PROJECT NUMBER: I CERTIFY THAT THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH THE RULES AND REGULATIONS OF THE REGISTRY OF DEEDS. AUL. S. SMITH ATE I.P. FND. T � CLERK OF THE TOWN OF AGAWAM HEREBY CERTIFY THAT NOTICE OF APPROVAL OF THIS PLAN BY THE AGAWAM PLANNING BOARD HAS BEEN RECEIVED AND RECORDED AT THIS OFFICE AND NO APPEAL WAS RECEIVED DURING TWENTY DAYS AFTER SUCH RECEIPT AND RECORDED OF SAID NOTICE. G!S.B. FN D.; 2.27 OFF 27. CORNER -2p•. / rQ6 63 � 71 N/F 89, , N/F STEVEN, OSEPH & I.P. \ - / JK REAL ESTATE, LLC GILBERT MORRIS FIND. PLAN; BOOK 267 PAGE 84 S69.3�s TOWN OF AGAWAM Al>>s > °" e• z .- PLANNING BOARD ����°` � . �'" / � N/F S TENN. GAS APPROVAL UNDER THE SUBDIVISIONVL n`'' _.-- !"` � LP.' �4' 24' ,� � � �� PIPELINE CO. . FNDE' �.� PLAN BOOK 34 PAGE 70 CON R IS REQUIRE[? y �-- / �38¢, .r . DATE FND. s PARCEL 'A' 68.5 SQ. FT. .� 07 20, Ep / o r �' P' IP FND. S 73. Spy 3 FIVD. 1" f N/F �' MOCCIO FAMILY r+ 1202.62, REVOCABLE TRUST S 58' 57' 16" E' �- �''� rn n / PLAN BOOK 136 PAGE 55 FND. n , ' f ACCESS EASEMENT -- 350 44! DEED I3K. 18037 PG. 96 0• 09 20 E 24 o •/ PLAN BK. 357 PG. 21 N j 2.64 y N/F j 00 j VINCENT & SHIRLEY MOCCIO PAL-N BOOK 136 PAGE 35 Lq% n n n 366115.1 SQ. FT. '- f ' '`v "' 8.40 ACRES CIV (REQUIRED FRONTAGE ON ROWLEY STREET) 1 Z z 40753.9 SQ. F1'. S8 pis o `�• rn 0.94 ACRES co N/F S>. SEIDELL & 76� v o�� Ln YARROWS v! `o _ w- -- Z o - - rri 1 r / L=34.97' rL=38.28' �f�( 2 692.0 SQ. �r� <Y 1 �� . Y i R=25.00' T (D 210 _ ZONIN -+ fry o0 0.61 ACRE ./ i°'h v'2� -� S 84° 34' 37"~� GG SETBACK LINE /• 33054.2 SQ. FT.' `csp 189,88•`''' --, A j'' ` AGAWAM COORD. o --- �<c, 0.76 :ACRES 1 r N 397212.32 10.$1 8 S S9 , :'� I E 291188.99 21.00, L=16.09' rs, R=25.00' ~• 2 g r p, `� `b 1 L=34.83' o /I(= 16'f S Q} "^/ Clr i EASE.) S�. Off, L=31.55 4, R= 25.00 S8• S). (� o' 117.6 20., W, 1' 39848.5 SQ: FT �. AGAWAM COORD 5j• rs, R`r5 SS Og f N 397119.09` L=24.17' r �00 L-107.05' S 80.-- L=21.96' 0.91 ACRES o E 290814.39 0 / R=25.00' ht- 990 50A0 - A 'rijVItA 9y / p; M ..TO PROPOSED � °' � i�2 A ..-� 201,,31' � 5.0 SIDEWALK PARCEL 'S' • 9 / Ogg 20 E gg.04 i Og= 20 j EASEMENT N/F 5.00 h N SO = s g0' ,ul I j 547.0 SQ. FT. / M R_ / L-20.39 �. d0 SEIDELL & o . 200.00 103.27 (EASE.) '�' O. �` 160. co YARROWS L '2Q00 --�� o h L-22.73' -- o.�� PROPOSED D G° jam' G.B. .7V �Y � - 20' DRAIN s' o a %'S o,`O O� ` SN `Nc , EASEMENT PROPOSED STORM o-� FNp C.B. o ~�� "" 01 � DRAIN EASEMENT �17. 6' Ln FND. l ` 20.00' 12800 SQ. FT. n \ 23048.9 SQ. FT.� (EASE.) Q =rye, 0.53 ACRES {EASE.)' ' If w _ 201 92 SQ. FT. Iw 1' 8- 60.00 1 `1 .lf� 67• DSO , \ Ln 0.46 ACRES s �' �- N 80y"...- -.� N/F 0 24 87 '9 S" m � 1-- r 5' YA��ows � / 0.56 ACRESFT. � � � 1 ' �. � ' 143.52' `y> 1�1 ) , N/F 70, S $0. 0 0,. W' PROPOSED PBI, INC 2 LtNB 20 DRAIN Op xON��G BAC EASIMENT 136.69 SEIDELL & N� `� - N/F YARROWS SCOTT & KRISTINA 1 2 162.82' 3 VALENTINO N/F DONALD & FRANK SIGHT DISTANCE LANGO EASEMENT DEED BK. 17260 PG. 593 C.B. PLAN BK 350 PG. 1' FND. N/F PSI, INC N/F VERA PASKAL 50 0 25 50 100 SCALE 1 "=50'' 0 -3 . 16 NOTES: 1. THE RECORD OWNER OF THE SUBJECT PARCEL IS THE ROWLEY STREET DEVELOPMENT TRUST. SEE HAMPDEN COUNTRY REGISTRY OF DEEDS BOOK 20147 PAGE 494. 2. THE PROFESSIONAL LAND SURVEYOR FOR THE SUBDIVISION IS PAUL S. SMITH, P.L.S. #40981. THE CIVIL ENGINEER FOR THE PROJECT IS 'GARY P. WEINER, P.E. #35901. 3. THE PROPOSED CUL-DE-SAC ROAD IS APPROXIMATELY 520 FEET. 4. AREA TO BE DEVELOPED CONTAINS APPROXIMATELY 1393 ACRES. 5. TOTAL NUMBER OF LOTS SHOWN - 8 LOTS. 6. SUBJECT PARCEL 1S ZONED RESIDENCE B AND AGRICULTURAL (SEE PLAN). 7. PARCEL 'A' TO BE DEEDED FROM RICHARD F. SEIDELL & KEVIN 'K. YARROWS T9 ROWLEY STREET DEVELOPMENT TRUST. 8. PARCEL 'B' TO BE DEEDED FROM ROWLEY STREET DEVELOPMENT TRUST TO RICHARD F. SEIDELL & KEVIN K. YARROWS. 9. RICHARD F. SEIDELL & KEVIN K. YARROWS TO GRANT A 5.0' SIDEWALK EASEMENT FROM D'AMATO WAY TO LAN© OF DONALD ,& FRANK LANGO. 10. PROPERTY PERIMETER AND FRONTAGE LOTS CREATION SHOWN ON A PLAN ON FILE IN THE HAMPDEN COUNTY REGISTRY OF DEEDS BOOK OF PLANS 373 PAGE 63. SYMBOL 8c LINE LEGEND 0 IRON' PIPE FOUND o CONCRETE BOUND FOUND • IRON PIPE TO BE SET ■ CONCRETE BOUND TO BE SET "�-- --- PROPOSED PROPERTY LINE ---� - EASEMENT LINE ZONING SETBACK LINE Revised: 11/22/16 - Engineering review comments Revised: 1`1/2/16 - EnQineerina review comments DEFINITIVE SUBDIVISION PLAN D'Amato Way Easterly of Rowley Street Agawam, MA for Rowley Street Development Trust .. Owner ARY P. WEINER, P.E. 53 Mill -Road + Hampden, MA 01 036 Phone 413 • 374 • 4467 Email: m53hamp@gmaii.com SCALE. 1 " = 50' DATE. October 5, 2016 DESIGN BY DRAWN 13Y: CHECKED BY: G.W. SURVEY BOOK: PROJECT NUMBER.- TOWN OF AGAWAM PLANNING BOARD APPROVAL UNDER THE SUBDIVISION COUTfiOj4AWS REQUIRED SIMI-1 RIM=169-00 S"--IELF= 159,15 iNVER=1!58.35 INSTALL ANTE -TRACKING APPROXIMATE SAWCUT LINE LIMIT OF WORK/ SILT FENCE LINE �r )X DM H RIM = 168.85 DIVIF'" RIM = 167 Im '1166.00 P) *OAK -164 U! 37RANITE WALL (CURB USED) 4x I CERTIFY THAT THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH THE RULES AND REGULATIONS OF THE REGISTRY OF DEEDS. PAUL S. SMITH DATE CLERK OF THE TOWN OF AGAWAM HEREBY CERTIFY THAT NOTICE OF APPROVAL OF THIS PLAN BY THE AGAWAM PLANNING BOARD HAS BEEN RECEIVED AND RECORDED AT THIS OFFICE AND NO APPEAL WAS RECEIVED DURING TWENTY DAYS AFTER SUCH RECEIPT AND RECORDED OF SAID NOTICE. 170 166 116 1 1 162 164 162 162 U) 0 160 ACCESS EASEMENT V) < L-U or\. 18037 t-U. too 158 PLAN BK. 357 PG. 21 0 X 0 10 V) .0 > g z 3 01 zM TOP M APO 0 76 0 O i T I P7 • c! O% V ..: 14 164 --,ZONIN G SETBACK LfN 17>7 ik' /Top 170.0 SEDIMENT FOREBAY PCB-1 RIM= 165.82 168 01 Lj 4:1 SLOPES PCB_ (DBL. CB) RIM= 162.45 ry PCB_? 154 EXISTING PAVED ""RIM=165.82 -VOPAL j DRIVE TO BE I I 168 REMOVED 60 UTPROPOSED 166 ("LKO) 20 DRAIN �Op *ALI� SEMENT L r,-7.0 60 jb4 Top WA L .0 166 156 156 PROPOSED INFILTRATION BASIN (SEE SHEET 6) ✓ LOTS 5 THROUGH 8 TO 164 HAVE DRYWELLS INSTALLED LIMIT OF WORK/ FOR ROOF DRAINAGE 158 Sill FENCE LINE 60 SIGHT DISTANCE EASEMENT DEED BK. 17260 PG. 593 Pm PLAN BK. 350 PG. 1 HEDGE ROW 50 0 25 50 100 SCALE: 1 "=50' BENCHMARKS: RIM OF DRAIN MANHOLE LOCATED IN ROWLEY STREET APPROXIMATELY 125 FEET NORTHERLY OF PROPOSED ROAD. ELEVATION= 169.85 RIM OF DRAIN MANHOLE LOCATED IN ROWLEY STREET APPROXIMATELY 165 FEET SOUTHERLY OF PROPOSED ROAD. ELEVATION= 167.00 NOTES: 1. THE RECORD OWNER OF THE SUBJECT PARCEL IS THE ROWLEY STREET DEVELOPMENT TRUST. SEE HAMPDEN COUNTRY REGISTRY OF DEEDS BOOK 20147 PAGE 494. 2. THE PROFESSIONAL LAND SURVEYOR FOR THE SUBDIVISION IS PAUL S. SMITH, P.L.S. #40981, THE CIVIL ENGINEER FOR THE PROJECT IS GARY P. WEINER, P.E. #35901, 3. THE PROPOSED CUL-DE-SAC ROAD IS APPROXIMATELY 520 FEET. 4. AREA TO BE DEVELOPED CONTAINS APPROXIMATELY 13.93 ACRES. 5. TOTAL NUMBER OF LOTS SHOWN - 8 LOTS. 6. PROPOSED LOTS TO BE SERVICED BY PUBLIC WATER AND PUBLIC SEWER, SEE REMAINING PLAN SET FOR EXCEPTIONS. 7. SUBJECT PARCEL IS ZONED RESIDENCE 8 AND AGRICULTURAL (SEE PLAN). SHORT ---TERM EROSION CONTROL MAINTENANCE 1. THE CONTRACTOR OR SUBCONTRACTOR WILL BE RESPONSIBLE FOR IMPLEMENTING EACH CONTROL SHOWN ON THE SEDIMENTATION AND EROSION CONTROL PLAN. 2. ALL EROSION AND SEDIMENT CONTROL DEVICES SHALL BE PROPERLY MAINTAINED DURING ALL PHASES OF CONSTRUCTION UNTIL THE COMPLETION OF ALL CONSTRUCTION ACTIVITIES AND ALi.. r)i,;TIJRRFn APrAq WAVC PZ00 CTADILIZED. 'NDDITIONAL CONTROL MEASURES WILL BE INSTALLED DURING CONSTRUCTION IN ORDER TO CONTROL EROSION AND/OR OFF -SITE SEDIMENTATION IF DEEMED NECESSARY BY ON -SITE INSPECTION. 3. EFFECTIVE EROSION CONTROL MEASURES SHALL BE INITIATED PRIOR TO THE COMMENCEMENT OF CLEARING, GRADING, EXCAVATION, -OR OTHER OPERATIONS THAT WILL DISTURB THE NATURAL PROTECTION. 4. ALL SEDIMENT AND EROSION CONTROL DEVICES SHALL BE INSPECTED AT LEAST ONCE EVERY SEVEN (7) CALENDAR DAYS AND AFTER ANY STORM EVENT GREATER THAN 0.5 INCHES OF PRECIPITATION DURING ANY 24-HOUR PERIOD, AND THE INSPECTION SHALL BE DOCUMENTED IN WRITING. DAMAGED OR INEFFECTIVE DEVICES SHALL BE REPAIRED OR REPLACED, AS NECESSARY. 5. THE CONTRACTOR SHALL TAKE ALL REASONABLE PRECAUTIONS TO AVOID EXCESS EROSION OF THE SITE DUE TO THE CONSTRUCTION OF THIS PROJECT. 6. SILT SHALL BE REMOVED FROM BEHIND BARRIERS IF GREATER THAN 6-INCHES DEEP OR AS NEEDED. SEDIMENT THAT IS COLLECTED IN STRUCTURES SHALL BE DISPOSED OF PROPERLY AND COVERED IF STORED ON -SITE. 7. DAMAGED OR DETERIORATED ITEMS WILL BE REPAIRED IMMEDIATELY AFTER IDENTIFICATION. S. ALL DITCHES SHALL BE STABILIZED AS SOON AS IS PRACTICABLE TO MINIMIZE EROSION. 9. THE CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL DEVICES IN A GOOD, WORKING STATE OF REPAIR UNTIL THEIR USE IS NO LONGER WARRANTED. AT THAT TIME, THE EROSION CONTROL DEVICES SHALL BE REMOVED AND DISPOSED OF SO AS TO CAUSE NO OFF -SITE SILTATION, 10. INSPECT AND MAINTAIN CONSTRUCTION ENTRANCE STONE SUCH THAT SEDIMENT DOES NOT TRACK ONTO THE STREET. ANY SEDIMENT TRACKED ONTO THE STREET SHALL BE CLEANED DAILY. 11. AFTER CATCH BASINS HAVE BEEN CONSTRUCTED AND THE SITE HAS BEEN PAVED, THE CONTRACTOR SHALL PROTECT THE INLETS BY CONSTRUCTING INLET PROTECTION AS SHOWN ON THE PLANS. INLET PROTECTION TO REMAIN IN PLACE AND MAINTAINED UNTIL DISTURBED AREAS HAVE BEEN STABILIZED, LOAMED AND SEEDED, 12. EROSION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL ALL DISTURBED EARTH HAS BEEN SUBSTANTIALLY STABILIZED. AFTER REMOVAL OF MEASURES, DISTURBED AREAS SHALL BE REGRADED AND STABILIZED AS NECESSARY. 13. THIS PLAN IS PROVIDED AS A BASIS FOR THE INITIAL SEDIMENTATION AND EROSION CONTROL MEASURES. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO UPDATE AND EXPAND THIS PLAN AS SITE CONDITIONS DICTATE. IT IS THE CONTRACTOR'S RESPONSIBILITY To PREVENT THE OCCURRENCE OF SILTATION To WETLAND RESOURCE AREAS AND THE MOVEMENT OF SEDIMENT BEYOND THE SITE BOUNDARIES. CONSTRUCTION SEQUENCE 1. CONTACT THE TOWN OF AGAWAM AT LEAST FORTY-EIGHT HOURS PRIOR TO COMMENCEMENT OF ANY DEMOLITION, CONSTRUCTION, OR EARTHWORK ACTIVITY ON THIS PROJECT. 2. CONSTRUCT ANTI -TRACKING PAD AT ENTRANCE AND INSTALL ANY REQUIRED INLET PROTECTION AS DEPICTED ON THE PLAN. 3. INSTALL SILT FENCE AS SHOWN ON THE PLANS. 4, UPON COMPLETION OF EROSION CONTROL MEASURES, CLEARING AND GRUBBING AND EARTHWORK MAY COMMENCE. 5. CLEAR AND GRUB SITE. STOCKPILE ANY CHIPPING OR TOPSOIL MATERIAL TO REMAIN ON SITE FOR LONGER THAN 14 DAYS AND INSTALL SILT FENCE AROUND THE PERIMETER OF THE STOCKPILE. 6. COMMENCE EARTHWORK BY EXCAVATING FOR THE CUT/FILL SLOPES AS SHOWN ON THE PLANS. STABILIZE/SEED ANY SLOPES THAT HAVE ACHIEVED FINAL GRADE. 7. INSTALL UTILITIES AS SHOWN ON PLANS INCLUDING WATER SERVICE, SEWER SERVICE, GAS SERVICE, ELECTRICAL SERVICE AND STORMWATER MANAGEMENT SYSTEM. 8. GRADE THE ALIGNMENT OF THE ROADWAY TO ACCEPT PAVEMENT SECTION MATERIALS. 9. INSTALL PAVEMENT AS SPECIFIED ON THE PLANS. 10. UPON IN§TALLATION OF PAVEMM SURFACE, INSTALL INLET PROTECTION AS REQUIRED ON ANY NEW INLET STRUCTURES. 11, FINAL GRADING AND STABILIZATION OF ANY REMAINING EXPOSED AREAS. 12. AT THE DIRECTION OF THE TOWN, EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED. Revised: 1/25/17 - Engineering review comments Revised: 11/22/16 - Engineering review comments Revised: 11/2/16 - Engineering review comments GRADING & EROSION %A&q;k0NTR0L D'Amato Way - Easterly of Rowley Street Agawam, MA for Rowley Street Development Trust - Owner GARYL Pm WEINER, P.E. & 53Mill Road * Hampden, MA01036 Phone 413 - 374 - 4467 Email: m53hamp@gMail.com SCALE. 1`= 50' DATE- OCtober 5,2016 Sheet 4 of 10 - DESIGN BY.. DRAwN By. CHECKED BY. G.W. SURVEY BOOK: I PROJECT NUMBER: -W 0 t5 4t) 11004 �8c 178 176 174 172 1 7C 168 166 164 162 160 158 156' 154 152 150 148 146 144 142 140 i �----- EXISTING GR OUND ALONG CENTERLINE - ----- EXISTING GROUND. 25' NORTHERLY OF CENTERLINE. I I --- --- - EXISTING GROUND 25 SOUTHERLY OF CENTERLINE. PROPOSED FINISH ;GRADE ALONG CENTERLINE - -HIGH POINT ELEV = 165.73--•---- - HIGH POINT STA = 3+40 ' PVI STA = 3+80.00 PVI ELEV = 165.37 _ I .�_.m CONTRACTOR TO CREATE :HIGHPOINT AT STREET LINE A K. = 72.73 % SEE SHEET 7 FOR , TO MAINTAIN GUTTERLINE FLOW IN ROWLEY STREET 80' VC CUL-DE-SAC GRADING 'STREET �._....._ _ ��...._._ I o n I + w . E ' 3 8 D , 09' UCTILE IRON - ° L 52 WATEl4 - ---- --- -- L 10` PVC 82 LF S=0.004 M10 PVC 10" PVC 168 LF S=0.004 I E 12" HOPE 39 L1= 12" HDPE S=0,010 144 LF - S=0.010 I I-N 11 �..-.....-. ,..._..ys.. r� ................. ......u........ .,,.._.._.... �.,.:. 04 z d I I01 Car M a x CLa {I " a �o � .�.. o Z C U3 o 'x En N to pry N O LO LO 00 Q -� 1f1 U O O (0 q6N (D l!7 * m� d� 03 r . _ . _ r- r r- `� r - Lo , w Z :0 0 00 00 tf} r + Cd k""' (� � :�:.. .,., � .. ti.. O LI) 11 0 ,.:.II r ...,-- .may �- e- 11 .-.. 0 7 it tom ...... r e- 11 h II E i Lo O c0 I I II + Cp if Y + c0 � + tD `� -i- c0 11 II � `tt H + � � r • - + � II II ~ J � � 1- I- Z Q. !.. r r Z: Q i (N r z n t•• C) 1)-0 :. r Z': i z V) r- i Q r .� m +^' 0 �. �..... _ ... ¢ a s 1F ^ z If . m II , z 11 ._ Il 0 n d- II, .. O `� I! I a _ �„ a� ¢� ¢� ate- oW r� ate. a o O u7 H - C7 CJ G7 F - C7 O C3 F- - N U I- . _ N a 1- - {V N N (A H _ Ca h- N 04 04 U Q l- - N a L7 CK - r C W Of r r I1 [n Q_' s- W W LL U7 D'_ r- s - tL Ui : U (n a t . 00 M? L O ► 0 � tMD Q? rn rn 00 -q- d- 00 0) Mv1 rn Cn rn rs� Ln d- , CF) r-) r7 rf i I CERTIFY THAT THIS PLANHAS BEEN PREPARED IN ACCORDANCE WITH THE RULES AND REGULATIONS OF THE REGISTRY OF DEEDS. PAUL S. SMITH DATE it P " I, vA,.xF CLERK OF THE TOWN OF AGAWAM HEREBY CERTIFY THAT NOTICE OF APPROVAL OF THIS PLAN BY THE AGAWAM PLANNING BOARD HAS BEEN RECEIVED AND RECORDED AT THIS OFFICE AND NO APPEAL WAS RECEIVED DURING TWENTY DAYS AFTER: SUCH RECEIPT AND RECORDED OF SAID NOTICE. TOWN OF AGAWAM PLANNING BOARD APPROVAL O AL UNDER THE SUBDIVISION CONTRO IS REQUIRED 3 A-411 DATE ----- NOTES: 1. THE RECORD OWNER O 0 I" THE SUBJECT PARCEL IS THE ROWLEY .STREET DEVELOPMENT TRUST. SEE HAMPDEN COUNTRY REGISTRY OF DEEDS BOOK 20147 PAGE 494. 2. THE PROFESSIONAL LAND SURVEYOR FOR THE SUBDIVISION IS PAUL S. SMITH, P.L.S. #40981. THE CIVIL ENGINEER FOR THE PROJECT IS GARY P. WEINER, P.E. #35901. 3. THE PROPOSED CUL-DE-SAC ROAD IS APPROXIMATELY 520 FEET. 4. AREA TO BE DEVELOPED CONTAINS APPROXIMATELY 13.93 ACRES. 5° TOTAL NUMBER OF LOTS SHOWN 8 LOTS. 6. PROPOSED LOTS TO BE SERVICED' BY PUBLIC WATER AND PUBLIC SEWER. SEE REMAINING PLAN SET FOR EXCEPTIONS, 7. SUBJECT PARCEL IS ZONED RESIDENCE B AND AGRICULTURAL (SEE PLAN). CONSTRUCTION NOTES 1. UNDERGROUND UTILITIES SHOWN HEREON ARE BASED UPON SURFACE FEATURES AS LOCATED BY SURVEY AND AVAILABLE RECORD DATA AND ARE APPROXIMATE. ACTUAL FIELD LOCATIONS SHOULD BE VERI FIED WITH THE APPROPRIATE 'UTILITY COMPANY AND/OR MUNICIPAL DEPARTMENT PRIOR TO CONSTRUCTION. / 2. CONTRACTOR TO NOTIFY DIG' SAFE A MINIMUM OF 72 HOURS PRIOR TO START OF CONSTRUCTION ACCORDING TO MA GENERAL LAWS. 3. APPROVED PLANS TO BE ON SITE AT ALL TIMES. 4. CHANGES TO THIS PLAN MAY OCCUR AS UNFORESEEN CONDITIONS ARISE. ALL CHANGES TO BE APPROVED BY DESIGN ENGINEER, FIELD INSPECTOR AND CITY/TOWN ENGINEER. 5. CONTRACTOR SHALL BE RESPONSIBLE FOR THE MAINTENANCE AND SAFETY OF TRAFFIC ON THE PUBLIC AND PRIVATE WAYS AFFECTED BY THE CONSTRUCTION OF THIS PROJECT. 6. CONTRACTOR SHALL PROTECT ALL SLOPES, VEGETATION, PAVING, 'WALKS, AND IMPROVEMENTS OUTSIDE THE AREAS TO BE AFFECTED BY THE CONSTRUCTION OF THIS PROJECT. 7. TREES, BRUSH AND STUMPS REMOVED BY CLEARING AND GRUBBING OPERATIONS SHALL BE TRANSPORTED OFF THE PROJECT SITE TO AN APPROVED DISPOSAL LOCATION. 8. CALCIUM CHLORIDE/WATER FOR DUST CONTROL TO BE AVAILABLE AT ALL TIMES, 9. ALL CONSTRUCTION METHODS TO CONFORM TO TOWN PLANNING BOARD REGULATIONS AND DEPARTMENT OF PUBLIC WORKS SPECIFICATIONS. 0+00 1 +00 2+00 3+00 4+00 5+00 5+50 10. TOWN DEPARTMENT OF PUBLIC WORKS APPROVAL IS NOT TO BE CONSTRUED AS AN ALL WAMAT® WAY " GRADES ALONG CENTERLINE OF ROADWAY INCLUSIVE APPROVAL AS OTHER APPROVALS MAY BE NECESSARY, I.E. TOWN ENGINEER, HORIZONTAL. 1 " = 40' CONSERVATION, FIRE DEPARTMENT, WATER DEPARTMENT, ETC. VERTICAL 1" = 4' 11. ALL CATCH BASINS TO HAVE 48" SEALED SUMPS AND HOODS. SEWER NOTE; 12. EROSION CONTROL MEASURES TO BE IN PLACE PRIOR TO START OF CONSTRUCTION. LOTS 4 & 5 TO BE SEWER SERVICED 41 BY SEWAGE EJECTOR PUMPING SYSTEMS 13. WATER SERVICE TO HAVE A MINIMUM OF 60" OF COVER. �-" (EJECTOR PUMPS SHALL BE E-ONE OR 14. ALL. WATER LINE CONNECTIONS SHALL HAVE :MECHANICAL JOINTS.. 41 N/F �� _ EQUIVALENT APPROVED BY THE PROPOSED RAMP, DETECTABLE v� `3 PLUMBING INSPECTOR . � ) 15° SANITARY SEWS CONNECTION ,> CAPE COD R CO ECTION TO HAVE A MINIMUM OF 48 OF COVER. CLEAN -OUT SHALL > � WARNING PANEL. AND PAINTED ' / � CROSSWALK (TYP) BERM END WALK AT BE REQUIRED EVERY 100 FEET AND AT ALL BENDS. O=� � 4 PROPERTY LINE 16 �0lNTILRESTRAINTRTER SEEPSHEET 7 FORIPE TO USE 'MEGALUG" SERIES 1100 AND 1700 FOR - MECHANICAL TABLE OF RESTRAINED LENGTHS. 5 2 INDIVIDUAL o PROPOSED STOP � � h SIGN & STOP BAR Q3� SANITARY FORCE X 17. ALL BRASS TO MEET ALL REDUCTION OF LEAD IN DRINKING WATER ACT (RLDWA) OF 2011. BERM CIRCLE MAIN (TYPICAL) 8 -45` M.J. BEND 18, REMOVE TEMPORARY CHLORINE INJECTOR ' " JEC OR PLACED WITHIN 1 b OF GATE VALVE AND PLUG (1 PROPOSED #' 8" TO fi" REDUCER CC) AT ROWLEY 'STREET. WATER DEPARTMENT TO INSTALL CORPORATION AND CHLORINE LINE. 4" PVC r • HYDRANT &VALVE � A' � . �` r .. _ LATERAL 9. IF COVER CANNOT BE INCREASED TO 4.0 FOR LOTS' 3 AND 6 CONTRAC TOR TO INSTALL 6 - ... 1 TYPE K COPPER ,ADO -:,, n (SEE NOTE 1 S) ------ --: :.. PVC LATERALS AT MINIMUM 1.0% SLOPE TO MAXIMIZE COVER AND INSTALL 2 THICK 1 WATER 'SERVICE W/ :'A ..� CK RIGID ,/� h _._. RAMP W' / FOAM BOARD INSULATION .' / SHUT ---:OFF (TYP) 2 WIDE CENTERED OVER TOP OF PIPE FOR THE LENGTH OF PIPE :4p DETECTABLE % 1"-TYPE K COPPER WHERE COVER IS LESS THAN 4.0 (WITHIN RIGHT-OF-WAY). OF PANEL (TYP) HDPE APPROX. LIMIT , WATER SERVICE W/ 4 PVC SEWER P 19 LF OF FOAM BOARD 3 LATERAL (TYP.) I SHUT-OFF (TYP)wem a'w=o.a1 INSULATION As ;a. STREET NOTES �Dy 0� REQUIRED {TYP. x <: PCB-3 LOT 3 & 6 .�(#. Y 4f1 PCB-1 ) 3 c (DBL. CB} 1. THE LENGTH OF THE. PROPOSED STREET % REST IS APPROXIMATELY 522 FEET. ' .; 3+00 � ,: STA 4+77 ,... y 01=FS' ' 3.0'L: r r OFFSET: 47.4'R. „ x - 2. PROPOSED STREET IS CLASSIFIED AS _A PLACE ACCOR REGULATION DING TO AGAWAM SUBDIVISION 4+66 t S. HDPE ` ra LF 3. THE ESTIMATED AVERAGE DAILY TRAFFIC AD , _ .-mow' • S=0.010 ( T) OF THE PROPOSED STREET IS $0 VEHICLES " w 3+p0 , > . PER DAY. __-- Revised: 3/6/17 Engineering review comments w w Revised. 2/20/17 Engineering review comments �o . Qvc PROPOSED 5.0 9 9 „ PAC • WIDE SIDEWALK Revised: 11 /22/16 En ineerin review Comments PROPOSED CROSSWALK, CROSSWALK ,��° N 1' �: �.ej+ -, ., ,, ,. -�� ....y..-,� Engineering % .:.�,._ ..:.._.. .. :• . < BERM. CIRCLE AHEAD & STREET ADVISORY SIGN W1-10 Revised:. 11/2%16 Engineering review comments SEIDELL & .. .... :.:.:. ., L=5.8 R=25.0 \ g 9 (LOCATIONS PER MUTCD STANDARDS) �0 PROPOSED YARROWS �`, 4_ 4PLAN & PROFILE ' Q A AT WAY ' PVC . HYDRANT &VALVE ` 10' 'MIN. '-- -. (SEE NOTE 19) DMH STA +45 ' \ OFFSET: 4.0R: yoq BENCHMARKS: D'Amato Way • Easterly of Rowley Street ' RIM=167.00 111 6 e Agawam, MA PSMH-3 a PDMH- 1 RIM OF DRAIN MANHOLE LOCATED IN ROWLEY STREET .I3. 3 STA 2+30 STA 3+10 APPROXIMATELY 125 FEET NORTHERLY OF PROPOSED ROAD. for 1M 1 la ! .a OFFSET. 4.3`. 'R. CB 2 n -2 OFFSET: 7,R. PSMH-4 ELEVATION=16985 . b % (TRANSITION MANHOLE) 3+00 \ Rowley Street Development Trust Owner STA 3+SO OFESt` 13'e'R' 12" HDPE OFFSET: 3.6R. RIM OF DRAIN MANHOLE LOCATED IN ROWLEY STREET 7 LF _ APPROXIMATELY 165 FEET SOUTHERLY OF PROPOSED ROAD. ARY P. ElNER, P E PWgU 1 � � N F PROP. UNDERGROUND ELEC., � S=nELEV'ATION=167.00 •o�1 STA �+42 ..r- . 'y" f � 53 MiII Road • Ham dery MA 01 TELE., CATV, ETC. CONDUIT ' SEIDELL & COORDINATE INSTALLATION O OFFSET. 35.6'R. \ p 036 Phone 413 • 374 , 4467 YARROWS WITH UTILITY PROVIDER • Email: m53hamp6-Dgmail:com 40 0 20 40 $0 SCALE: I"= 40` DATE: October_5, 2016 Sheet 5 of o SURVEY 130 DRAWN BY: CHECKED BY G.W. SCALE; 1 -40 Sui��>=Y BooK: PROJECT NUMIBER. a CB PROPOSED CROSSWALK, CROSSWALK RIM-1 68.85 AHEAD & STREET ADVISORY SIGN W1---10' (LOCATIONS PER MUTCD STANDARDS Existing Walk CONSTRUCT NEW -ACCESSIBLE RAMP AT EXISTING WALK SMH RIM=189.00 SHELF=159.1 5 GRANITECURB INVERT=158.35 - : L=38.3' R=25.0' 8 x8, x8 ANCHOR TEE W/ VALVE PSMH-1 STA -0+26 OFFSET: 3.0 R. y GRANITE :CURB; L= 39.7' R=25.0' y 4? ' P19P9§9P 5:9 CONCRETE SIDEWALK 180 178 176 174 172 170 168 16`6 164 162 160 158 156 154 152 150 148 146 144 142 140 170 168 166` 164 162 160 158 IGG 154 152 15`0 148 146 144 142 140' WAY BERM EXISTING GROUNDTOP ELEV=156.00 EMERGENCY OVERFLOW 12" HDPE ELEV=155.50 25 LF =fl S .Oia SEDIMENT FOREBAY RIPRAP WEIR 12" HDPE Dp !: 169 LF S�Q ara MIN. 12" HDPE" 154 LF S, O.fl1fl BASIN BO170M=1530 ,..-, N :mom o ca °�- r2 a_ � c� N7 o 0 "H I 00 M14-10 17 00 ' b p �! N _: O O r7 CD r7 . rn 00 co r b ui r� rrj � uj 6cV7uI� II r d H- a'n� li +� 00r� II o- t2 r7 d- cp }� [§ V) - - �' II I II - p II I + uz : T a r�s - O 0 a c r(�}hd�-NN N � II Q WofN N � II OF¢- N CV �� a-. 'ii) ice. r- s-- �N � N �"s- r d � ' 1 +00 2+00 3+00 4+00' GRADES ALONG RUNE OF EASEMENT HORIZONTAL 1'' = 40' VERTICAL 1" = 4' 5+00 BASIN NOTE: ' 164 / SETBACK LINE/ FOLLOWING EXCAVATION AND DRYWELL AND STONE TRENCH INSTALLATION, IN --SITU SAND TO BE RAKED AND SHAPED TO GRADE. NO COMPACTION EQUIPMENT TO BE UTILIZED. -3 4 / f RIM=162. 5 4:1 SLOPE 10' yIEDE GATE FOR / 4' C.L.F. 4+00 2 / ACCESS FROM LOT <4 P EXAPT LOCATION TO BE ��8.62d g DETFRRYMINED IN THE FIELD INFILTRATION BASIN / j RIPRAP LOAM & SEED .., ..., �::... WEIR.. i.. .: . --�`r 166 j6g SEDIMENT FOREBAY 1,0' WIDE BERM PWQU-1 / - _ ELEV=156.0 RIM=163.19 ��, PFES-1 „ w/ RIPRAP 154 s k 169 LF 12" 12" INV=153.3t �, 5 t 155.5 PROPOSE(} fro S-0.018 / 12" HDPE 4 25 LF 20' QRAIN / 5=0.010 153 EASEMENT 12" HDPE 154 LF 154 S= 0.010 PDMH-2 ` -�- _' 3+00 -- `" 1 +89 0.0': OVERFLOW EMERGENCY RIM=158.30 12" IN=155.20 (PWQU-1) 12" OUT=155.20i- f' 10' WIDE GATE PROPOSED STONE ACCESS INFILTRATION TRENCH LINE` PROP. DRYWELL LIMIT OF WORK/ 156 RIM=153.0 SILT FENCE LINE PDMH-3 3+48 0.0. f RIM=156.73 12 IN=153.60 (PDMH-2) j 12" OUT=153.60 (PFES-1) 1 " = 40' !158 20 Q 40 INFILTRATION BASIN DETAIL 1 " = 40' 170 168 1<66 164 162 160 158 -I Ob 154 152 150 148 146 144 1,42 140 5+85 I CERTIFY THAT THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH THE RULES AND REGULATIONS OF THE REGISTRY OF DEEDS. PAUL S. SMITH—- r DATE I,�u..✓1 , CLERK OF THE TOWN OF AGAWAM HEREBY CERTIFY THAT NOTICE OF APPROVAL OF THIS PLAN BY THE AGAWAM PLANNING BOARD HAS BEEN RECEIVED AND RECORDED AT THIS OFFICE AND NO APPEAL WAS RECEIVED DURING TWENTY DAYS AFTER SUCH RECEIPT AND RECORDED OF SAID NOTICE. NOTES. 1. T RECORD OWNER OF THE SUBJECT PAR CEL RCEL IS THE ROWLEY STREET DEVELOPMENT TRUST. SEE HAMPDEN COUNTRY S REGI TRY OF DEEDS BOOK. 20147 PAGE 494. 2. THE PROFESSIONAL LAND SURVEYOR FOR THE SUBDIVISION IS PAUL S. SMITH, P.L.S. 40981. THE CIVIL ENGINEER FOR THE PROJECT IS GARY P. WEINER F.E.��v I. 3. THE PROPOSED CUL-DE-SAC ROAD IS APPROXIMATELY 520 FEET. 4. AREA TO BE DEVELOPED CONTAINS APPROXIMATELY 13.93 ACRE S. 5. TOTAL NUMBER OF LOTS SHOWN 8 LOTS. 6. SUBJECT PARCEL IS ZONED RESIDENCE B AND AGRICULTURAL (SEE PLAN). INFILTRATION BASIN NOTES 1-. INFILTRATION BASIN BOTTOM TO BE LOCATED A MINIMUM OF 2.0' ABOVE ESTIMATED SEASONAL HIGH GROUNDWATER (ESHGW). 2. DO NOT DISCHARGE SEDIMENT ---LADEN WATERS FROM CONSTRUCTION ACTIVITIES (RUNOFF, WATER FROM EXCAVATIONS; ETC.) TO THE INFILTRATION BASIN AREAS DURING ANY STAGE OF CONSTRUCTION. 3. DO NOT TRAFFIC EXPOSED SOIL SURFACE WITH HEAVY CONSTRUCTION EQUIPMENT. PERFORM WITH LIGHT EARTH -MOVING EQUIPMENT P EXCAVATIONSPMENT POSITIONED UT Q OUTSIDE THE LIMITS OF THE. INFILTRATION COMPONENTS OF THE SYSTEM IF FEASIBLE. 4. IF INFILTRATION BASIN AREAS ARE EXPOSED DURING CONSTRUCTION AND DO RECEIVE SEDIMENT DEPOSITS, BASIN BOTTOM MUST BE OVER EXCAVATED 6-8" INTO NATIVE MATERIAL TO REMOVE SEDIMENT DEPOSITS. 5. ALL DRAINAGE AREAS TO AN INFILTRATION BASIN FACILITY ARE TO BE STABILIZED PRIOR TO INSTALLATION OF TOPSOIL/COMPOST MIX AND SEED MIX. 6. INFILTRATION BASIN BOTTOMS AND EMBANKMENTS TO BE SEEDED AS NOTED ON PLANS NO TREES OR SHRUBS TO BE PLANTED WITHIN INFILTRATION BASINS OR EMBANKMENTS. DO NOT USE SOD. 7. ONLY SAND MATERIAL SHALL BE USED IN THE INFILTRATION BASIN AREA AND COMPACTION SHALL BE MINIMIZED TO ENSURE PROPER INFILTRATION. .in' MlN, SEDIMENT FOREBAY RIPRAP WEIR NO SCALE 1A SLOPE (MAX.) 24" HDPE FLARED END SECTION MIN.) 18" "RIP RAP STONE (SEE NOTES) COMPACTED GRAVEL EXTENDS UNDER END -SECTION NON -WOVEN GEOTEXTILE FABRIC (MIRAFI 18ON OR APPROVED EQUAL) SIDE SECTION 1.0' (MIN.) 1.0' f- (MIN.) 18" RIP RAP STONE (SEE NOTES) FRONT SECTION TOWN OF AGAWAM PLANNING BOARD APPROVAL UNDER THE SUBDIVISION CO k IS REQUIRED DATE CONSTRUCTION NOTES 1. UNDERGROUNDSHOWN HEREON ARE BASED UPON SURFACE FEATURES AS LOCATED UTILITIES 'SHO BY SURVEY AND AVAILABLE RECORD DATA AND ARE APPROXIMATE. ACTUAL FIELD LOCATIONS SHOULD BE VERIFIED WITH THE APPROPRIATE UTILITY COMPANY AND/OR MUNICIPAL DEPARTMENT PRIOR TO CONSTRUCTION. 2. CONTRACTOR TO NOTIFY DIG SAFE A MINIMUM OF 72 HOURS PRIOR TO START OF CONSTRUCTION ACCORDING TO MA GENERAL LAWS. 3, APPROVED PLANS TO :BE ON SITE AT ALL TIMES. 4. CHANGES TO THIS PLAN MAY OCCUR AS UNFORESEEN CONDITIONS ARISE. ALL CHANGES TO BE APPROVED BY DESIGN ENGINEER, FIELD INSPECTOR AND CITY/TOWN ENGINEER. 5. CONTRACTOR -SHALL BE RESPONSIBLE FOR THE MAINTENANCE AND SAFETY OF TRAFFIC ON THE PUBLIC' AND PRIVATE WAYS AFFECTED BY THE CONSTRUCTION OF THIS PROJECT. 6. CONTRACTOR SHALL PROTECT ALL SLOPES, VEGETATION, PAVING, WALKS, AND :IMPROVEMENTS OUTSIDE THE AREAS TO BE AFFECTED BY THE CONSTRUCTION OF THIS PROJECT. 7. TREES, BRUSH AND STUMPS REMOVED BY CLEARING AND GRUBBING OPERATIONS SHALL BE TRANSPORTED OFF THE PROJECT SITE TO AN APPROVED DISPOSAL LOCATION. 8. CALCIUM CHLORIDE/WATER FOR DUST CONTROL TO BE AVAILABLE AT ALL TIMES. 9. ALL PAVEMENT MARKINGS CHANGED, ALTERED OR REMOVED SHALL BE REAPPLIED. 10. ALL CONSTRUCTION METHODS TO CONFORM TO TOWN PLANNING BOARD REGULATIONS AND DEPARTMENT OF PUBLIC WORKS SPECIFICATIONS. 11 TOWN DEPARTMENT OF 'PUBLIC WORKS APPROVAL IS NOT TO BE CONSTRUED AS AN ALL INCLUSIVE APPROVAL AS OTHER APPROVALS MAY BE NECESSARY, I.E. TOWN ENGINEER, CONSERVATION, FIRE DEPARTMENT, WATER DEPARTMENT, ETC. 12. ALL CATCH BASINS TO HAVE 48" SEALED SUMPS AND HOODS. 13. EROSION CONTROL MEASURES TO BE IN PLACE PRIOR TO START OF CONSTRUCTION. NON -WOVEN GEOTEXTILE FABRIC: MIRAFI 18ON OR APPROVED EQUAL 12" COMPACTED GRAVEL BASE NO7E5 1. FLARED END SECTION PIPE JOINT SHALL BE SIMILAR TO THE MAIN RUN OF PIPE JOINTS `I) 2. STONE RIPRAP SHALL NOT BE LESS THAN 50,. 1r POUNDS NOR MORE THAN .. POUNDS AND } AT LEAST 75% OF THE VOLUIIuIE. SHALL. AT LEAST 75 POUNDS Kz 1 PLAN VIE STANDARD RIP RAP PIPE OUTLET No SCALE Sheet 6 of 10 RAFT FABRIC 1 y2„ . WASH 3" DOUBLE STONE STONE INFILTRATION TRENCH NO SCALE Revised: 11 /22/16 _ Engineering review comments' Revised: 11/2/16 - Engineering review comments h 5.0' CONCRETE hx I_at 3 WALK Lot.. 4 " 4 c " 164.08 4" BERM CIRCLE �O L= 244.9' R=50.0' hX 164.46 16390 16361 . 164.08 �" 163.27 6" LOAM & SEED " CUL-DE-SAC ISLAND ✓ 2 7 63.1 1 4, BERM CIRCLE L=35.4' R=25.0' / Lot 5 164.21 164.94 - 163.36 „ • PCB-3 (DBL. CB) RIM=162 45 165.10 d . 155.20 4+00 . . 4u 165.36 -� 164.94 O 162.86 tl d 165.63 165.41 P -�� 163.64 16352 k 68.62 • , . . • 164.36 •" 165.12 - "4 r •. °, PROPOSED d 20' DRAIN Lot 6 EASEMENT 1. _e CUL-DE-SAC GRADING & PLANTING DETAIL 1 A'= 20' • " � �-- EXISTING WALK PROP. CONCRETE WALK EXISTING BERM W/ GRANITE TRANSITION CURB PER DETAIL H-7 TRANSITION CURB (TYP. AT ALL WALKS PER DETAIL H-7) Ira..�.v 11 1 168.56 168,50 TRANSITION CURB 168.55 168.34 168.07 TO TYPE-2 BERM - ' � •' 168.25 168.34 4 d. 168.07 EXISTING BERM 168.D7 (TYPE--2) m b .A. L �O. 1,I' 201 10 0 20 INTERSECTION GRADING DETAIL 33 - 201 I CERTIFY THAT THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH THE RULES AND REGULATIONS OF THE REGISTRY OF DEEDS. PAUL S. SMITH DATE I, tf_ _ 2r-- CLERK OF THE TOWN OF AGAWAM HEREBY CERTIFY THAT NOTICE OF APPROVAL OF THIS PLAN BY THE AGAWAM PLANNING BOARD HAS BEEN RECEIVED AND RECORDED AT THIS OFFICE AND NO APPEAL WAS RECEIVED DURING TWENTY DAYS AFTER SUCH RECEIPT AND RECORDED` OF SAID ,NOTICE. BITUMINOUS CONCRETE BERM (CAPE COD) NO SCALE WATER I INF RFgTRAINT I FNrTH VAI ifFS FITTING PIPE SOIL SAFETY TRENCH DEPTH TEST NOMINAL BEND BRANCH LENGTH REDUCER RESTRAINT TYPE MATERIAL TYPE FACTOR TYPE OF BURY PRESSURE SIZE ANGLE SIZE_ ALONG RUN - SIZE LENGTH HORIZONTAL DUCTILE SW 2.0 4 5' 200 PSI 8" 22,5' - - 4' BEND IRON HORIZONTAL DUCTILE SW 2.0 4 5' 200 PSI 8" 45` - - 8' BEND IRON REDUCER DUCTILE IRON SW 2.0 4 5' 200 PSI 80 - - _ 6„ 17' TEE DUCTILE SW 2.0 4 5' 200 PSI 8" - 8" 8' - V IRON TEE DUCTILE SW 2.0 4 5' 200 PSI 8" - 6" 8' - 1' IRON 7 6" MIN, FINISH GRADE cc 6" Q CONCRETE COLLAR IN NON --PAVED AREAS ONLY 5'-0„ MIN. A k ADJUSTABLE VALVE BOX GATE VALVE (MJ x MJ)' WATER MAIN NOT S 1 • ALL VALVE BOXES LOCATED IN NON -PAVED AREAS SHALL BE ENCASED IN MIN. 6" THICK CONCRETE BLOCK CONCRETE, 6" ALL AROUND 2. SET VALVE BOX FLUSH IN PAVED AREAS TYPICAL BURIED VALVE NO SCALE HYDRAN AR SEESPI VALVE FINISH -NC.z x aS nL��Lo -ASPHALT CURB ASPHALT 0AVEMFN7 VALVE BOX :SEE DETAIL: HYDRANT VATH M;J.,.SHOE: & 1106.E MEGALUG RESTRAINT 6" .VALVE Z:: 5 MECHANICAL.JDIN7 o M.J. SHOE W RETAINER GLANDS �.. M.J. 54AVEL. - r �' r • PLACEOR i'£N ; Iy�S..:; STONE AROUND HYDRANT DRAIN :WITH CEO TEXTILE MIRAFt FABRIC 1 •�-� `ti n�� ��� "CONCRETE THRUST.. DLOCH f M.J, HYDRANT TEE TTOB MEGALUG S' D.I. NIPPLE: (MJ x MJ x S-MVEL) M:J.:RESTRAINT PH x PE NOTE. MEN HYDRANT IS ON THE END OF THE LINE. PROPER THRUST RESTAINT IS REQLIRED AND IS TO BE: SPECIFED BY IHE DESIGN ENGINEER AND THE PROPER RESTRAINT- DISTANCE SHOWN ON. THE: PLAN& HYDRANT DETAIL N.T.S. DRAWN BY: DMA REV. BY: VG ':PROJECT SHT. NAME SHT. NO, DATE:12-5-96'REV: 5-5-2018 TOWN OF AGAWAM DWG. NC:. 1 . CONSTRUCTION :STAANDARD$ HYDRANT DETAIL W-1. APPROVED 9Y:JGD,:MCC TYPICAL WATER SERVICE CONNECTION 1" K-COPPER CC x Q BALL VALVE ® CORPORATION STOP (TAPPED AT 10 & 2, ADD GOOSE NECK) 0 x Q BALL VALVE AT CURB STOP SERVICE BOX ;SIZE: 4'-6" - 5'-6" A 30" STAINLESS STEEL ROD TWO HOLE COVER FOR CURB BOX SET CURB BOX 2-3" BELOW GRADE 1. ALL SIDEWALK. SLOPES ARE MAXIMUMS: TREE:BELT SLOPE -iS TO BE MAINTAINED TO THE BEST E%Tf}kT PRACTICABLE. 2. ALL SIDEWALKS ARE TO BE CCNSiRUCTFJ) TO THE :SAME :SPECIFLCATIONFOMO IN U40 SUPPL-FMFt€iAL..SPECIfICa310N5 70 1'HE. ta68 STANDARD SPt,�Cbjj{ t�MDHWAYS :6N6 1210(X'S:. ENG ISH WTS 40NEE L 2006 SECTIONS 701.00 TO 701.61 INCLUSIVE, AS AMENDED - UNLESS OTHERWISE SPECIFIED. d ALL SDEWALKS ARE TO BE 4000 P51 (28:DAY) PORILAW C01ENt CONCRETE, 6%il%AIR ENIIMED. 4. CURBING TO BE'VERICAL GRANITE:CIIRB -OR- CAST R€:PLACE F'ORTLAND CSMEHI CORMETE ff %8ATREO TO .AND APPROVED BY DPW. -SCORE LINES 9 5'-0' INTERVALS 5. WHEN THE SIDEWALK IS INSTALLED ON A CURVE, THE V-O' SCORE UNE INTERVAL IS MEASURE ON ALONG THE WIDE THE CURNC 10. TOOL ALL JOINTS AND EDGES 11. WHEN TRANSITKNNIID FROM VERTICAL GRANITE CURB TO MODIFIED TYPE 2 BERM A 4 FT iRtANITE TRANSITION IS REQUIRED. ATTEMPTING TO BLEND. 7HE MODIFIED TYPE 2 BEIM TO THE GRANITE OURIIING, OR FIELD CUTTING A GRANITE "511I0N ARE NOT AN ACUPTABLE ALTERNATIVE.. 12. SMEWAIK IS TO BE POURED IN ALTERNATI1020' LENGTKS 70 ACCOUNT FOR PANEL CONTRACTION DURING "G. Il INSTALL 1J2'.THICK PREFORMED E*ARSON JOINT FILLER (M.9.14.0) AT 20' UMVALS 14 BROOM FINISH SIDEWALK OPPOSTE TO THE. DIRECTION OF .TRAVEL 15. SIDEWALK IS REWIRED TO BE COVERED YATH PLASTIC AND KEPT MOIST FOR MINIMUM OF 72:HOURS AFTER 17 HAS SET-UP: 16. tETECTABIE WNBUNC PANE1. ARE TOCOMPLY YhiH A11A 4.29.2 i7. IOETECTABLE WAfDkNG PANEL TO BE CAST IN PLACE DETECTABLE WAFMG PANEL 24'X60', FEDERAL YELLOW; ITEMk 2480 WAD2Y, MFD, BY:-ADA SOLTITIONS NC_ I SURVEY OKLE, 2ND U. N. RLLER[tA MA 01862, WBW.AOANLOOM -OR- APPROVED EQUAL 16. SIDEWALKS ARE TO BE INSTALLED THROUGH DRIVEWAYS.: SIDEWALK FINISH IS TO BE BROOM FINISHED, NO ALTERNATE FINISH IS ALLOWED I.E. STAMPED,. EPDXY FBISHED. ETC.... THE T.50% (30.50* CROSS %WE LWST BE .MAINTAINED THROUGH DRIVEWAYS. 19. ANY CHANGES IN.BWNOS, PINS, EASEMENTS, : AND FORM -JCS SHOULD BE SHOWN ON AMENDED DEFINITIVE PLANS PF40R 10 THE: SIGN OFF OF THE. PUNCH LIST. 2U. ALL..MONUMFINTATION.IS'10 COWPLY %F1M AGAWAM.:. TOM CODE SECTION 159-35 B[HAI 01. ,4a- A. t yu, Rp a, .y �o sp a• , �p7 , �AAinfm ucn FHSIh Skis Cy i' ` ', - r 'Rasdwa PIr.Iy Transition Lenot . ,�. 4 T PROPERTY LIN a/ Trill =i 5.TL8 4 O ,: ,2 TO? 6 1 TESTABLE NAIU(1N6 PANEL"(SEE TND DRAVING 9N/E 107.6Sm rr- • THE ABOVE LENGTHS ARE CALCULA70 USING THE 7.59 PANEL 5LOPE. • USE Cx %FALLOWCR GRADES WILL REMAKE LONGER HIGH ME ANO LOI.r SIDE :TRANSITION .LENGTHS. CHECK VON THE TOWN fDiMMR: IIEFONI: USNG ANY OWES BESIDES THOSE USTEO IN 1HE TABLE ABOVE: SIDEWALK CURB CUT NET,& DRAWN. BY:UGD PROJECT TOWN OF AGAWAM CONSTRUCTION STANDARDS :SHT_ :NAME SIDEWALK CURB CUT W/ DETECTABLE WARNING PANEL SHT. NO. H- DATE 05/27/O8 .:DWG. NO.; I :APPROVED BY: MCC TOWN OF AGAWAM PLANNING BOARD APPROVAL UNDER T SUBDIVISION CONSRO S REQUIRED - WATER MAIN - CORP. STOP 2 HOLE COVER 5" MIN. 2'-O ---1 SERVICE LINE CURB BOX 1 " K-COPPER {SET 2"-3" BELOW GRADE) PLAfV FE ADJUSTABLE MIN. SERVICE BOX (4'-6" to 5-6") 30" STAINLESS STEEL ROD CURB STOP Q X Q BALL VALVE MAIN HOUSE SIDE SIDE CONNECT TO CORPORATION STOP EXISTING SERVICE CC x Q BALL. VALVE SUPPLY FITTINGS AS REQUIRED VWATER MAIN SECTION TYPICAL WATER SERVICE CONNECTION NO SCALE ARROW DW-8x3 8' DIAMETER DRYWELL (OR EQUAL) r•J-L� i ■ BEEHIVE GRATE AS PER TOWN STANDARDS MORTAR BED FOLD' :FILTER FABRIC OVER TOP TO ENVELOPE STONE REMOVE COVER 3/4" to 1-1/2" DBL. WASHED STONE FILTER FABRIC MIRAFI 140 NL OR EQUAL WRAP LEACHING STRUCTURE WITH FILTER FABRIC PRIOR TO PLACEMENT OF WASHED 'STONE LINE EXCAVATED HOLE WITH 8_0 _) FILTER FABRIC PRIOR TO PLACEMENT OF WASHED STONE PRECAST CONCRETE DRYWELL DETAIL NO SCALE Revised: 3/6/17 - Engineering review comments Revised: 2/20/17- Engineering review comments Revised: 1/18/17'- Engineering review comments Revised: 11/22/16 Engineering review comments Revised: 11/2/16,_ Engineering review comments Sheet 7 of 1 1-3/4" TO 3' ANGULAR; CRUSHED STONE € GEOTWLE (OPTIONAL) 'Ia 15' MINIMUM SECTION A -A 50' MINIMUM A4--r MAINTAIN SIDEWALK THROUGH ENTRANCE (IF PRESENT) NOTES: 1, EACH SITE ENTRANCE IS TO HAVE A TEMPORARY CONSTRUCTION ENTRANCE, 2. STONE IS TO BE 1-3/4" TO 3" ANGULAR CRUSHED STONE. 3. ANY SEDIMENT TRACKED INTO THE ROADWAY NEEDS TO BE CLEANED IMMEDIATELY. 4, ADDITIONAL STONE IS TO BE ADDED TO THE PAD AS NEEDED TO MAINTAIN THE ORIGINAL DEPTH. S. ANY SIDEWALK DAMAGED E ALK D M GED DURING CONSTRUCTION MUST BE REPLACED AT THE CONTRACTORS/DEVELOPERS EXPENSE. IS. SIDEWALK MUST REMAIN PASSABLE, IF THE SIDEWALK BECOMES UNSAFE OR IMPASSABLE, A TEMPORARY SIDEWALK/ SIDEWALK DETOUR MUST BE PROVIDED. TEMPORARY .CONSTRUCTION ENTRANCE N. T. S° DRAWN BY; J00 ..PROJECT TOWN OF AGAWAM' CONSTRUCTION STANDARDS SHT. NAME TEMPORARY CONSTRUCTION ENTRANCE SLAT:.:NO. FS-1 DATE:.03/05/0'7 REV: 01/19'10. DWG N0: I :APPROVED BY: MCC. 1. TEMPORARY PAVEMENT OVER :TRENCHES IN STREET TO REMAIN FOR A M114MULI OP 60 DAYS TEMPORARY:PAVEMEHT 3" BINDER. COURSE 1N ONE. LIFT - GOLD PATCH KNOWN AS '"OPR" .MAYBE USED WHEN TYPE 1-F IS UNAVAILAOLE 2. RWOVE TEMPORARY PAVEMENT: AND REPLACE WITH PERMANENT PAVEd€ENT s. P AVEMENY THICKNESS E S TO 8E 5" MINIMUM. OR GREATER ;7O MATCH E%Is'RNG Common 4. WHERE PAVEMENT IS OUT.2'-D' OR LESS FROM EDGE. OF ROAD. REPAVING TO EXTEND TO EDCE OF ROAD:. 5- EDGE: OF EXISTING PAVEMENT. SHALL BE TREATEDYRTH A TACK .COAT: PRIOR TO PLACEMENT Of THE. PERMANENT :PATCH.. 6- EXCEPT AS OTHERWESE DIRECTED BY THE D.P.W. SUPT.,: THE EDGE DF PAVEMENT: ADJACENT TO PATCH SHALL BE HEATM NTH ?h'FRARED EOUIPIAFJNT N SEAL..THt.,ggMq PERMANENT PAVEMENT REPLACEMENT DETAIL N-T.S DRAWN BY: DMD. :PROJECT TOWN OF AGAWAM COINSTRUCTION STANDARDS .SHT.: NAME PERMANENT PAVEMENT REPLACEMENT DETAIL SHT.: NO. H-3 -DATE 12-5-96 REV; 3-15-98 DWG. NO.: 1 APPRMD :BY: J7Q 10' MINIMUM FROM TOE OF SLOPE HARDWOOD:STME: F€LTM FABRIC COMPACT TREN3�1 UNDISTURBEDr ' -_ MOUND EMBED -T 6" SECTION A -A' in U NOTES- 1, SILT FENCE IS TO BE INSTALLED BEFORE ANY LAN T D DISTURBING � ACTIVATES START AT THE CONSTRUCTION SITE -CR- AS DIRECTED IN THE SITE'S EROSION AND SEDIMENTATION PLAN. 2. INSPECT SILT FENCE ON WEEKLY BASIS AND AFTER EACH RAIN ANY DETERIORATED/DAMAGED SILT FENCE MUST BE REPLACED IMMEDIATELY. 3- REMOVE SILT FROM FENCE AS NEEDED -OR- WHEN THE SILT HAS ACCUMULATED TO HALF THE ORIGINAL HEIGHT OF THE FENCE. 4, WHEN JOINING TWO SECTIONS OF FENCE, ROLL THE END STAKES TOGETHER SUCH THAT THERE IS NO GAP IN THE FENCE, OVERLAPPING FENCE SECTIONS IS NOT AN ACCEPTABLE ALTERNATIVE SILT FENCE N.T.S DRAWN BY::JOD PROJECT TOWN OF AGAWAM CONSTRUCTION :STANDARDS SHT: NAME :SILT FENCE. S#iF:. N0. ES-2" DATE:3/6/2007 OWG. NO.:.I :APPROVED BY: MCC HHA TOP COURSE HMA HINDER "^ 6' TYPE VB y VERTICAL GRANITE CURB SEE DETAIL HEIGHT VARIES 11-1 FOR 15' - 17• THICKNESS GRAVEL BASE CEMENT CONCRETE GRAVEL SUBBASE �-+- 12• :PROCEDURE: DESWEED. MERF,IN 17 APPLICAELE.WLY IF CLRD IS:T1I JIB[ ffiY AT7CR BASE AND/DR BINDM CUCRSE. ARE iN PLACE. OTTIMISC C&MY CTNCRETE WILL. :SE ELUIDWTED AND C*AVEL: VR.I. BE IFMbGNT UP TO THE NOTT04 OF THE BASE CUIRM :Fdt DESCRIPTUX HATMULS ADD CONSTWXTI4N IETHIDS. SEE : SPECWMATTDNS. NOTES<. 1. SHALL CONFORM TO M9.04.1 UNLESS OTHERWISE STATED 2. CUTNEAT LINE 6` FRO M CURB LINE. AN REMOVE € D E OVE BINDER. BASE A 7 AND STONE, AND REPLACE PATH CEMENT CONCRETE. is ACCEPTABLE CEMENT CONCRETIS ANY CLASS UNDER SECTION M4 OF THE 1988 MHD STANDARD SPECIFICATIONS; ALL TEST REQUIREMENTS ARE WAIVED. HMA IS NOT AN ACCEPTABLE SUBSITUTE. 4. WHEN SET ON RADII, THE CURBING SHALL BE CUT WITH THE REQUIRED RADIUS' OF CURVATURE, VERTICAL GRANITE CURB WT.S DRAWN BY: VRK REV. BY: JTG, JGD PROJECT TOWN OF :AGAWAM CONSTRUCTION STANDARDS SHT. NAME VERTICAL GRANITE CURB SHT. NO. - - H-4 HATE:.. 2/2/99 REV.: 01/I9/TD DWG. No,: 1 APPROVED BY:. JTD, MCC MINIMUM THICKNESS �'❑R PAVEMENT TYPE N[IT MIX ASPHALT GRAVEL. BASE & GRAVEI. SUB -BASE OF STREET. SURFACE COURSE (INCHES) BINDER COURSE (INCHES) T3ASE (INCHES) SASE (INCHES) DENSE GRADED CRUSHED STONE CM 201;7) SUB -BASE (INCHES? (M I:03:0 TYPE 13., 3' MAX.) PLACE L5' 3.0• NA 4A' 8.0" LANE 1.5' 3.0` NA 4:D' 8.0' SUBCDLLEC I ❑R: 1.5' 2.U' 3.0' 4.p' B.0' COLLECTOR I.5' 2A' 4,6" 4,D' NOTE, THE THICKNESSES ABOVE BD NOT APPLY TO INDUSTRIAL PARK: ROADS 1. THE MATERIAL TO BE USED FOR THE GRAVEL BASE (THE 4' OF MATERIAL: DIRECTLY UNDER THE BINDER COURSE OF RAVING) IS TO BE DENSE GRADED CRUSHED STONE (NOT PROCESSED GRAVEL OR OTHER NATURAL STONE PRODUCT.) MHD' SPECIF€CATION M201.7, WHECH MUST BE MET, STATES THAT COARSE AGGREGATE (#4 "SIEVE AND LARGER) MUST BE CRUSHER RUN, 2. THE LINE, GRADE AND COMPACTION OF THE GRAVEL SUB -BASE (THE 8` LAYER OF GRAVEL BORROW DIRECTLY UNDER THE DENSE GRADED CRUSHED STONE) "MUST BE APPROVED BY ENGINEERING BEFORE THE 4` LAYER OF DENSE GRADED CRUSHED STONE IS PLACED. IT 15 IMPORTANT THAT ENOUGH TIME IS ALLOWED IN THE CONSTRUCTION SCHEDULE SO THAT FIELD DENSITY TESTS CAN BE MADE (AT DEVELOPER'S EXPENSE). 3. GRAVEL SAMPLES FOR THE SUB -BASE AND BASE MILL BE TAKEN By THE ENGINEERING DIVISION FOR TESTING. THE SAMPLE MUST MEET ITS RESPECTIVE MHD SPECIFICATION AND BE APPROVED BY THE TOWN ENGINEER BEFORE ANY OF THE GRAVEL CAN BE SPREAD ON -SITE, THE TOWN ENGINEER OR THEIR AGENT ARE SOLELY RESPONSIBLE FOR CHAIN OF CUSTODY OF ALL SAMPLES; ANY TESTING PERFORMED OUTSIDE OF THE TOWN CHAIN OF CUSTODY WILL NOT BE ACCEPTED. 4: FIELD DENSITY TESTING IS TO BE MADE ON BOTH THE GRAVEL SUB -BASE AND GRAVEL BASE SEPARATELY. THE GRAVEL SUB -BA IS BE SE S TESTED BEFORE THE GRAVEL BASE WILL BE ALLOWED TO BE PLACED. 5- WHEN THE GRAVEL FOR THE SUB -BASE AND BASE IS SPREAD OUT, IT IS TO BE SPREAD INTO THE SITE STARTING AT T11E' SITE'S ENTRANCE AND WORKING INWARDS. 6. THE BINDER COURSE OF".PAVING .:CANNOT BE LAID UNTIL THE ENGINEERING DIVISION HAS APPROVED THE GRADE FOR THE ROADWAY AND THE COMPACTION OF THE GRAVEL BASE. 7.. .PRIOR TO INSTALLING THE CURB, THE DEVELOPER SHALL.: HAVE THE. LINES OF THE PROPOSED CURBING LAID CUT WITH .RED PAINT OR OTHER MARKING AND THEN NOTIFY ENGINEERING THAT :MARKING 15 READY FOR INSPECT1ON. AFTER .INSPECTION, ENGINEERING WILL NOTIFY THE DEVELOPER THAT CURBING IS EITHER READY FOR LAYING OR CORRECTIONS MUST BE MADE TO THE MARKINGS. IN THE LATTER CASE, THE DEVELOPER :MUST !.LAKE THE: CORRECTIONS PRIOR TO APPROVAL.: AND INSTALLATION; TACK COAT IS REQUIRED BEFORE PLACMENT OF HMA BERMS. 8. PRIOR TO LAYING THE TOP COURSE OF PAVEMENT, AND AFTER THE CURB IS INSTALLED, THE PAVEMENT MUST BE FLOODED SO THAT ENGINEERING CAN OBSERVE AND SURVEY THE GRADES OF BINDER COURSE TO DETECT ANY DISCREPANCIES IN .GRADE. THIS:INFORMATION MUST 'BE.FURNISHED TO THE PAVING SUBCONTRACTOR BY THE:.DEVELOPER SO:THAT ANY NECESSARY SHIMMING OF THE PAVEMENT CAN BE MADE. ENGINEERING WILL CHECK SHIMS. 9. AS NOTED IN THE SUBDIVISION REGU€.ATIONS AND STANDARD PERFORMANCE AGREEMENT, THE PRESENCE OF AN INSPECTOR WILL NOT RELIEVE THE DEVELOPER OF HIS OBLIGATIONS TO PROVIDE A SATISFACTORY INSTALLATION OF ALL FACILITIES WHICH ARE A PART OF THE SUBDIVISION. 10. TACK COAT WILL BE REQUIRED TO 8E APPLIED AT A RATE OF 1/20 GAL/SY WHENEVER PLACING HMA OVER EXISTING PAVEMENT, OTHERWISE THE TACK COAT SHALL BE AS SPECIFIED IN SECTION 460.62 OF THE MHD STANDARD SPECIFIC ATIONS, REVISED 05/2005 DRAWN.BY;DMD REV. BY,, JTG, ;GO FROJECT SLIT. NAME. SHT,. NO. DATE: 1/23/98 REV.: 01/19/10 TOWN OF AGAWAM DwG:_No.:- I. CONSTRUCTION STANDARDS STREET STANDARDS H-1 APPROVED BY:JTD. MCC STREET DESIGN STANDARDS TYPE PE OF STREET RIGHT OF WAY' WIDTH (FEET> PAVEMENT WIDTH CFEET) PLACE, 46 26 LANE 50 30 SUBCDLLEC7pR 6p 3� COLLECTOR sb aG N, T,S DRAWN BY. JGD .PROJECT. SHT. NAME SHT. No. DATE::5/27/2008 TOWN: OF AGAWAM DWG: NO.: 1 CONSTRUCTION STANDARDS GRANITE TRANSITION CURB H--5 APPROVED BY:.MCC I CERTIFY THAT THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH THE RILES AND: REGULATIONS OF THE REGISTRY OF DEEDS. PAUL S. SMITH DATE I, ►� . CLERK OF THE TOWN OF AGAWAM :HEREBY CERTIFY THAT :NOTICE. OF APPROVAL OF THIS PLAN BY THE AGAWAM PLANNING BOARD HAS BEEN :RECEIVED AND RECORDED AT THIS OFFICE AND NO APPEAL. WAS RECEIVED DURING TWENTY DAYS AFTER SUCH RECEIPT AND RECORDED OF SAID NOTICE... ol TOWN OF AGAWAM PLANNING OARD APPROVAL UNDER THE SUBDIVISION CONTR , S REQUIRED 1 DATE RTY VARIES... 0:25' , a MAX, .*.. t;REEllBL IDEWALK�,-.g.QURB RETURN012'-Is'o0' RT ERM N A 19 GUTTER LINE 7REEBELr SIDEWALK � ROPERTY:.LINE. ,SLOPE.. 15D�:t0;60:� �:... .M1 3r GUTTER LINE p S. BERM SECTION A -A GLITTER LINE � + I" LIP 10 MAXIMUM o v SECTION B-B SIDEWALK t�; URI�WAYSIOEWALECS. �.. 0 NOTES: SECTION C-C 7. CONCRETE :SIDEWALK :IS TO RUN C01VT1NUOUSLY THROUGH DRIVEWAYS 2. CONCRETE USED SHALT -.BE 440E PSI WITH A MAX. AGGREGATE SIZE OF 3/4' AND SHALL CONTAIN 5-7% .ENTRAINED : AIR. 3. CONCRETE DEPTH DEPTH SHALL 6E A MINIMUM OF 4" WITH q MINIMUM DEPTH OF 6" 0 AYS 4. SIDEWALKS SHOULD BE INSTALLED PRIOR TO THE APPLICATION FOR A BUILDING PERMIT UNLESS THE BUILDER: REQUESTS IN WRITING THAT THE SIDEWALKS 13E DELAYED AND GUARANTEES THAT THE .:SIDEWALK :WILL .CONFORM TO THE STANDARD DRIVEWAY DETAIL 5. ALL DRIVEWAYS RERUIRE:A DPW DRIVEWAY PERMIT 6. ALL SLOPES ARE MAXIMUM, DRIVEWAYS ARE .TOBE:DESIGNED SUCH THATWATER WILL NOT FLOW INTO DRIVEWAY FROM THE ROADWAY. 7. DRIVEWAY SHALL BE PLACED SO THAT STREET INFRASTRUCTURE, SUCH AS: FIRE HYDRANTS, UTILITY POLES AND CATCH BASINS,. ARE LOCATED NO CLOSER THAN 5FT TO THE POINT WHERE THE DRIVEWAY'S CURB RETURN MEETS WITH THE STREETS CURB LINE, STANDARD RESIDENTIAL DRIVEWAY Na:S. DRAWN $Yi:DMD REV. BY: JOA; VC PROJECT: SHT. NAME. .SHT. :NU. DATH2-5-96 REV::Io-25-z016 TOWN OF-AGAWAM STANDARDA .RE5IDENTI"L owG. ND.: 3 CONSTRUCTION Sl'ANDAR(1S ORIVEv(AY H-6 :APPROVED BY; MCC: ROW GRANITE CONST. T 2 TRAVELLED WAY TRAVELLED :WAY. � SIDEWALK. (1/2 PAVEMENT WIDTH): 3' HMA BERM--] MODIFIED TYPE--i(,gpE COD .BERM T:SOY 1:32 0.507' SLOPE ..._--1:48 SLOPE 1:48 SLOPS t0 50% 4' cfMFa1T caNc. sloEwALK 6„ LOAM �= (8` 0'0AI1'EWAYS) 8". ELECT., TEL., 30" MIN. COVER :PROCESSED GRAVEL. CATV CONDUIT: to' IN. GAS :MAIN. 30" M€€,'COVER L..J + O 10' MN HOPE SMOOTH MALLCLASS STORM DRAWN 52 DI (SEE PLAN/PROFILE). 8` PVC- SEIR 35 WATERMAIN SANITARY SEWER 5' MEN. COVER:. (SEE PLAN/PROFILE)' 4' MIN. COVER OR LESS WITH WRITTEN APRROVAL:OF THE DPW HMA TOP COURSE:. MODIFIED TiPE z BERM SUPERINTENDENT. 1/2' REVEAI. NOTE: TACK COAT IS REQUIRED - eElwea+ ALL COURSES OF BEFORE PutlNG.HMA BERM 4' :DENSE GRADED �H�COURSE HMA.ANO ON TFIF HMA BASE• TYPICAL. ROADWAY SECTION GRAVEL suB-BAs� cRu511ED srol;fE BASE N.T.S. PROVIDE Exte€vSnoN OF BINDER -i3 &GRAVE€ PER MA HIGHWAY- 95% MINIMUM DRY DENSITY COMPACTION .SEE. H-1 FOR THICKNESSES' BASE FOR BERM BASED ON STANDARD PROCTOR:- ALL ROADWAY CONSTRUCTION: OF GRAVEL AND HMA SUPPORT t.10D€F€ED PROCTOR IS USED .ONLY NEAR .BRIDGE ABUTMENTS &HEAVY DUTY APPLICATION DRAWN BYi:DMD REVISIONS PROJECT- SHT. NAME .SHT. NO. OATE:.12-5-95 _ 1- 5-30-98 BY;JTG TOWN OF AGAWAM 1 2: 11-22-99 8Y MCC CONSTRUCTION STANDARDS ROADWAY SECTION - TYPICAL H-x APPROVED BY: JTQ; MCC 3. :D6-Q2�^�06� BY..JGD RVWY cuR13 -GRANITE TRANSITION CURB .- TAPER CAPE COD :BERM. FROM'€2" WIDTH TO T"O6- WIDE TO MEET PROP GG GUTTER LINE: _� 4'-O" (MIN) TRANSIi'IO1V ^ - 4'-0" (MIN) TRANSITION ' f CAPE COD BERM J/ GARY P. GRANITE CURB' TRANSITION TO CAPE COD BERM N.T.S. WERER Revised: 316117 - En ineerin re g g vew comments Revised: 2/20117 -Engineering review comments Revised:: 11 /22/16 - Engineering review comments ReVISed: 1112116 _ EnairT,?arinr rP>,ri�.ilni rnmman#c i - DETAILS D Amato why Easterly of Rowley Street Agawam, MA for Rowley Street: 'Development Trust - Owner GORY P WEINER, P.E1e 53 MiII Road • Hampden, MA 01 03fi Phone 413 •374 •4467 Email: m53hamp@gmaii.c©m SCALE- AS :NOTED DATE: October 5, 2016 DESIGN BY: DRAWN BY: CHECKED BY: G.W. SURVEY BOOK: PROJECT NUMBED: .:4 STANDARD: MAMNOLE FRAME AND COVER SEE 202.7.1 AND 202.&1 TO INCLUDE"SENER" 1. 8" MIN.' ADJUST TO GRA1/E PATH NO LESS DIAWE1ER THAN 6` AND NO MORE THAN 12". a OF CONCRETE BRICK MASONRY-: '^ V1 FRAME TO BE SET IN :A:FULL. S" MIN, FLAT: SLAB TOP :FOR SHALLOW MANHOLES REFORRM JOINTS SJOINT APPROVED WNIMM 012 SO:: IN. OF STEEL '•" PER VERTICAL FOOT, PLACED ACCORDING i :TO ASTM WECIF'ICAT)ON C 478 48'fi" DIA, SEE: JOINT DETAILS BELOW. I INVERTED AROi WITH HARD.. N � J� B F8% CLAY BRICK. LAID ON EDGE.. SHELF OF STRUCTURE TO BE 8' HEADERS LAID FLAT BRICK CPPPS :OR CRUSHED STONE AND MORTAR-0.110 t0 j1rB, 13 3 PIPE OF KOR-•N"_SEAL 4• 7r . OR EQUAL 4B4 J � I—=13/16- MIN. SEOSEC314N B-B. QN A -A 1s4dC1tiS}LF...STEp DROP FRONT DESIGN.. nLL IN VOID BETWEEN. SEAL AND BRICKS CAST IN WALL (UP TO .SPRING LINE'") JOINT OE7ATLs: DIA. STANDARD SANITARY SEWER MANHOLEa N.t& zD2:s:1 aL0aL 12EPTIA :DRAWN BY. DMD REV. SY: JTG :PROJECT TOWN OF AGAWAM CONSTRUCTION STANDARDS SHT.. NAME: MANHOLE — SANITARY SEWER SHE NO, S-1 -:DATE: .12-5-96 'REV. 6-30-09 DWG: NO.: 1 APPROVED BY. AD PRECAST CONCRETE DRAIN MANHOLE N.T.S. 202.4.0 ALUMINUM MANHOLE STEP STANDARD MANHOLE DROP }' NI DESIGN FRAME AND COVER CAST IN WALL TO BE LABELED "DRAIN" <. BRICKS MAY BE USED FOR GRADE ADJUSTMENTS :FRAME TO BE SET IN FULL BED :OF MORTAR " __1 MORTAR ALL JOINTS h a•H MIN. 0.12 SQ.-IN. STEEL PER VERTICAL FOOT, PLACED ACCORDING TO AASHTO DESIGNATION M199 eo r WL.. "'"• 1 —: j13 BAR AROUND OPENINGS FOR PIPES: I : 18" D�AAFETER WAND OVER. 1* COVER x aux SEAL. PIPE CONNECTIONS. FLOOR OF STRUCTURE TO BE HEADER$ LAID FLAT + y BRICK CHIPS :AND MORTAR OR CEMENT CONCRETE CLASS: "A' (IF HAND MIXED PROVIDE:'Ir .OPENINGS SEE LATEST SPECIFICATLONS). INVERTED ARCH WnH PIPE -OPENINGS TO BE BRICKS.LAID ON :EDGE PRECAST IN RISERSECTION NOTE` FOR DESCRIPTIONS, MATERIALS. AND CONSTRUCTION METHODS; :SEE LATEST .SPECIFICATIONS PRECAST UNIT F 1 PRECAST9ASE CLUN { s. R �• (` Y.I. ..CAST IN PI 4F JOINT.. DETAILS BASEDETAILS: BASE DRAWN BY: MCC.----"� PROJECT "TOWN OF AGAWAM CONSTRUCTION STANDARDS SHT. NAME PRECAST DRAIN: MANHOLEE. SHT. N0. D-1 DATE: — f2 30-98 DWG. NO.; I APPROVED B'Y..JTO RAISED. OFAMO SURFACE DES PICK HUES REQUIRED COVER TO READ 'SEWER — IN S" HIGH LETTERS COVER. TO BE EQUAL, TO 'LEBARON 0209" AS APPROVED :BY THE TOM ENGINEER 30" MANHOLE COVER N.T.S.. �2A1 FRAME TO BEEQUAL(AS .APPROVED. By THE TOWN ENGINEER) TO "UBA.RON LC328 — TOTAL VJEIC1T:OF FRAME t.CAPER =.:551 LOS I` sEcTIOULA 3O" MANHOLE FRAME TYPE `C. H.vs =7.1 DRAWN BY::DMD/JTG PROJECT SHT. NAME- SHT. NO. DATE'.:12-$-98/7-23-01 TOWN OF AGAWAM SANITARY SEWER DWG•:NO.r I CONSTRUCTION STANDARDS MANHOLE FRAME:. AND: COVER S--3 .APPROVED BY: JTO. RAISED DIAM01 SURFACE'"DESA 2) PICK "HOLES REQUIRED COVER TO READ "0 IN 3' HtGN LETTER; 26" COVER TO BE EQUAL TO 'LEBARON L26C2' AS APPROVED BY THE TOW ENGINEER 24" MANHOLE COVER eLTs 3023.1 26 1/4" FRAME TO BE. EQUAL (AS APPROVED 6Y THE __T TOWN ENGINEER) TO-LESARON LK 11OA' ao . TOTAL WEIGHT OF FRAME & COVER a: 4a5 LES I t 35. 1/2' SECT#ON A —A 24" MANHOLE FRAME e3s Z"_7A -DRAWN BY:MCC/JTG PROJECT" TOWN OF AGAWAM CONSTRUCTION STANDARDS SHT:. NAME GRAIN MANHOLE FRAME AND COVER SHT. N0. D 2 DATE: 1-10-99/7-23-01 DWG. NO:; 1 APPROVED: BY: JTb 1. F i PVC PLUG PVC MAIN .SEWER /—PVC BUILDING SEWER - :LONG SWEEP 45' BEND 45' WYE ' JFT UP "T0 —PROPERTY:LINEo 10' FROM PLAN HOUSE. JA/FT INSIDE 10 FT ALTERNATES EXIST GRADE TEE, WYE LOCATION STAKE 4' MIN: CovFR LESS THAN MIN, MUST'BE- APPROVED BY .i .�" F� CITY ENGINEER ,p 45• LGNG SWEEP 45' BEND (MINIMUM) 45' WYE PVC 'MAIN :SEWER . PVC PLUG PVC BUILDING SEWER SECTION NOTE& 11.. BUILDING. SEWERS, SHALL BE 4.0 EXCEPT AS DIRECTED BY THE (ENGINEER 2. LOCATION: AND DEPTHS OF BUILDING SEWERS TO BE DETERMINED IN THE:: FIELD BY THE ENGINEER 3. ALL PIPE TO BE "RING —TITS" -(RUBBER GASKET) BUILDING SEWER CONNECTION N. T.S. DRAWN BY: DMD/MCC. PROJECT SHT, NAME SHT. NO. DATE:12-5-96 REV. :8/1/03 TOWN OF AGAWAM DWG, NO.: 1 CONSTRUCTION STANDARDS BUILDING SEWER CONNECTION S 4 APPROVED BY. JTD TYPE-"C' CATf FICASf 11 N T GALVANIZE - . AND GRA r — i WOOD Li6 AU_ CATCH BASIN TOPS ARE TO BE LAID LEVEL L'AMI "SWhDOD TO HE roclAe:l�i fl�:A70R• iTR.Yl1Ti,T.iGL:AH'+,6C/�i1.ti}311. os A5 wwzivrzp Tn T� mwI FztcNfpi,.: PRECAST CATCH BASIN 'TYPE G' DRAWN SY:OMD REV, BY:. 0C ::PROJECT" 5a1f.. NAM DA7E' 17 - 5 96 REV // s 2Q1s TOWN OF A A G AM 3WG. No._ I CONSTRUC'nON STANDARDS ePPRO4`ED. ZM�.z CATCH BA 5M W1 HOOD C_C I CERTIFY THAT THIS PLAN HAS BEEN PREPARED IN ACCORDANCE WITH THE RULES AND REGULATIONS OF THE REGISTRY OF DEEDS. PAUL S. SMITH DATE CLERK OF THE TOWN OF AGAWAM 'HEREBY CERTIFY THAT NOTICE OF APPROVAL OF THIS PLAN BY THE AGAWAM PLANNING BOARD HAS BEEN RECEIVED AND RECORDED AT THIS OFFICE AND NO APPEAL WAS RECEIVED DURING TWENTY DAYS AFTER SUCH RECEIPT AND RECORDED OF SAID NOTICE. TOWN OF AGAWAM PLANNING BOARD° APPROVAL UNDER THE SUBDIVISION C IS REQUIRED DATE f 4". "NEENAH" R-7S06 SERIES FLOOR BOX FRAME AND LID, OR EQUAL W/S.S- CAP SCREW LID CLOSURE 24" 'S t CLASS "A" CONCRETE SIT. CONC. PAVEMENT AS SPECIFIED 1 fff 1 CLEAN OUT W/ 1 SCREW IN PLUG VARIES GRASS 12" 16" SWEEP -- NOTE: 4" 0 PVC SEWER PIPE AND FITTINGS TO 5E ASTM D-3033 OF D-3034 SDR-35 SANITARY CLEANOUT N.T.S...". . CLEANOUT REQUIRED EVERY 100' OF SEWER LATERAL AND AT EACH BEND, DRAWN 8Y: OMD & vC. PROJECT SHT.::NAJJiE SHT:NO:: DATE:12-5-96. REV. 8-8-2012 TOWN OF .AGAWAM DWG. NO.: I CONSTRUCTION STANDARDS SANITARY CLEANOUT S-5 APPROVED BY: JTD &'MCC PLAN VIEW o u L— :6" I I' Oy4" J ELEVATION %z• a I la 2. 2" d DES€GNDES NOTES: . I. CONCRE rE. - 5,000 I' FSi. 28 DAYS . e 2. RL•INFCRCIN$ }I STEEL CONFORMS L...�.� TO LaTE'Sr ASIN I j . Ab%OFTr AADE.6O -.-.A ) • L.--,,,„,.� 4 I'-fl UAtNANI FRAME IS GRATE SIDE VIEW �, TiIY we?IFlFH .COHSE T k 4RNYH' EW:LRIefF Ppoa.r.:i3 i>sTL_:RG,O@A .F HY]lI0 ivy iMv3PElE: AxFnavAL: 5CAL�; CAPE COD TOE' CATCH BASIN TOP E36HT. SIGVATURC DATE t.580 LBS .. 7 — _-- PATE: 1213 oaF : AkARRow CONCRETE PRODUCTS /19 P R 0G R E S S 1 N P R E C A S T JPW 56U SALNION BROOK STREE r GRANBY CT 06035 xWa ...... ........:. ......... (S60)... 5ii63 wwwarrowcanc.... Coll, Sheet 9 of 1 Revised: 2/20/17 - Engineering review comments Revised: 1 /25/17 - Engineering review comments Revised: 11/22/16 - Engineering review comments Revised: 11 /2/16 Ennineprinn roviPw rnmmantc DETAILS D'Amato Way • Easterly of Rowley Street Agawam, MA for Rowley Street Development Trust - Owner GARY P. WEINER, P.E. 53 Mill Road e Hampden, MA 01036 Phone 413 " 374, 4467 Email: m53hamp@gmaii.com SCALE: AS NOTED DATE: October 5, 2016 DESIGN BY: DRAWN B CHECKED BY: G.W. PRo.�Ec'r NUMBER: , .a CENTER OF COS STRUCTURE. SCREEN AND FIBERGLASS SEPARATION SUMP OPENING . " CYLINDER AND INLET P� FL1* A r4 -- r[ T ! ....I,.. - TOP SLAB ACCESS - (SEE FRAME AND COVER DETAIL) PVC HYDRAULIC SHEAR.... 46' 17219) I.0 MANHOLE STRUCTURE PLATE. MAX. PLAN VIEW 8-8 N.T.S. CONTRACTOR TO GROUT 70 FINISHED GRADE GRADE RINGS7RISERS\' 3.- ,7, N `fS.` FIBERGLASS SEPARATION CYLINDER AND INLET F �3 INLET PIPE {MULTIPLE INLET PIPES MAY BE ACCOMMODATED) OIL BAFFLE SKIRT :SEPARATION RE N SG E PVC HYDRAULIC SHEAR PLATE SOLIDS STORAGE SUMP ELEVATION A -A N.T.S. B DU3LE7:PIPE PERMANENT "POOL ELEV. DOWMTREAL( PVC A iLL�j N, $ PITTIK SCHrDULC P..V.C. # UiJCI i :--1 R�A%k TO, A� P±: PI�E55�1R. , 0 CDS2015-4-C DESIGN NOTES CD32015-4-C RATED TREATMENT CAPACITY IS 01 CPS119.B US), OR PER LOCAL REGULATIONS. MAXIMUM HYDRAULIC INTERNAL BYPASS CAPACITY IS 10.0 CF512n Lis). ,IF THE SITE CONDITIONS EXCEED 10.0 (20 LIS) CFS. AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. THE STANDARD'COS2016-4-C :CONFIGURATION ISSHOWN. ALTERNATE: CONFIGURATIONS ARE AVAILABLE AND ARE LISTED SELOW. SOME CONFIGURATIONS MAY BE COMBINED TO SUIT SITE REQUIREMENTS; CONFIGURATION DESCRIPTION GRATED INLET ONLY (NO INLETPIPE) - GRATED INLI„T WITH INLET PIPE OR PIPES CURB INLET ONLY INO INLETPIPE) CURB INLET WITH INLET PIPEOR PIPES SEPARATE OIL BAFFLE (SINGLE INLET PIPE REQUIRED FOR THIS CONFIGURATION} SEDIMENT WEIR FORNJDEP I NJCAT CONFORMING UNIT$ FRAME AND COVE—R (DIAMETER VARIES) N.T.S. SITE SPECIFIC DATA REQUIREMENTS STRUCTUREID WATER QUALITY FLOW RATE (CFS OR L/S) PEAK FLOW RATE (CPS OR US) RETURN PERIOD OF PEAK FLOW (YR$) SCREEN APERTURE:(2400 OR 4700) PIPEDATA: LE. MATERIAL. OIAMETER INLET PIPE 1 - INLET PIPE OUTLET PPE RIM ELEVATION - ANTI -FLOTATION BALLAST WITH :HEIGHT NOTESISPECIAL REQUIREMENTS.. PER ENGINEEROF RECORD i. CONF CH TO ALL MATERIAL8UN ESSNOTEDOTHE RWISE. 2 DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3 FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS,. PLEASE COHTACTYOUR CONTECH ENGINEERED SOLUTIONS MC REPRESENTATIVE. www.CmleehES.�rom 4.: COS WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL.OESIGN DATA AND INFORMATION CONTAINED IN THIS: DRAWING. 5 STRUCTURE'S ALL MEET AASHTO H 20 AND CASTINGS SHALL :MEET HS20 ( )AASHTO M 30S LOAD RATING ASSUMING GROUNDWATER ElEVA1 AT. ORBELOW. THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION, 6 :PVC HYDRAULIC SHEAR PLATE IB PLACED ON SHELF AT BOTTOM OF SCREEN CYLINDER:. REMOVE AND REPLACE AS NECESSARY DURING MAINTENANCE CLEANING. INSTALLATION: NOTES A ANY SUB -BASE. SACKFILL DEPTH, ANO/QR ANTI•FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFTAND SET THE CDS MANHOLE STRUCTURE .(LIFTING CLUTCHES PROVIDED). C. 'CONTRACTORTO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE.: D. CONTRACTORTO PROVIDE, INSTALL,: AND GROUT PIPES. MATCH PIPE.INVERTS WITH: ELEVATIO14S SHOWN.. E. ..;CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER: TIGHT.. HOLDING WATER 70 FLOWLINE INVERT MINIMUM.: IT.IS DOWNSTEAM iRAIAT`d 1CK Y" TO 0"A Jt"S^�fweF s s ELEVATION A,W FITTING SCHEDUL, F T I� T..w _ Y. 1R t Al i st i0 PRES w. d- SE AND RI r PVC ORKOTYU111" Y PROVIDE MOTAR SLQPE F60 SMOOTH T"0040", ! ICCT; N A --A FROM TOP OF WATER TO INVERTS, TRANSITION MANHOLE DETAIL NO SCALE m G hr1' PLAN .BIT. CONC. PLAN TOP COURSE- BET. CONC. TAR PAPER TOP COURSE. IV SECTION A —A MANHOLES SECTION-C-C GATES" PORTL6NP UtdENj..-QQN-QREjE...QQLLARS N.T.S NOTES: 1. CONCRETE COLLARS ARE NOT REQUIRED FOR TYPE "C• OR "CL- PRECAST CATCH BASINS 2. ALL STRUCTURES ARE TO BE:PLATED ;BEFORE PLACEMENT OF THE FIRST COURSE OF PA VEMENT AND RAISED PROMPTLY AFTERWARDS. V THE HMA BIN ER COURSE AN RAISED A 3. ALL STRUCTURES H 8E SET LEVEL :WITH D ED E SHALL P FINAL TIME IMMEDIATELY BEFORE THE HMA TOP COURSE IS PLACED. USE OF RISER RINGS WILL NOT BE ALLOWED. 4. BITUMINOUS CONCRETE "DOUGHNUTS" SHALL ONLY BE PERMITTED AROUND PRECAST CATCH BASIN AN TOPS SHALL BE MAINTAINED BY THE DEVELOPER I}NT1i THE FINISH COURSE. OF 0 D PAVEMENT HAS BEEN COMPLETED. DRAWN SY::DMD .REV. BY: JCD PROJECT SHT. NAME. SHT. NO.. DAM 12/C5/96 REV.: 01/19/10 TOWN OF AGAWAM DWG NO.! 1 CONSTRUCTION STANDARDS CONCRETE COLLARS M--1 :APPROVED : BY: -11ICC 1.) LOW10N.-OF ]WIVIDAL JNFILTRATOR WS TO ESE. T ED.tN R" T6 A 4 TI= r,0 Z) NUMER 'CIF 1P�l-J'PAM� UN11TS. TO 131E M.ED` UMN, S r" kR Of- QQWt0MU7S SM rrwnMiN&f~ LOTS 5 THROUGH 8 ROOF DRAINAGE INFILTRATOR SYSTEMS NO SCALE I CERTIFY THAT THIS. PLAN HAS BEEN PREPARED IN ACCORDANCE WITH THE RULES AND REGULATIONS OF THE REGISTRY OF DEEDS. PAUL S. SMITH DATE f, I, F. w CLERK OF THE TOWN OF AGAWAM HEREBY CERTIFY THAT NOTICE OF APPROVAL OF THIS PLAN BY THE AGAWAM PLANNING BOARD HAS BEEN RECEIVED AND RECORDED AT THIS OFFICE AND NO APPEAL WAS RECEIVED DURING TWENTY DAYS AFTER SUCH RECEIPT AND RECORDED OF SAID NOTICE, :PLAN A GRATE _ t» CGRATE TOWN OF AGAWAM PLANNING BOARD APPROVAL U'ND R THE SUBDIVISION CON R IS REQUIRED JY�1 f f DATE (A o ' r GRATE MEETS GON-N� 5UTK TYPE Oc, CUR15 DOUBLE GRATE TYPE II DESIGN NOTES 1) CONCRETE STRENGTH 4000 PSI. MIN. 26 RAYS 2) GALVAN€:zED FRAME AND GRATE. r 5 16 7 1 7 Q. 4 N z^ 1F: 41 I , I 1 S I 1 i « 12 r 12 G' SECTION 8-6 CATCH BASIN TOP - DOUBLE CB BEEHIVE FRAME & GRATE' DETAIL NO SCALE NO SCALE �j imato 0 r, Revised: 11 /22/16 Engineering review comments Revised: 11/2/16- Engineering review comments