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08-021 766 north king street planningNorthampton Fire Department Memorandum TO: Angela, Planning From: Duane Nichols Oo - DM= February 14, 2003 CC: Chief Duggan Re: Proposed building 766 North King St. After reviewing the proposed plan for the project they would need to provide a fire lane in front of the building for Fire Department access as per 527 CMR 10.03. The fire lane needs to be marked in an approved manner. If you have any further questions, I can be contacted at 587 -1032. Thank you, • Page 1 U Paradise Realty Group Northampton, Massachusetts Stormwater Management Standards 4 Calculations Standards /Policy Calculations are based on the requirements of the Massachusettes Department of Environmental Protection Stormwater Management/Stormwater Policy Handbook, March 1997. Standard 4: TSS Removal Standard 4 requires the removal of 80% of the average post - development annual load of total suspended solids. This will be accomplished by the use of best management practices (BMPs). The following removal rates are from the TSS Removal Rates table, pp. 1 -7, of the policy handbook. The calculations for the storm treatment chamber ( "StormCeptor") were performed using CSR /StormCeptor software. Removal �\.�J BMP technology BMP 1 Parking lot swee inq BMP 2 Dee sum catch basins BMP 3 Treatment Chamber TSS removal 10% 25% 1 Note: The TSS removal figure for the StormCeptor is the minimum expected to be realized. Some of the units will achieve greater treatment in the first flush of the storm. Page 1 of 1 Stormceptor Sizing Table Version 3.0.0 WE Selected Rainfall Station State MASSACHUSETTS Name WORCESTER WSO AIRPOR ID # 9923 Elev. (ft) 986 Latitude N 42 deg 16 min Longitude W 71 deg 52 min Site Parameters Total Area (ac) .72 Imperviousness (%) 100 Impervious Area ac .72 Particle Size Distribution Stormceptor Model Diameter (um) Percent ( %) STC 450i Velocity (ft /s) 20 20.0 88.2 0.0013 60 20.0 86.7 0.0052 150 20.0 STC 2400 0.0351 400 20.0 94.7 0.2116 2000 20.0 92.3 0.9416 Note: Sizing Results vary with particle size cNsMbution. BMP compadsons must use the same particle size distribution. Please call IBM) 909-7763 lot sizing mft a th er C kMh tj ff ons 92 Stormceptor Sizing Table Stormceptor Model % Runoff Treated % TSS Removal STC 450i 71.9 79.6 STC 900 88.2 86.7 STC 1200 88.2 86.7 STC 1800 88.2 86.8 STC 2400 94.7 89.7 STC 3600 94.7 90 STC 4800 98.0 92.3 STC 6000 98.0 92 STC 7200 99.2 93.9 STC 11000 99.8 95.6 STC 13000 99.8 95.8 STC 16000 100.0 96.6 Comments: \, f 10124!02 02s$4am P. q02 MEMORANDUM Iffm is TO: Ken Jodrie, Chair, Planning Bow d FR: Ned Huntley, Assistant City Engineer, Department of Public Works �d OL DA: October 24, 2002 RE: File # 03- SP - -27 766 North Kimg Suva, Medical Offm* Complex CC: file The D of)tilit Wedw IM rerinved the Apse reftraced app§ca i M fer the fdb I ifb m: Traffic: x Volume & Impact on City Street Roadway C *dty Adequacy of City Road Construction Site Distances parking --x-- Driveway ASS Utilities: Drainage Into City Stormwater System x Capacity of Stoimwate r Line Sanitary Sewer __. x� Water _.i Older " $Up& 'The Department of .Public works has the following com m a : No Concerns, project will not have an impact on any items reviewed Traffic Study is required Roadway does tat have adequate capacity to handle the addidorW traic Maus ffigbway cwnrirr v ray Roadway is not adequately constructed to handle proposed increase m traffic Site Distances are not adequate for proposed project Parking spaces do not anent minimum requiremeuts Parking spaces are too close to driveway opening Dnveway OPMW we not adequate for proposed use City wonnwatw system is not adequate to handle increase in drainage Macs W110 +ap owns gormwateer SyTtem .. at.__ Storurwater system does toot meet numanun for reduction of Total Sued Solids (TSS) Not t0se ecsed Sanitary Sewer line is not adequately sized for proposed use Sewer line n is not properly shown Water line is not adequately sized for proposed use Not diiscassed New water e(minecWan may he required .Btackflow permit may be "Mired Waw One cordon is flat properly shown x Other Comments: Clay base tpttderfp*g /he Sate shall not be puneh[rBd Rs it may rem& in corrtami of die gn ea► (per r sretrwsarts esatb"ead by dw Wean* Vair y Wdkrsbed 1of1 10!24!02 02s64am P. 009 Prokwom Cdwmdow). a New ewrb cnt r+rwirrd • City oed SWe OWRCh POW&Ys) regXi d • Drimw dmmmexts nei to waled by Alie mcbtc Prof al Eregiuw • No drabwW -- - reuance sckedale was sxbwdnmd 2 of 2 PION SPINE AND SPC PHYSICIANS, October 10, 2002 Planning and Development Dept. City of Northampton 210 Main Street, Room 11 Northampton, MA 01060 Attn: Ms. Carolyn Misch Dear Ms. Misch: RONALD N. PAASCH, M.D. SCOTT R. COOPER. M.D. DAVID A. BOWERS, M.D. CLAUDE BOROWSKY, M.D. BRETC C. HYNNINEN, M.D. RICHARD N. NORRIS, M.O. RAYMOND A. AULETTA, M.D. MICHAEL J. WOODS, DO DOUGLAS R_ GRANT, FiA -C JOSEPH M. CHAPPELL, PA -C KARL R. FULLER, PA -C MARY M. POWERS, PA -C DONIEL L. SCHWARTZ, PA-C GEOFF ELIA General Manager SUE SMITH PraclIce Administrator Thank you for taking the time to review the site plan application for 766 North King Street — Medical Office Complex. W. Bryan Jereb of the Berkshire Design Group has contacted us with regards to Paradise Realty's request for a 20' /o reduction in parking requirements. Mr. Jemb had requested that paradise Realty detail -as to why a 20% reduction is appropriate. Ms, Nsch, Pioneer Spine and Sports Physicians, 'P.C. will occupy a majority of the proposed building. Pioneer Spine and Sports Physicians is a single specialty group known for their expertise in both spine and sports medicine, and in the diagnosis and treatment of non - surgical neuromuscular and musculoskeletal disorders. pioneer Spine and Sports Physicians service model at this location will include a maximum of three physicians. Only two physicians at any one tune will. we patients during*either morning or evening hours. Indeed, there may be blocks of time when only one physician will be holding office hours at this location.' The typical patient volume for a non - surgical musculoskeletal physician would be a maximum of three patients per hour. Based on this equation, with the expectation of a maximum of two treating Physicians during either a.m. or p.m. hours would expect a maximum of six patients treated per hour. We .would anticipate that in an extreme case, with carryover from the previous treatment hour, a maximum of 8 — 9 parking spaces at any one time will be utilized by Pioneer Spine and Sports physician patients. As previously mentioned, the nature of Pioneer's treatments are that of acute care injuries. A typical office visit will last no more than 30 — 35 minutes for both new and follow -up patients. 1275 ELM STREET - WEST SPRINGFIELD, MA 01089 - 413 - 785-1153 - FAX 413- 781 -49S1 t 0 MAIN STREET - FLORENCE. MA 01062 - 413-586-0230 - FAX 413-508.1068 SMNE IM1n1NR 55 FEDERAL STREET - GREENFIELD. MA 01301 - 413 - 774.7979 o►NLW "C A 167 DWIGHT RD. - LONGMEADOW. MA D1106 - 413. 567.6777 - FAX 413.567 -9555 biWNG DEPT. 413 -781 -9062 Ms. Carolyn Misch 10I10l02 Page 2 Ms. Misch, based on this equation and the service model that Pioneer Spine and Sports Physicians utilizes, we would anticipate that a 20' /o parking reduction would still afford Pioneer and Paradise Realty more than adequate space to be utilized for future tenants as well as Pioneer and future tenant employees. We would hope that this information has appropriately conveyed why a 20% parldng reduction is reasonable and appropriate. If ftuther information is required, please feel free to contact myself at your convenience at (413) 537 — 3773. Again, thank you for your time and consideration_ Sincerely, J F. Elia General Manager GFElpga The °' B erkshire -- Design Group, Inc. MEMORANDUM To: Carolyn Misch Date: October 10, 2002 Project: Paradise Realty Partners C -1 SAND 766 North King Street Subject: Groundwater levels From: Bryan Jereb SAND TEST PIT DATA PERFORMED BY- TIMOTHY E. MAGINNIS R.S. WITNESSED BY- PETER MCERLAIN - HEALTH AGENT - NORTHAMPTON, MA.. DATE- JULY 14. 2002 SOIL CLASS - CLASS I E 0.74 S0. FT. / GAL T. P. # 1 2 - 12 " ELEV. 94.50 7.5Y4/4 F FILL 2 - 12 " C -1 SAND 7.5Y 4 / 6 38" - 48" 12" - 77" 7.5Y 4 / 4 SAND C -2 77" - 120" 7.5 YR 4 / 6 STANDING WATER: > 120" WEEPING: NONE ESHWT: NONE O 120" BEDROCK: >120" T.P. # 2 ELEV. 94.50 F FILL 2 - 12 " -1 SAND 7.5Y4/4 12 " -38" _ SILT 7.5Y 4 / 6 38" - 48" _ SAND 48" - 57" SILT 7.5Y 4 / 6 1 57" - 65" SAND 65" - 108" C -5 7.5 6 STANDING WATER: > 108" WEEPING: NONE ESHWT: NONE O 108" BEDROCK: >108" 4 Allen Place • Northampton, Massachusetts 01060 • Telephone (413) 582 -7000 • Fax(413)582-7005 • E -mail bdg@berkshiredesign.com The Berkshire Design Group, Inc. To: Project: Date: Copies Date Description 10 Parking Reduction Conditions Test Pit Data Landscape Architecture Civil Engineering Planning Urban Design Environmental Services Letter of Transmittal Carolyn Misch Northampton Planning Dept. 210 Main Street Northampton, MA 01060 Paradise Realty Group 10/11/2002 For your: Ll Information ❑ Review & Comment Approval O X As Requested ;al 4 Allen Place Northampton, Massachusetts 01060 Telephone (413) 582 -7000 Facsimile (413) 582 -7005 E -mail bdg @ berkshiredesign.com PIONEER SPINE AND SPORTS PHYSICIANS, P.C. `1 October 10, 2002 Planning and Development Dept. City of Northampton 210 Main Street, Room 11 Northampton, MA 01060 Attn: Ms. Carolyn Misch Dear Ms. Misch: RONALD N. PAASCH, M.D. SCOTT R. COOPER. M.D. DAVID A. BOWERS, M.D. CLAUDE 60ROWSKy, M.D. BRETT C. HYNNINEN, M.D. RICHARD N. NORRIS, M.D. RAYMOND A. RULE - fTA, M.D. MICHAEL J. WOODS, DO DOUGLAS R. GRANT, PA -C JOSEPH M. C MPELL PA -C KARL R. FULLER, PA -C MARY M. POWERS. PA-C DONIEL L. SCHWARTZ, PA -C GEOFF ELIA General Manager SUE SMITH PfCIICe Administrator Thank you for taldng the time to review the site plan application for 766 North King Street — Medical Office Complex- Nk. Bryan jereb of the Berkshire Design Group has contacted us with regards to Paradise Realty's request for a 20' /o reduction in parking requirements. Mr. Jereb had requested that Paradise Realty detail -as to why a 20•/6 reduction is appropriate. Ms. Misch, Pioneer Spine and Sports Physicians, P.C. will occupy a majority of the proposed building. Pioneer Spine and Sports Physicians is a single specialty group known for their expertise in both spine and sports medicine, and in the diagnosis and treatment of non- surgical neuromuscular and musculoskeletal disorders. Pioneer Spine and Sports Physicians service model at this location will include a maximum of three physicians. only two physicians at any one time will we patients during *either morning or evening hours. Indeed, there may be blocks of time when only one physician will be holding office hours at this location. The typical patient volume for a non-surgical musculoskeletal physician would be a malamum of three patients per hour- Based on this equation, with the eon of a maximum of two treating physicians during either a.m. or P.M. hours would expect a maximum. of six patients treated per hour. We would anticipate that in an extreme case, with carryover from the previous treatment hour, a maximum of S — 9 puling spaces at any one time will be utilized by Pioneer Spine and Sports Physician patients. As previously mentioned, the nature of Pioneer's treatments are that of acute care injuries. A typical office visit will last no more than 30 — 35 minutes - for both new and follow -up patients. 1275 ELM STREET • WEST SPRINGFIELD, MA 01089 • 413 - 7851153 • FAX 413- 781 -d951 10 MAIN STREET • FLORENCE, MA 01062 - 413 566-0230 - FAX 413- 566.1066 55 FEDERAL STREET • GREENFIELD, MA 01301 • 413-774.7979 SpIrd Wemun 167 DWIGHT RD. • LONGMEADOW, MA 01106 • 413.567.6777 • FAX 413 - 567.9555 Of NEW I &LUNG DEPT. 4 13 -7e1 -9092 go U Ms. Carolyn Misch 10%10/02 Page 2 —/ Ms. Misch, based on this equation and the service model that Pioneer Spine and Sports Physicians utilizes, we would anticipate that a 20% parking reduction would still afford Pioneer and Paradise Realty more than adequate space to be utilized for ;future tenants as well as .Pioneer and future tenant employees. We would hope that this information has appropriately conveyed why a 20% parlang reduction is reasonable and appropriate If further information is required, please feel free to contact myself at your convenience at (413) 537 — 3773. Again, thank you for your time and consideration. Sincerely, J F. Elie General Manager GFFJpga The Berkshire Design Group, Inc. MEMORANDUM To: Carolyn Misch Date: October 10, 2002 Project: Paradise Realty Partners C -1 SAND 766 North King Street Subject: Groundwater levels From: Bryan Jereb SAND TEST PIT DATA PERFORMED BY- TIMOTHY E. MAGINNIS R.S. WITNESSED BY PETER McERLAIN - HEALTH AGENT - NORTHAMPTON, MA.. DATE JULY 14, 2002 SOIL CLASS - CLASS I E 0.74 SO. FT. / GAL. T. P. # 1 T.P. # 2 ELEV. 94.50 F FILL 2 - 1 2" C -1 SAND FILL 2 - 12" 12" - 77" 7.5Y 4 / 4 SAND 7.5Y4/4 C -2 C -2 SILT 77" - 120" 7.5 YR 4 / 6 7.5Y 4 / 6 STANDING WATER: > 120" WEEPING: NONE ESITYT: NONE O 120" BEDROCK: >120" SILT 7.5Y 4 / 6 1 57" - 65" SAND 65" - 108" C -5 7.5YR4 /6 STANDING WATER: > 108" WEEPING: NONE ESHWT: NONE O 108" BEDROCK: >108" 4 Allen Place • Northampton, Massachusetts 01060 • Telephone (413) 582 -7000 • Fax(413)582-7005 • E -mail bdg @berkshiredesign.com T.P. # 2 ELEV. 94.50 F FILL 2 - 12" C -1 SAND 7.5Y4/4 12 - 38 C -2 SILT 7.5Y 4 / 6 38 " - 48" C -3 SAND 7.5Y 4 / 4 48" - 57" SILT 7.5Y 4 / 6 1 57" - 65" SAND 65" - 108" C -5 7.5YR4 /6 STANDING WATER: > 108" WEEPING: NONE ESHWT: NONE O 108" BEDROCK: >108" 4 Allen Place • Northampton, Massachusetts 01060 • Telephone (413) 582 -7000 • Fax(413)582-7005 • E -mail bdg @berkshiredesign.com FROWPIONEER SPINE AND SPORTS 1 413 7814851 T-516 P.002 F - 407 5 1W (oinl)?onwea& of Wamac4watb 0 -- M 46.4,u n th Aluvay 2spartrnent 10 park plaza, Boston 02116 -3969 Telephone (413) 584 -2323 March 19, 2003 City of Northampton From he Office of : No NIA 01060 To: Paradiu Realty Partners LLC 1275 Elan Street q► Springfield, MA 01089 You may proceed with the work descn - Ded in Permit #2-'2002 -0675 dated March 19, 2003, issued to you by this Dqwbnetd for work in City of Northampton. Please read carc fl ft ftntrencrions printed on the back of the Permit and note particularly those conditions, which apply to the wotk audwrized• Your attention is also cWted to the time given for the cwtnpletion of this work. if it should be desired to exttnd the time for doing the work or alter any of the conditions of the pernut, applications for such changes should be made as soon as possible to this office. Upon oomph of dw work outlined, please fill out the form given below. detach and mail to this Office. (A sketch on the back of the form or on s separate stun, Showing the location of any structures installed, should be sttbtnitted. This sketch sboWd show the relative position of tlm swx= by measurements to definite points within the highway location.) if ttra notice below is not returned, the liability assumed under this permit continues. Very truly yours, t \ OIiNN W. HOEY. JR. District Highway Director s * Please return lower portion when work has been completed City of Northampton �) 200 District Highway Dbvc r Nordnampwn, Massachusetts 01060 Dear Sir: Please be advised dw the work autho tinder Permit #2 issued by the Massachusetts Highway Department was completed in accordance with all requkemems of the Department on , 200 paradise Reapy Partners LLC 1275 Elm Street West Springfield, MA 01009 •- Sinned ]U IR -2003 0 ? :SSPN FROM -PI to Pa 1 413 7814851 T -516 P.003/008 F -407 he ( 0m.►n0nwea& o/ MaMackWdb a ac�.usetfs i��away 2- powrtrnsnt Permit 92.2002 - 0575 PERMIT -- -NORTHAMPTON Subject to all the twos, conditions and zesttictions printed or Partners, LLC to enter upon the side hereof, permission is hereby granted to Paradise Realty State Highway Layout in the City of Nortlhampton known as Route 5/10 or North King Street for the purpose of closing the existing access and constructing and utilizing a conunercial access on the westerly side of the highway (Lot# 766). The District Highway Director shall be notified in writing 48 hours in advance of any work by the Grantee All described work - shall be completed as directed by, and to the satisfaction Of the Director. The access sha11 be constructed to prevent the drainage of wager and debris from entering directly upon the highway accesses located The existing ated at approximate Station 19+10 and 17+40 shall be abandoned by removing the bi us concrete from within the State Highway Layoff loammg, liming, and then seeding the area and msm11�8 a bitunaiaous concrete berm. ' The access is to extend trom station 18 +28± to Station 18 +52+ at the State Highway Layout I41A flaring to extend from Station 18+08+ to 18 +72± at the existing edge of the paved highway. The accesses shall be surfaced in two (2) courses with Class I Bituminous Concrete Pavement, Type 1 -1 to a minimum depth, after rolling, of three and one half (3 inches to the limits as shown on the auwbcd sketch. Said access shall Gave an ei& (8 ") inch foundation of compacted gra vel and shall butt and not overlap the existing edge of the hardened surface. That pormon of the access within the State Highway shall be maintained by the Grantee at their expense and to the satisfaction of the Director. The area behind the berm on each side of the accesses and m the center island shall be Smded. loamed, fertilized, limed and seeded. Bituminous concrete sidewalk and c=ga eoncxete handicapped access GPs shall be constructed with all work done in accordance with the current "Architectural Access Board Rules and Regulations, the Americans with Disabilities Act," dated December 1991, and the -Massachusetts Highway Departmern Wheelchair Ramp Standards," effective October 8, 1997. The cobblestones tumble strip shall be removed and replace with bituminous concrete pavement with gore lines install in accordance with the attached typical. Page # 1 MAR-26 -2003 02:56PM FROM-PIONEER SPINE AND SPORTS 1 413 7814051 T -516 P.004/008 F -407 permit #2 -2002 -0575 All work shall be done in accordance with the WPA Form 5 -order of Conditions, Fite # 246.515 as required by the Northampton Conservation Commission, dated January 30, 2003. THE GRANTEE AND /OR SUBSEQUENT OWNERS ARE ADVISED THAT THIS PERMIT IS INTENDED TO GRANT ACCESS AND EGRESS FOR THE 1 1,27 ,4 SQUARE FOOT MEDICAL OFFICE COMPLEX- . ANY FURTHER DEVELOPMENT, MANSION, NEW BUSINESS, OR CHANGE IN USE SHALL REQUIRE THE FILING OF A REQUEST FOR A DETERMINATION OF NEED FOR A NEW PERMIT ANY EXPANSION, NEW DEVELOPMENT OR CHANGE IN USE SHALL BE SUBJECT TO THE "MASSACHUSETTS ENVIRONMENTAL POLICY ACT, CHAPTER 30, SECTIONS 61 AND 62A -H ". The .finished construction shall• conform to the plan, as prepared by The Berkshire Design Group, Inc. emitted, "766 North King Street, Medical Office Complex, Nm*ampton, Massachusetts," dated. February 6, 20003 and amended on February 25, 2003. DIG SAFE NUMBER: Prior to the start of any work under this permit, the Grantee shall notify the PUBLIC UTILITY UNDERGROUND PLANT DAMAGE PREVENTION SYSTEM (DIG SAFE), which can be found at www_di .con or by calling 1 -U&344 -7233. Upon issuance of the DIG SAFE NUMBER the Grantee shall forward said number to the Massachusetts Highway Department District Ifighway Office by telephoning (413) 584 -1611. AT &T Wireless customers-can contact -Dig Safe by dialing #DIG ( 0344).. . At the end of each workday, the Grantee shall keep the highway surface free of any dirt, dust or debris of any nature, resulting from'the work. The Grantee shall utilize mechanical sweepers, water, calcium chloride or bitumen and sand, in accordance with Section 440, Roadway Dust Control, of the 1995 MassHighway Department's Standard Specifications for Highways and Brid:M as amended. The Chwtee shall procure all permits, licenses, required easements and give all notices necessary and incidental to the due and lawful prosecution of &e work. All shoulder areas, paved arras, grass areas, drainage lines and structln % curbing, edging, or other highway appurtenances that are disturbed dwe to the work shall be replaced and/or restored to its original won. Adequate warning signs, traffic cones and other traffic control devices must be erected in accordance with the Manual on Uniform Traffic Control Devices (Millennium Edition), as amended, which can be found at hnp:/ /mined &Mdot.gov, as revised. Said devices shall be placed and replaced by the Grantee at ft work site as required. Traffic shall be maintained at al I times. If one -way traffic prevails, uniformed police shall be in attendance at the expense of the Grantee. All personnel working within the State Highway Layout shall wear approved safety vests. Reflectorized plastic drums shall be used in the highway work zones; the use of metal drums is not allowed. Page # 2 MAR-26-2003 02:56PM FROM- PIONEER SPIKE AND SPORTS 1 413 7814951 T -516 P.005/008 F -407 Permit #2-2002-0575 The Grantee's property shall be graded in such a manner that storm water of other drainage shall not flow directly onto the State Highway Layout. Any ponding of water, which may occur in this area as a result of the work herein described, shall be the responsibility of the Grantee. The existing gutter grade and line shall not be changed. The highway surface shall not be disturbed. No signs, fences, or other appurtenances shall be located `'` ithin or overhang the State Highway Layout line. No parking is allowed within the limits of the State Highway Layout Any disturbed area shall be replaced in kind, e.g., loaned, fertilized, limed and seeded, bituminous concrete, gravel, etc. If the Director deems it necessary, an inspector shall be assiped to the work and the cost of said inspector shall be charged to the Grantee. All work proposed and materials used shall conform to the "Massachusetts Highway Department Standard Specification for Highways red Bridges," 1995 Metric Edition, and the "Massaehnsetb Highway Department Contraction and Traffic Standard Details," 1996 Metric Edition, as amended. Both can be found at = •s:►w state ma .us/mhd/nublicarions/m�ls.htm No tracked vehicles will be allowed on the highway surface without a protective mat. Adequate lights, signs and barriers shall be provided by the Grantee. All utility companies whose services are located within or adjacent to the proposed work areas shall be notified in writing of the proposed work at least 48 hours prior to the start of any excavation in said areas. This is independent of required Dig Sak notification. The shoring and bracing of trenches along with other related excavations shall conform to the applicable rates and regulations of the Counumwealth of Massachusetts Division of industrial Safety and the U.S. Departmwt of Labor, Occupational Safety and Health Administration. No trees shall be removed nor shall any roots be cut. Failure to comply with the terms of this Permit; past and future directives from the Massachusetts Highway Department, any outer local, state and federal regulatory agencies, shall be cause for immediate revocation. The Orautee shall indemnify and save blameless the Commonwealth and its Highway Department, against all suits, claims or liability of every name and nature arising at any time out page # 3 MAR- 26-2003 02:57PM FROM - PIONEER SPINE AND SPORTS 1 413 7814951 T -516 P.006/008 F -407 Permit #t2 -2002 -0575 or in consequence of the acts of the Grantee in the performance of the work covered by this permit whether by themselves or their employees or subcontractors. A copy of this Permit must be on the job site at all times for inspection. Failure to have this Permit available at such site will result in suspension of the rights gamted by the Pmnit_ The Grantee's attention is directed to the requirement of Chapter 228 of the Acts of 1972 concerning excavation. (SEE OTHER SIDE FOR AmmoNAL CONDMONS) All work within the State Highway Layout shall be completed within 12 months of the i3suanee of this Permit. Dared at Northampton This Nineteenth Day of March 2003. J OHN w. HOE , District Highway Director Page # 4 MAR-26 -2003 02:57PM FROM- PIONEER SPINE AND SPORTS 1 413 7814951 COMMONWEALTH OF MASSACHUSETTS HIGHWAY DEPARTMENT PLAN COVERING PERMIT REQUESTED BY t Iro +7a QAKF�WS ks '•'-C FOR DRIVEWAY APPROACH IN Dar»1t�ao3 _ scaY,E lot =zo1 4 In et '1'll.��'1.:1.��/ttj��!►1'h1� (tlil'1•lsi: 34 w 255 -00 C 1 REMOVE COSKE STONE STRIP - REP LACE w � x NES PER MA H7 SPEC �► T -516 P.007/008 F -407 .t. ',I• isin +o& tS i raw cpAm wo Rmius j � Y 4/SPR -S �.�� 40 cS.Tv#Atwl6vb aaa " M rF�•r, AY i, i� APPR .� .!�I► E MAR-26 -2003 02:57PM FROWPIONEER SPINE AND SPORTS -.:: Z\ Q 1 � 1 413 7814851 ® N L+ 1 C Z 1 v N A T -516 P.008/008 F -407 I X W _A— 1 z s co � r r r r r T -516 P.008/008 F -407 I X W _A— 1 4" DYCL (50') r N O m c M co w r N � r -U � N � + 11 nuts s co r r r 4" DYCL (50') r N O m c M co w r N � r -U � N � + 11 nuts 6— 766 North King Street Northampton, Massachusetts January 9, 2003 Notice of Intent for construction of the North King Street Medical Center Prepared by: The Berkshire Design Group, Inc . 4 Allen Place, Northampton, Massachusetts 01060 Prepared for: Paradise Realty Partners, LLC 1275 Elm Street West Springfield, Massachusetts 01089 The Berkshire Design Group, Inc. January 9, 2003 Conservation Commission City of Northampton City Hall Northampton, MA 01060 Re: Notice of Intent — North King Street Medical Center Dear commission members: Enclosed please find 9 copies of the Notice of Intent package for construction of a medical center at 766 North King Street in Northampton. Included with this submission are the following: • Notice of Intent and supporting documentation • Notice of Intent Drawings NOI -1 to NOI -3 The project consists of construction of a medical office complex and associated site improvements, including parking, lighting, sidewalks, installation of a stormwater management system and site plantings. Work will include re- grading and paving, along with improvements to site stormwater drainage. Although work will take in the buffer zone for the bordering vegetated wetland resource area, no work will take place in the resource area itself. We appreciate your timely review of this project and look forward to meeting with Landscape Architecture you at your January 23 meeting. Please do not hesitate to call if you need anything further in this regard. Civil Engineering Sincerely, Planning Berkshir esign Group, Inc. Urban Design W A Environmental Services Chris Wall Landscape Architect Cc: MA DEP — Western Region (2, under separate cover) 4A]lenPlace Northampton, Massachusetts 01060 Teleph<me(413)582 -7(xx) Facsimile(413)582 -7005 F -mail hdg(ahukshire�le.vgn.c<im - -- _ The Berkshire Design Group, Inc. Letter of Transmittal To: MA -DEP Western Region Project: North King Street Medical Center Northampton, MA Date: 1/9/2003 Copies Date Description 2 1/9/2003 NOI drawings and supporting materials - - - - -- - -- -- — __ -. X Information i Review & Comment Approval As Requested Remarks: To the Wetlands Program: Enclosed you will find the Notice of Intent for construction of a medical office complex and associated site improvements at 766 North King Street in Northampton. Please let me know if you have any questions or comments. Landscape Architecture Civil Engineering Planning Urban Design Environmental Services Chris Wall 4AllenPlace Northampton, Massachusetts 01060 Telephone(413)582 -70(x) Facsimile(413) 582- 7005 E -mail bdgC)berkshiIOdesign.cont Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 - Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 DEP File Number. Provided by DEP Northampton Town wpaform3.doo • rev. 1/9/03 Page 1 of 8 A. General Information Important: When filling out 1. Applicant: forms on the Paradise Realty Partners, LLP computer, use only the tab Name E -Mail Address key to move 1275 Elm Street your cursor - Mailing Address do not use the West Springfield MA 01089 return key. City/Town State Zip Code 413 - 785 -1153 Phone Number Fax Number (if applicable) 2. Representative (if any): Berkshire Design Group Firm Chris Wall chris@berkshiredesign.com Note: Contact Name E -Mail Address Before 4 Allen Place completing this Mailing Address form consult your local Northampton MA 01060 Conservation City/Tow ty Rown State Zip Code Commission 413 - 582 -7000 413- 582 -7005 regarding any Phone Number Fax Number (if applicable) municipal bylaw or ordinance. 3. Property Owner (if different from applicant): Name Mailing Address City/Town State Zip Code 4. Total Fee: $500.00 (from Appendix B: Wetland Fee Transmittal Form) 5. Project Location: 766 North King Street Northampton Street Address City/Town 8 21 Assessors Map/Plat Number Parcel /Lot Number 6. Registry of Deeds: Hampshire 5810 273 County Book Page Certificate (if Registered Land) wpaform3.doo • rev. 1/9/03 Page 1 of 8 L1 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands 1 WPA Form 3 - Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 DEP File Number: Provided by DEP Northampton Town A. General Information (cont.) 7. Summary of Project Impacts: a. Is any work being proposed in the Buffer Zone? ® Yes If yes, how many square feet? 1,500 Square Feet ❑ No b. List the impacts of proposed activities on each wetland resource areas (temporary and permanent impacts, prior to restoration and mitigation): Resource Area Size of Impact (e.g., sq. ft.) N/A B. Project Description 1. General Project Description: Work will involve construction of a two -story medical office building long with associated site improvements such as parking, lighting, sidewalks and plantings. 2. Plan and/or Map References: Existing Conditions and Demolition Plan 01/09/03 Title Date Grading, Drainage and Utilities Plan 01/09/03 Site Details 01/09/03 wpaform3.doc • rev. 1/9/03 Page 2 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 - Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 DEP File Number. Provided by DEP Northampton Town C. Activities Subject to Regulation 1. a. Check the applicable resource areas if work is to be conducted in an associated Buffer Zone: Inland Resource Areas ❑ Inland Bank ® Bordering Vegetated Wetland (BVW) Coastal Resource Areas ❑ Coastal Beach ❑ Barrier Beach ❑ Rocky Intertidal Shore ❑ Coastal Dune ❑ Salt Marsh ❑ Coastal Bank b. Complete for all pkroposed activities located, in whole or in part, in Wetland Resource Area(s). Inland Resource Areas: Bordering Vegetated Wetlands: Square Feet altered Square Feet replaced Land Under Water Bodies: Square Feet altered Cubic Yards dredged Bank: Linear Feet altered Coastal Resource Areas: Coastal Dune: Square Feet altered Cubic Yards/Volume removed Salt Marsh: Square Feet altered Coastal Bank: Linear Feet altered Bordering Land Subject to Flooding: Volume of Flood Storage Lost (cubic feet) Volume of Flood Storage Compensation (cubic feet) Isolated Land Subject to Flooding: Volume of Flood Storage Lost (cubic feet) Volume of Flood Storage Compensation (cubic feet) Land Under Salt Pond: Square Feet altered Cubic Yards dredged Rocky Intertidal Zone: Square Feet altered Designated Port Area: Square Feet altered wpaform3.doo • rev. 1/9/03 Page 3 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands W DEP File Number: PA Form 3 — Notice of Intent Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Northampton Town C. Activities Subject to Regulations (cont.) Fish Run: Linear Feet altered Land Subject to Coastal Storm Flowage: Square Feet altered Land Under Ocean: Square Feet altered Cubic Yards dredged Riverfront Area: Land Containing Shellfish: Square Feet altered Beach: Square Feet altered a. Name of Waterway (if available): N/A b. Width of Riverfront Area (check one): ❑ 25 ft. - Designated Densely Developed Areas only ❑ 100 ft. -New agricultural projects only ❑ 200 ft. - All other projects c. Describe how the Mean Annual High -Water Line was determined: d. Distance of proposed activity closest to the Mean Annual High -Water line: Feet e. Total area of Riverfront Area on the site of the proposed project: Square Feet f. Proposed alteration of the Riverfront Area: N/A Total Square Feet Square Feet within 100 ft. Square Feet between 100 ft. and 200 ft. wpaform3.doe • rev. 1/9/03 Page 4 of 8 Massachusetts Department of Environmental Protection DEP File Number: Bureau of Resource Protection - Wetlands WPA Form 3 - Notice of Intent Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Northampton Town C. Activities Subject to Regulation (cont.) 2. Check all methods used to delineate the Bordering Vegetated Wetland (BVW) boundary: ❑ Final Order of Resource Area Delineation issued by Conservation Commission or DEP (attached) ❑ DEP BVW Field Data Form (attached) ❑ Final Determination of Applicability issued by Conservation Commission (attached) ® Other Methods for Determining the BVW boundary (attach documentation): ® 50% or more wetland indicator plants ❑ Saturated /inundated conditions exist ❑ Groundwater indicators ® Direct observation ® Hydric soil indicators ❑ Credible evidence of conditions prior to disturbance. 3. a. Is any portion of the proposed project located in estimated habitat as indicated on the most recent Estimated Habitat Map of State - Listed Rare Wetland Wildlife published by the Natural Heritage and Endangered Species Program? ❑ Yes If yes, include proof of mailing or hand delivery of NOI to: Natural Heritage and Endangered Species Program Division of Fisheries and Wildlife Route 135, North Drive ® No Westborough, MA 01581 Natural Heritage Atlas 2000 -2001 Date of Map b. Is any portion of the proposed project within an Area of Critical Environmental Concern (ACEC)? ❑ Yes If yes, provide name of ACEC (see Appendix D for ACEC locations): AGE(; ® No c. Is any portion of the site subject to a Wetlands Restriction Order under the Inland Wetlands Restriction Act (M.G.L. c. 131, § 40A) or the Coastal Wetlands Restriction Act (M.G.L. c. 130, § 105)? ❑ Yes wpaform3.doc - rev. 1/9/03 Page 5 of 8 L1 Massachusetts Department of Environmental Protection DEP File Number. Bureau of Resource Protection - Wetlands 1 W PA Form 3 - Notice of Intent Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Northampton Town D. Performance Standards 1. Is any portion of the proposed activity eligible to be treated as a limited project subject to 310 CMR 10.24 or 310 CMR 10.53? ❑ Yes If yes, describe which limited project applies to this project: Limited Project ® No 2. Is any activity within any Resource Area or Buffer Zone exempt from performance standards of the wetlands regulations, 310 CMR 10.00. ❑ Yes If yes, describe which exemption applies to this project: Exemption ® No 3 a. Is the project located in the Riverfront Area? ❑ Yes If yes, indicate the proposed project purpose: ❑ Single Family House ❑ Residential Subdivision ❑ Industrial Development ❑ Commercial Development ❑ Transportation ❑ Other (describe) i b. Was the lot where the activity is proposed created prior to August 1, 1996? ❑ Yes ❑ No 4. a. Describe how the project will meet all performance standards for each of the resource areas altered, including standards requiring consideration of alternative project design or location. Attach narrative and supporting documentation. b. Is this project exempt from the DEP Stormwater Policy? ❑ Yes If yes, explain why the project is exempt:: ® No If no, stormwater management measures are required. Applicants are encouraged to complete Appendix C: Stormwater Management Form and submit it with this form. wpaf0rm3.doc • rev. 1/9/03 Page 6 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 - Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 E. Additional Information Applicants must include the following with this Notice of Intent (NOI): DEP File Number. Provided by DEP Northampton Town • USGS or other map of the area (along with a narrative description, if necessary), containing sufficient information for the Conservation Commission and the Department to locate the site. • Plans identifying the location of proposed activities (including activities proposed to serve as a Bordering Vegetated Wetland (BVW) replication area or other mitigating measure) relative to the boundaries of each affected resource area. • Other material identifying and explaining the determination of resource area boundaries shown on plans (e.g., a DEP BVW Field Data Form). • List the titles and final revision dates for all plans and other materials submitted with this NOI. F. Fees The fees for work proposed under each Notice of Intent must be calculated and submitted to the Conservation Commission and the Department (see Instructions and Appendix B. Wetland Fee Transmittal Form). No fee shall be assessed for projects of the federal government, the Department, or cities and towns of the Commonwealth. Applicants must submit the following information (in addition to pages 1 and 2 of Appendix B) to confirm fee payment: 1004,1005 Check Number Paradise Realty Partners, LLC Payor name on check January 9, 2003 Check date Applicant name (if different from payor) u. signatures and Submittal Requirements I hereby certify under the penalties of perjury that the foregoing Notice of Intent and accompanying plans, documents, and supporting data are true and complete to the best of my knowledge. I understand that the Conservation Commission will place notification of this Notice in a local newspaper at the expense of the applicant in accordance with the wetlands regulations, 310 CMR 10.05(5)(a). I further certify under penalties of perjury that all abutters were notified of this application, pursuant to the requirements of M.G.L. c. 131, § 40. Notice must be made in writing by hand delivery or certified mail (return recei tlequested)�o all butters within 100 feet of the property line of the project location. Signature 01/09/03 Date wpaform3.doc • rev. 1/9/03 Page 7 of 8 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Form 3 — Notice of Intent Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 DEP File Number. Provided by DEP Northampton Town u. signatures and Submittal Requirements (cont.) For Conservation Commission: Two copies of the completed Notice of Intent (Form 3), including supporting plans and documents; two copies of pages 1 and 2 of Appendix B; and the city /town fee payment must be sent to the Conservation Commission by certified mail or hand delivery. For DEP: Two copies of the completed Notice of Intent (Form 3), including supporting plans and documents; two copies of pages 1 and 2 of Appendix B; and a copy of the state fee payment must be sent to the DEP Regional Office (see Appendix A) by certified mail or hand delivery. Other: If the applicant has checked the "yes" box in any part of Section C, Item 3, above, refer to that section and the Instructions for additional submittal requirements. The original and copies must be sent simultaneously. Failure by the applicant to send copies in a timely manner may result in dismissal of the Notice of Intent. wpaform3.doc • rev. 1/9/03 Page 8 of 8 Narrative Description North King Street Medical Center General Description The proposed project consists of the construction of a medical office complex and associated site improvements, including parking, lighting, sidewalks, stormwater management system and site plantings. Work will include grading, paving and improvement to stormwater drainage on the site. Existing Conditions The project area is located at 766 North King Street in Northampton. Currently, one building and associated parking lot, formerly used for automobile sales, are located on the site. The site rises fairly steeply up to the wooded western property boundary. Stormwater runoff from the site flows untreated into North King Street, where it is picked up in an existing Mass Highway drainage system. Proposed Construction The proposed project involves removal of the existing structure, parking area and walks, along with some of the existing site vegetation. A new two -story office building and parking area will be constructed. The site will be re- graded to allow for positive drainage to a new stormwater management system, which is designed to remove 80% of total suspended solids (TSS). The system will discharge into an existing Mass Highway drainage system running along North King Street. Although work will take place in the buffer associated with the bordering vegetated wetland, no work is proposed in the resource area itself. Bordering Vegetated Wetland Performance Standards The proposed project meets the general performance standards as outlined in 310 CMR 10.55 (4): • Work related to this project will not alter the Bordering Vegetated Wetlands adjacent to the site. • No habitat of rare vertebrate or invertebrate species is located on the site or immediately surrounding area. • None of the Bordering Vegetated Wetlands on the site are in an Area of Critical Environmental Concern. The Berkshire Design -"� Group, Inc . Exhibit A Narrative Description North King Street Medical Center Northampton, Massachusetts i t AL ft age" O ?'a s � r �` .fi � / ����'^ � �• - ��. ��'� t�y,. �:�iys r t fi r: �• "_� r y �; a �'� y �� ~r • G(J+ J )NI, _ ..�,!' �iIlk ``w MA Natural Heritage Atlas 2000 -2001— Easthampton Quad Scale: Not to scale The Berkshire Estimated Habitat of Rare Wildlife Design Group Inc . North King Street Medical Center Northampton, Massachusetts nI L1 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands 1 WPA Appendix B - Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Important: A. Applicant Information When filling out forms on the 1. Applicant: computer, use only the t Paradise Realty Partners, LLP key to move Name your cursor - 1275 Elm Street do not use the Mailing Address return key. West Springfield MA 01089 City/Town State Zip Code 413- 785 -1153 Phone Number 2. Property Owner (if different): rvame Mailing Address City/Town State Zip Code Phone Number 3. Project Location: Street Address City/Town B. Fees To calculate filing fees, refer Abbreviated Notice of Resource Area Delineation (Form 4A): to the category fee list and The fee is calculated as follows (check applicable project type): examples in Section D of this form. ❑ single family house project X $1.00= (feet of BVW) Total fee (not to exceed $100) ® all other projects X $1.00= $500.00 (feet of BVW) Total fee (not to exceed $1,000) State share of filling fee: $237.50 (1/2 of total fee less $12.50) City/Town share of filling fee: $262.50 (1/2 of total fee plus $12.50) Wpaforrnldoc - Appendix B - rev. 1/9/03 Page 1 of 6 -i . Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix B - Wetland Fee Transmittal Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Fees (cont.) Abbreviated Notice of Intent (Form 4) or Notice of Intent (Form 3): The fee should be calculated using the following six -step process and worksheet: Step 1/Type of Activity: Describe each type of activity (see Section D for a list of activities) that will occur in wetland resource area and buffer zone. Step 2/Number of Activities: Identify the number of each type of activity. Step 31Individual Activity Fee: Identify each activity fee from the six project categories in Section D. Step 4/Subtotal Activity Fee: Multiply the number of activities (identified in Step 2) times the fee per category (identified in Step 3) to reach a subtotal fee amount. Note: If any of these activities are in a Riverfront Area in addition to another Resource Area or the Buffer Zone, the fee per activity should be multiplied by 1.5 and then added to the subtotal amount. Step 5/Total Project Fee: Determine the total project fee by adding the subtotal amounts from Step 4. Step 6/Fee Payments: To calculate the state share of the fee, divide the total fee in half and subtract $12.50. To calculate the city /town share of the fee, divide the total fee in half and add $12.50. Step 1/Type of Activity Step 2/Number Step 31Individual Step 4/Subtotal of Activities Activity Fee Activity Fee Parking lot 1 250.00 $250.00 Storm drain discharge 250.00 $250.00 Step 5/TotaI Project Fee: $500.00 Step 6 /Fee Payments: Total Project Fee: $500.00 (Total fee from Step 5) State share of filing fee: $237.50 (1/2 total fee less $12.50) City/Town share of filling fee: $262.50 (1/2 total fee plus $12.50) Wpaform3.doc • Appendix B • rev. 1/9/03 Page 2 of 6 Paradise Realty Medical BuildingDrainage Report October 3, 2002(revised January 8, 2003) I. Introduction This report was originally prepared for a similar design, however, this revised report and calculations are for a reduced project. The new project consists of a smaller footprint for the building, (the original building was a single story 9,976 sf structure, the new building is a 5,250 sf two story structure), and a reduced area of pavement. This report is intended to present analysis and discussion for storm water management calculations and design performed for the Paradise Realty Groups proposed Medical Office Facility located at 766 North King Street in Northampton, Massachusetts. Construction improvements for the proposed project include: demolition of the existing building, construction of a new, 5,250 sq. foot structure intended to house medical and dental offices, reconfiguration and repaving of the existing parking lot, construction of a new parking lot, and installation of a new storm water management system and utilities. Impervious surface at the site will be increased -from .42 acres to approximately .57 acres. The purpose of this analysis is to determine the 1, 2, 10 and 100 year peak flow rates for the site under current conditions and to design a storm water management system that maintains the existing peak flow rates while improving storm water runoff quality from the site. II. Site Soils According to the Natural Resources Conservation Service for the Central Part of Hampshire County (see attached soils map) the soils in the area of the proposed storm water management systems include HgA, Hinckley loamy sand, 0 to 3 percent slopes (hydrologic soil group A), Sc, Scitico silt loam (hydrologic soil group C) and Au, Amostown - Windsor silty substratum -Urban land complex (hydrologic soil group Q. Type A soils were utilized for the purpose of the storm water management analysis. III. Existing Conditions The existing site houses a former vehicle service station with associated flat paved areas. Directly behind the building, the site becomes a fairly steep upward slope covered by natural forest vegetation. This condition continues to the rear property line. The existing site is shaped like a bowl where storm water runoff leaving the site flows down the steep, vegetated slopes, collecting in the flatter, service station area. Grades at the site direct runoff towards two trench drains running the length Paradise Realty Medical BuildingDrainage Report October 3, 2002(revised January 8, 2003) of both site entrance driveways and a single leaching catch basin located in the rear of the paved area. Currently, both trench drains are full of sand and debris and are therefore, not functional. Similarly, the leaching catch basin does not appear to be working at this time. The original drainage concept apparently utilized the single leaching catch basin located in the rear of the lot for infiltration and these two trench drains which are believed to drain to a catch basin located on Route 5110 to remove runoff from the site. The municipal catch basin which t-- drains the site also acts as a low point along the profile of Route 5110, collecting a portion of this roads runoff. The existing catch basin discharges all collected runoff through an 18" RCP pipe running under Route 5110 to an RCP flared end section located in the vegetated area of the off ramp from exit 21 off I -91. For storm water modeling purposes, the property lines at the site were used to '- bound the watershed with the control point located at the existing catch basin on Route 5110. IV. Proposed Conditions The proposed condition closely mimics the existing drainage patterns, utilizing the existing catch basin in Route 5110 as the ultimate point of discharge as well as the modeling control point. Incorporated in the proposed design are both storm water quality mechanisms as well as storm water retention and infiltration mechanisms with which to improve the quality of the runoff being discharged from the site as well as retain the peak flows off the site so as to equal the existing peak discharges from the site and to maintain groundwater recharge. Discussing the site from the rear, flow from the steep slope will be retained with a block wall equipped with a sub drain to relieve hydrostatic pressure behind the wall. This sub drain will be a 6" perforated pipe which discharges to the catch basin located in the parking lot. These catch basin collects both runoff from the wall sub drain as well as runoff generated by the rear parking area and moves it to the lower portion of the site through a series of manholes and piping. All flow generated by the parking lot is put through a treatment catch basin which treats the runoff for total suspended solids and floatables utilizing stormceptor technology or an approved equal. Once treated, runoff from this catch basin is discharged into the detention chamber. In addition to the treated storm flows from the parking areas, runoff generated by the building roof as well as additional runoff collected by two other 6" wall sub - drains located up -slope of the building and a local field catch basin is discharged directly into the detention structure. Paradise Realty Medical BuildingDrainage Report October 3, 2002(revised January 8, 2003) The detention structure is approximately 20'x18' with two 12" inlets as discussed above and one 12" outlet located at the bottom of the tank. Flow from the tank is discharged to a control structure where three orifices, at varying elevations and in sizes ranging from 5 " -12" are used to control the discharge from the tank and maintain peak flows off the site at current levels. In addition to the control structure, a perforated pipe is proposed to be installed outside of the tank to allow flow within the tank to travel through the perforated pipe and into the surrounding gravel to ultimately provide for infiltration of some of the detained flow back into the surrounding groundwater system. Once flow is discharged from the control structure, it enters the municipal system through a new connection to the existing catch basin on Route 5110. V. Calculations & Design Under proposed conditions runoff will be collected, treated, peak flows detained, and piped to an existing catch basin which discharges flow to an existing vegetated area located within the off ramp of exit 21 off I -91. Based on the Rational Method, the proposed changes will not significantly effect the peak flow rates. Drainage calculations for the site were performed on Hydrocad version 6.0 using SCS TR -20 methodology. The downstream control point for this site under both existing and proposed conditions was the existing catch basin on Route 5110. Watershed subcatchment areas, runoff coefficients and watercourse slopes were based on the survey plans prepared by Harold Eaton Associates of Hadley, Massachusetts dated August 26, 2002. The proposed treatment chambers will be sized to treat the .4" storm runoff without bypass and all of this flow is detained within the detention structure. Calculations were performed for the 1, 2, 10 and 100 year frequency storms under existing and proposed conditions. Credit for infiltration provided by the perforated pipe attached to the tank was not taken. The results are shown in the summary table below. 24 -hour Storm Event ( r) Precipitation (in) Existing Runoff Proposed .Runoff 1 2.5 1.02 cfs /.075 ac ft .98 cfs / .103 ac -ft 2 2.9 1.19 cfs /.087 ac -ft 1.10 cfs / .121 ac -ft 10 4.4 1.82 cfs / .142 ac -ft 1.83 cfs / .191 ac -ft 100 6.4 1 2.67 cfs /.247 ac -ft 2.63 cfs /.308 ac -ft Paradise Realty Medical BuildingDrainage Report October 3, 2002(revised January 8, 2003) VI. Summary The storm water management system has been designed to nearly maintain or reduce and/or are equivalent to the existing peak flow rates under proposed conditions for the 1, 2, 10, and 100 year storm frequencies. Infiltration associated with the perforated pipe surrounding the detention tank, the perforated pipe leading from CB #7, and the perforated pipe from DI # 1 & 2 will provide infiltration from all "clean' storm water sources. Special care has been taken treat runoff with a series of best management practices to remove total suspended solids and improve water quality to the maximum extent practicable. These practices include street sweeping, catch basins equipped with gas and oil separators and deep sumps and an integral storm water treatment chamber within the system. The proposed system outlet mimics the existing condition and prior to construction erosion control barriers will be installed as shown on the site plans. 4 JI, k&j m A - V Zi I t Pitt �, ,f 'A )"Alt y � 1 � 1 4 sl 1,; w 0 a� a .S 1 0 an 3 3 3 a Figure 2 -7a - Precinitation Values for ":assachusekts t ti Y W 4 2.8" 9 F�A►rcull 3.0" ESSEX 3.2" YiDpl(fp( SWFOLX ( 0V" 1 11 N od 3.4 f o • IP A RAINFALL DATA MAP �►� 2—YEAR,24 HOUR PRECIPITATION (INCHES) J e NAIITYCIItT TP- 3.6'1 su�rctfc 4.0 4.2" 4.4" RAINFALL DATA MAP 1.11 5— YEAR,24 —HOUR PRECIPITATION (INCHES) TP -40 (210 -EFM, Am -end. MA1, Fnril 1990) 4. "I 2 -22 Figure 2 -7a - Precinitation Values for ::assachusetts 5.0" —5.1s, 5.2" Y WORCESTER �M�SIRIIE HAM►DEM / RAINFALL DATA MAP YEAR, 24 - HOUR PRECIPITATION ( INCHES) 5.3" 5.4" E SS EX 5.5" SUFPOIK 5.6" t t 0 s 5.7 R a o � BARMS k �. 5.8 Oo b M�NTYCRE (21� 1;:end. :. ?1, P:nril 1990) iT iqure 2 -7a - Precipitation Values for assac!�usetts 5.6" 5.7" ~ ►RANKUN Y1 00tts1X NAY/INNN w ORCIST[I! NAYrOEN RAINFALL DATA MAP _ 50 — YEAR, 2 4 HOUR PRECIPITATION (INCHES) F " 5 9 11 .0" r 3w► u 6.1 6.2" e — 4 6.3 •AIIMiT.. 6.4' NANTUCKET 6.0" 6. 6.4" H W K I A 8" M to aA �6 A l s 0 Ir RAINFALL DATA MAP 1 00 —YEAR, 24 -04OUII PAECSPITATION (INCHES) TP -40 7.2" 1 r;_�W_ kl�� IIANTUCQT i rlend. Ind, April 1990) ::z 2 -22 (3 ro -- J / C �/� Co ----------------------------- -------------------------------- --------------------------------- ----------------------------- - - --------- ------ --- / 1 1 / I / / o w MASONRY BLMDM6 ! ' y bit. con o parkY°9 lot 144 \ \ \ \ "%%% %" F rain a� P�— 1 T F�f 8 S 04'50'49 W 255.00' f — — Un I�a� -- IRa !la !ln - gufter ri N a NORTH KING STREET 6-- * R A [i existing Prepared by The Berkshire Design Group, Inc. Type 111 24 -hr Rainfall age 1 " H droCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer S stems Page 1 10/1 /2002 Time span= 5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Type III 24 -hr Rainfall =2.50" Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: paved Tc --5.0 min CN =98 Area =0.420 ac Runoff= 1.02 cfs 0.075 of Subcatchment exist: exist Tc =10.4 min CN=39 Area =1.200 ac Runoff= 0.00 cfs 0.000 of Pond ecb: ecb Inflow= 1.02 cfs 0.075 of Primary= 1.02 cfs 0.075 of Runoff Area =1.620 ac Volume = 0.075 of Average Depth = 0.55" existing Type 111 24 -hr Rainfall_2.50" Prepared by The Berkshire Design Group, Inc. H droCADO 6.00 s/n 000752 ©1986 -2001 A plied Microcomputer S stems Page 2 10/1/2002 Subcatchment IS: paved [49] Hint: Tc <2dt may require smaller dt Runoff = 1.02 cfs @ 12.07 hrs, Volume= 0.075 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall =2.50" Area (ac) CN Description 0.420 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs) 5.0 Direct Entry Subcatchment exist: exist [45] Hint: Runoff =Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall =2.50" Area (ac) CN Description 0.960 36 Woods, Fair, HSG A 0.240 49 50 -75% Grass cover, Fair HSG A 1.200 39 Weighted Average Tc Length Slope Velocity Capacity Description inl /L.. A /4/4\ ie.. 9.1 103 0.2050 0.2 Sheet Flow, 0.3 48 0.3500 3.0 Woods: Light underbrush n= 0.400 P2= 2.90" Shallow Concentrated Flow, 1.0 61 0.0196 1 0 Woodland Kv= 5.0 fps Shallow Concentrated Flow, i0.4 212 Total Short Grass Pasture Kv= 7.0 f s Pond ecb: ecb [40] Hint: Not Described (Outflow= Inflow) Inflow = 1.02 cfs @ 12.07 hrs, Volume= 0.075 of Primary = 1.02 cfs @ 12.07 hrs, Volume= 0.075 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs existing Prepared by The Berkshire Design Group, Inc. Type 111 24 -hr Rainfall_ g 1 H droCAD® 6.00 s/n 000752 ©1986 -2001 A lied Microcom uter S stems Page 1 - 10/1/2002 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Type III 24 -hr Rainfall =2.90" Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: paved Tc=5.0 min CN =98 Area =0.420 ac Runoff= 1.19 cfs 0.087 of Subcatchment exist: exist 7c =10.4 min CN =39 Area =1.200 ac Runoff= 0.00 cfs 0.000 of Pond ecb: ecb Inflow= 1.19 cfs 0.087 of Primary= 1.19 cfs 0.087 of Runoff Area =1.620 ac Volume = 0.087 of Average Depth = 0.65" existing Type 111 24 -hr Rainfall- 2.90" Prepared by The Berkshire Design Group, Inc. H droCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcom uter S stems Page 2 - 1/200 Subcatchment 1S: paved [49] Hint: Tc <2dt may require smaller dt Runoff = 1.19 cfs @ 12.07 hrs, Volume= 0.087 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall =2.90" Area (ac) CN 0.420 98 Tc Length (min) (feet) �. 5.0 Description Paved parking & roofs Slope Velocity Capacity Description (ft/ft) (ft/sec) (cfs) Direct Entry, Subcatchment exist: exist [45) Hint: Runoff =Zero Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall =2.90" Area (ac) CN Description 0.960 36 Woods, Fair, HSG A 0.240 49 50 -75% Grass cover Fair HS 31 A 1.200 39 Weighted Average Tc Length Slope Velocity Capacity Description in) (feet) (ft/ft) ( ft/s (cfs) 9.1 103 0.2050 0.2 Sheet Flow, 0.3 48 0.3500 3.0 Woods: Light underbrush n= 0.400 P2= 2.90" Shallow Concentrated Flow, 1.0 61 0.0196 1 0 Woodland Kv= 5.0 fps Shallow Concentrated Flow, 10.4 212 Total Short Grass Pasture Kv= 7.0 fps Pond ecb: ecb [40] Hint: Not Described (Outflow= Inflow) Inflow = 1.19 cfs @ 12.07 hrs, Volume= 0.087 of Primary = 1.19 cfs @ 12.07 hrs, Volume= 0.087 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs existing Prepared by The Berkshire Design Group, Inc. TYPQ ��� 24 -hr Rainfall -4.40" H droCADO 6.00 s/n 000752 41986 -2001 Applied Microcomputer Systems Page 1 10/1 /2002 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Type III 24 -hr Rainfall =4.40" Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: paved Tc=5.0 min CN =98 Area =0.420 ac Runoff= 1.82 cfs 0.136 of Subcatchment exist: exist Tc=10.4 min CN =39 Area =1.200 ac Runoff= 0.02 cfs 0.007 of Pond ecb: ecb Inflow= 1.82 cfs 0.142 of. Primary= 1.82 cfs 0.142 of Runoff Area =1.620 ac Volume = 0.142 of Average Depth =1.05" existing Prepared by The Berkshire Design Group, Inc. Type 111 24 -hr Rainfall- 4.40" Page 2 Subcatchment IS: paved [49] Hint: Tc <2dt may require smaller dt Runoff = 1.82 cfs @ 12.07 hrs, Volume= 0.136 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs dt= 0.05 hrs Type III 24 -hr Rainfall =4.40" L 0.420 98 Paved parking & roofs Tc Length Slope Velocity Capac 5.0 Description Direct Entry, Subcatchment exist: exist Runoff = 0.02 cfs @ 14.91 hrs, Volume= 0.007 of _ Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, Type III 24 -hr Rainfall =4.40" - dt= 0.05 hrs Area ac CN Description 0.960 36 Woods, Fair, HSG A 0.240 49 50 -75% Grass cover Fair HSG A 1.200 39 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec) (cfs) 9.1 103 0.2050 0.2 Sheet Flow, 0.3 48 0.3500 3.0 Woods: Light underbrush n= 0.400 P2= 2.90' Shallow Concentrated Flow, 1.0 61 0.0196 1 0 Woodland Kv= 5.0 fps Shallow Concentrated Flow, 10.4 212 Total Short Grass Pasture Kv= 7.0 f s Pond ecb: ecb [40] Hint: Not Described (Outflow= Inflow) Inflow = 1.82 cfs @ 12.07 hrs, Volume= 0.142 of Primary = 1.82 cfs @ 12.07 hrs, Volume= 0.142 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs existing Prepared by The Berkshire Design Group, Inc. TYPQ ��� 24 -hr Rainfall- 6.40" H droCAD® 6.00 sin 000752 ©1986 -2001 Applied Microcom u ter S stems Page 1 10/1 /2002 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Type III 24 -hr Rainfall= 6.40" Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: paved Tc --5.0 min CN =98 Area =0.420 ac Runoff= 2.65 cfs 0.199 of Subcatchment exist: exist Tc=10.4 min CN =39 Area =1.200 ac Runoff= 0.29 cfs 0.048 of Pond ecb: ecb Inflow= 2.67 cfs 0.247 of Primary= 2.67 cfs 0.247 of Runoff Area =1.620 ac Volume = 0.247 of Average Depth = 1.83" existing Prepared by The Berkshire Design Group, Inc. Type iii 24 -hr Rainfall a ge 2 HydroCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcompute Systems + ^/, Page 2 Subcatchment 1S: paved [49] Hint: Tc <2dt may require smaller dt Runoff = 2.65 cfs @ 12.07 hrs, Volume= 0.199 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs dt= 0.05 hrs Type III 24 -hr Rainfall= 6.40" 0.420 Tc Length 5.0 98 Paved parking & roofs Slope Velocity Capacity Description Direct Entry, Subcatchment exist: exist Runoff = 0.29 cfs @ 12.38 hrs, Volume= 0.048 of Runoff by SCS TR -20 method, UH =SCS, Time Type III 24 -hr Rainfall= 6.40" Span= 5.00 -20.00 hrs dt= 0.05 hrs Area (ac) CN Description 0.960 36 Woods, Fair, HSG A 0.240 49 50 -75% Grass cover Fair HSG A 1.200 39 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft (ft/sec) (cfs) 9.1 103 0.2050 0.2 Sheet Flow, 0.3 48 0.3500 3.0 Woods: Light underbrush n= 0.400 P2= 2.90" Shallow Concentrated Flow, 1.0 61 0.0196 1 0 Woodland Kv= 5.0 fps Shallow Concentrated Flow, 10.4 212 Total Short Grass Pasture Kv= 7.0 fps Pond ecb: ecb [40) Hint: Not Described (Outflow= Inflow) Inflow = 2.67 cfs @ 12.07 hrs, Volume= 0.247 of Primary = 2.67 cfs @ 12.07 hrs, Volume= 0.247 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs bi'd's 1 1P ecb Subcat Reach on Link Drainage Diagram for proposed (rev 1.9.03) Prepared by {enter your company name here) 1/9/03 HydroCAD® 6.00 s/n 000752 ®1986 -2001 Applied Microcomputer Systems ;CtLrlLIA K: TOP SPINDLE FIRE HYDRANT ELEVATION - 102.42' (ASSUMEDI SANDR P.O. GREENFIELD, 17� t e m P 1 7� f { � i `III I jim ■� a �> Ilion II1■■ _ .'�11�m ;CtLrlLIA K: TOP SPINDLE FIRE HYDRANT ELEVATION - 102.42' (ASSUMEDI SANDR P.O. GREENFIELD, 17� t proposed (rev 1.9.03) Type 111 24 -hr Rainfall =2.50° Prepared by The Berkshire Design Group, Inc. Page 1 HydroCAD® 6.00 s/n 000752 41986 -2001 Applied Microcomputer Systems 1/9/03 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Type III 24 -hr Rainfall= 2.50" Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: PAVED Tc =5.0 min CN =98 Area =0.467 ac Runoff= 1.13 cfs 0.083 of Subcatchment b: b Tc=5.4 min CN =37 Area =1.032 ac Runoff= 0.00 cfs 0.000 of Subcatchment bldg: bldg Tc=5.0 min CN =98 Area =0.120 ac Runoff= 0.29 cfs 0.021 of Pond 1 P: (new node) Peak Storage= 496 cf Inflow= 1.42 cfs 0.104 of Primary= 0.98 cfs 0.103 of Outflow= 0.98 cfs 0.103 of Pond ecb: ecb Inflow= 0.98 cfs 0.103 of Primary= 0.98 cfs 0.103 of Runoff Area = 1.619 ac Volume = 0.104 of Average Depth = 0.77" proposed (rev 1.9.03) Type 111 24 -hr Rainfall =2.50" Prepared by The Berkshire Design Group, Inc. Page 2 HydroCAD® 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems 1/9/03 Subcatchment IS: PAVED Runoff = 1.13 cfs @ 12.07 hrs, Volume= 0.083 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall= 2.50" Area (ac) CN Description 0.467 98 Paved parking &sidewalks Tc Length Slope Velocity Capacity Description min feet (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment b: b Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall= 2.50" Area (ac) CN Description 0.214 39 >75% Grass cover, Good, HSG A 0.818 36 Woods Fair. HSG A 1.032 37 Weighted Average Tc Length Slope Velocity Capacity Description in) (feet) (ft/ft) ( ft/ sec) (cfs) 4.5 46 0.2400 0.2 Sheet Flow, 0.3 79 0.0400 4.1 Woods: Light underbrush n= 0.400 P2= 2.90" Shallow Concentrated Flow, 0.6 235 0.0940 6.2 Paved Kv= 20.3 fps Shallow Concentrated Flow, Paved Kv= 20.3 f s 5.4 360 Total Subcatchment bldg: bldg Runoff = 0.29 cfs @ 12.07 hrs, Volume= 0.021 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall= 2.50" Area (ac) CN Description 0.120 98 Paved parking & roofs — proposed (rev 1.9.03) Type 111 24 -hr Rainfall= 2.50" Prepared by The Berkshire Design Group, Inc. HydroCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems Page 3 1 /9/03 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Pond 1 P: (new node) Inflow = 1.42 cfs @ 12.07 hrs, Volume= 0.104 of Outflow = 0.98 cfs @ 12.16 hrs, Volume= 0.103 af, Atten= 31 %, Lag= 5.3 min Primary = 0.98 cfs @ 12.16 hrs, Volume= 0.103 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 95.92' Storage= 496 cf Plug -Flow detention time= 17.4 min calculated for 0.103 of (99% of inflow) Storage and wetted areas determined by Prismatic sections _ Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic feet) — 94.50 350 0 0 99.00 350 1,575 1,575 Qrimary OutFlow (Free Discharge) ulvert = Orifice /Grate E3=Orifice/Grate _ = Odfice/G rate # Routina Invert Outlet Devices 1 Primary 94.60' 12.0" x 33.0' long Culvert RCP, square edge headwall, Ke= 0.500 2 Device 1 96.60' 5.0" Vert. Orifice/Grate C =00.600 n= 0.010 Cc= 0.900 3 Device 1 94.60' 6.0" Vert. Orifice/Grate C= 0.600 4 Device 1 99.00' 12.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 Pond ecb: ecb Inflow = 0.98 cfs @ 12.16 hrs, Volume= 0.103 of Primary = 0.98 cfs @ 12.16 hrs, Volume= 0.103 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs proposed (rev 1.9.03) Type 11124 -hr Rainfall -290" Prepared by The Berkshire Design Group, Inc. HydroCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems Page 4 1 /9/03 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Type III 24 -hr Rainfall= 2.90" Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: PAVED Tc =5.0 min CN =98 Area =0.467 ac Runoff= 1.32 cfs 0.097 of Subcatchment b: b Tc=5.4 min CN =37 Area =1.032 ac Runoff= 0.00 cfs 0.000 of Subcatchment bldg: bldg Tc=5.0 min CN =98 Area =0.120 ac Runoff= 0.34 cfs 0.025 of Pond 1 P: (new node) Peak Storage= 597 cf Inflow= 1.66 cfs 0.122 of Primary= 1.10 cfs 0.121 of Outflow- 1.10 cfs 0.121 of Pond ecb: ecb Inflow= 1.10 cfs 0.121 of Primary= 1.10 cfs 0.121 of Runoff Area =1.619 ac Volume = 0.122 of Average Depth = 0.91" proposed (rev 1 .9.03) Type 11124 -hr Rainfall =2. g0" Prepared by The Berkshire Design Group, Inc. Page 5 HydroCAD® 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems 1/9/03 Subcatchment IS: PAVED Runoff = 1.32 cfs @ 12.07 hrs, Volume= 0.097 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall= 2.90" Area (ac) CN Description 0.467 98 Paved parking &sidewalks Tc Length Slope Velocity Capacity Description �-- min feet (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment b: b Runoff = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall= 2.90" Area (ac) CN Description 0.214 39 >75% Grass cover, Good, HSG A 0.818 36 Woods Fair. HSG A 1.032 37 Weighted Average Tc Length Slope Velocity Capacity Description 4.5 46 0.2400 0.2 Sheet Flow, 0.3 79 0.0400 4.1 Woods: Light underbrush n= 0.400 P2= 2.90" Shallow Concentrated Flow, 0.6 235 0.0940 6.2 Paved Kv= 20.3 fps Shallow Concentrated Flow, Paved Kv= 20.3 f s 5.4 360 Total Subcatchment bldg: bldg Runoff = 0.34 cfs @ 12.07 hrs, Volume= 0.025 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall= 2.90" Area (ac) CN Description 0.120 98 Paved parking & roofs proposed (rev 1.9.03) Type 111 24 -hr Rainfall_2.90" Page 6 Pond 1 P: (new node) Inflow = 1.66 cfs @ 12.07 hrs, Volume= 0.122 of Outflow = 1.10 cfs @ 12.16 hrs, Volume= 0.121 af, Atten= 34 %, Lag= 5.5 min Primary = 1.10 cfs @ 12.16 hrs, Volume= 0.121 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 96.20' Storage= 597 cf Plug -Flow detention time= 16.1 min calculated for 0.120 of (98% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum-Store (feet) (sa -ft) (cubic -feet) (cubic feet) 94.50 350 0 0 99.00 350 1,575 1,575 rimary OutFlow (Free Discharge) 1= Culvert 2= Orifice /Grate 3= Orifice /G rate =Orifice/Grate # Routing Invert Outlet Devices 1 Primary 94.60' 12.0" x 33.0' long Culvert RCP, square edge headwall, Ke= 0.500 2 Device 1 96.60' 5.O" Vert. Orifice/Grate C =00.600 n=0.010 Cc= 0.900 3 Device 1 94.60' 6.0" Vert. Orifice/Grate C= 0.600 4 Device 1 99.00' 12.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 Pond ecb: ecb Inflow = 1.10 cfs @ 12.16 hrs, Volume= 0.121 of Primary = 1.10 cfs @ 12.16 hrs, Volume= 0.121 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Tc Length Slope Velocity Capacity Description min feet ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, proposed (rev 1.9.03) Type /// 24 -hr Rainfall_4.40" Prepared by The Berkshire Design Group, Inc. Page 7 HvdroCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems 1 /9/03 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Type III 24 -hr Rainfall= 4.40" Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: PAVED Tc =5.0 min CN =98 Area =0.467 ac Runoff= 2.02 cfs 0.151 of Subcatchment b: b Tc=5.4 min CN =37 Area =1.032 ac Runoff= 0.01 cfs 0.003 of Subcatchment bldg: bldg Tc=5.0 min CN =98 Area =0.120 ac Runoff= 0.52 cfs 0.039 of Pond 1P: (new node) Peak Storage= 933 cf Inflow= 2.54 cfs 0.192 of Primary= 1.83 cfs 0.191 of Outflow= 1.83 cfs 0.191 of Pond ecb: ecb _ Inflow= 1.83 cfs 0.191 of Primary= 1.83 cfs 0.191 of Runoff Area = 1.619 ac Volume = 0.192 of Average Depth =1.43" proposed (rev 1.9.03) Type 111 24 -hr Rainfall= 4.40" Prepared by The Berkshire Design Group, Inc. H droCAD® 6.00 s/n 000752 ©1986 -2001 A lied Microcom uter S stems Page 8 Subcatchment IS: PAVED Runoff = 2.02 cfs @ 12.07 hrs, Volume= 0.151 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall= 4.40" Area (ac) CN Description 0.467 98 Paved parking &sidewalks Tc Length Slope 5.0 Capacity Description Direct Entry, Subcatchment b: b Runoff = 0.01 cfs @ 15.45 hrs, Volume= 0.003 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall= 4.40" Area (ac) CN Description 0.214 39 >75% Grass cover, Good, HSG A 0.818 36 Woods Fair HSG A 1.032 37 Weighted Average Tc Length Slope Velocity Capacity Description 4.5 46 0.2400 0.2 Sheet Flow, 0.3 79 0.0400 4.1 Woods: Light underbrush n= 0.400 P2= 2.90" Shallow Concentrated Flow, 0.6 235 0.0940 6.2 Paved Kv= 20.3 fps Shallow Concentrated Flow, Paved Kv= 20.3 f s 5.4 360 Total Subcatchment bldg: bldg Runoff = 0.52 cfs @ 12.07 hrs, Volume= 0.039 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall= 4.40" Area (ac) CN Description 0.120 98 Paved parking & roofs proposed (rev 1.9.03) Prepared by The Berkshire Design Group, Inc. HydroCADO 6.00 s/ n 000752 ©1986 -2001 Anniiarl n, Tc Length Slope Velocity Capacity Description in) (feet) (ft/ft) (ft/ (cfsl Type 111 24 -hr Rainfall-4.40" Page 9 5.0 Direct Entry, Pond 1 P: (new node) Inflow = 2.54 cfs @ 12.07 hrs, Volume= 0.192 of Outflow = 1.83 cfs @ 12.15 hrs, Volume= 0.191 af, Atten= 28 %, Lag= 5.0 min Primary = 1.83 cfs @ 12.15 hrs, Volume= 0.191 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 97.17' Storage= 933 cf Plug -Flow detention time= 13.3 min calculated for 0.190 of (99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surt.Area Inc.Store Cum-Store ( feet) (sq -ft) (cubic -feet) (cubic feet) 94.50 350 0 0 99.00 350 1,575 1,575 Qrimary OutFlow (Free Discharge) ' � — r22=Orifice/G ulvert rate = Orifice /Grate = Orifice /Grate # Routing Invert Outlet Devices 1 Primary 94.60' 12.0" x 33.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 93.80' S=0.0242/' n=0.010 Cc= 0.900 2 Device 1 96.60' 5.0" Vert. Orifice/Grate C= 0.600 3 Device 1 94.60' 6.0" Vert. Orifice/Grate C= 0.600 4 Device 1 99.00' 12.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600 Pond ecb: ecb Inflow = 1.83 cfs @ 12.15 hrs, Volume= 0.191 of Primary = 1.83 cfs @ 12.15 hrs, Volume= 0.191 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs proposed (rev 1.9.03) Type 111 24 -hr Rainfall- 6.40" Prepared by The Berkshire Design Group, Inc. HydroCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems Page 10 1/9/03 Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Type III 24 -hr Rainfall= 6.40" Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: PAVED Tc =5.0 min CN =98 Area =0.467 ac Runoff= 2.95 cfs 0.222 of Subcatchment b: b Tc --5.4 min CN =37 Area =1.032 ac Runoff= 0.18 cfs 0.032 of Subcatchment bldg: bldg Tc=5.0 min CN =98 Area =0.120 ac Runoff= 0.76 cfs 0.057 of _ Pond 1 P: (new node) Peak Storage= 1,379 cf Inflow= 3.72 cfs 0.311 of Primary= 2.63 cfs 0.308 of Outflow= 2.63 cfs 0.308 of Pond ecb: ecb _ Inflow= 2.63 cfs 0.308 of Primary= 2.63 cfs 0.308 of _ Runoff Area =1.619 ac Volume = 0.311 of Average Depth = 2.30" proposed (rev 1.9.03) Type 111 24 -hr Rainfall-6.40" Prepared by The Berkshire Design Group, Inc. Page 11 HydroCAD® 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems 1/9/03 Subcatchment IS: PAVED Runoff = 2.95 cfs @ 12.07 hrs, Volume= 0.222 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall= 6.40" Area (ac) CN Description 0.467 98 Paved parking &sidewalks Tc Length Slope 5.0 Subcatchment b: b Runoff = Capacity Description Direct Entry, 0.18 cfs @ 12.35 hrs, Volume= 0.032 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall= 6.40" Area (ac) CN Description 0.214 39 >75% Grass cover, Good, HSG A 0.818 36 Woods Fair HSG A 1.032 37 Weighted Average Tc Length Slope Velocity Capacity Description min) (feet) ( ft/ftl /ftlecr•1 /..fe l 4.5 46 0.2400 0.2 Sheet Flow, 0.3 0.6 5.4 79 235 360 0.0400 4.1 0.0940 6.2 Total Woods: Light underbrush n= 0.400 P2= 2.90 -- Shallow Concentrated Flow, Paved Kv= 20.3 fps Shallow Concentrated Flow, Paved Kv= 20.3 f s Subcatchment bldg: bldg Runoff = 0.76 cfs @ 12.07 hrs, Volume= 0.057 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type III 24 -hr Rainfall= 6.40" Area (ac) CN Description 0.120 98 Paved parking & roofs proposed (rev 1.9.03) Type 111 24 -hr Rainfall= 6.40" Prepared by The Berkshire Design Group, Inc. Page 12 HydroCAD@ 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems 1/9/03 Tc Length Slope Velocity Capacity Description min feet (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Pond 1 P: (new node) Inflow = 3.72 cfs @ 12.07 hrs, Volume= 0.311 of Outflow = 2.63 cfs @ 12.16 hrs, Volume= 0.308 af, Atten= 29 %, Lag= 5.2 min Primary = 2.63 cfs @ 12.16 hrs, Volume= 0.308 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 98.44' Storage= 1,379 cf Plug -Flow detention time= 11.0 min calculated for 0.307 of (99% of inflow) Storage and wetted areas determined by Prismatic sections Elevation Surf.Area Inc.Store Cum.Store (feet) (so-ft) (cubic -feet) (cubic feet) 94.50 350 0 0 99.00 350 1,575 1,575 rimary OutFlow (Free Discharge) r =Culvert = Orifice /G rate = Orifice /Grate = Orifice /Grate # Routing Invert Outlet Devices 1 Primary 94.60' 12.0" x 33.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 93.80' S=0.0242'/' n=0.010 Cc= 0.900 2 Device 1 96.60' 5.0" Vert. OrificelGrate C= 0.600 3 Device 1 94.60' 6.0" Vert. Orifice/Grate C= 0.600 4 Device 1 99.00' 12.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600 Pond ecb: ecb Inflow = 2.63 cfs @ 12.16 hrs, Volume= 0.308 of Primary = 2.63 cfs @ 12.16 hrs, Volume= 0.308 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Paradise Realty Medical Building Northampton, MA Stormwater Management Standards /Poliev Calculations are based on the requirements of the Massachusettes Department of Environmental Protection Stormwater Management/Stormwater Policy Handbook, March 1997. Standard 4: TSS Removal Standard 4 requires the removal of 80% of the average post - development annual load of total suspended solids. This will be accomplished by the use of best management practices (BMPs). The following removal rates are from the TSS Removal Rates table, pp. 1 -7, of the policy handbook. The calculations for the storm treatment chamber ( "StormCeptor ") were performed using CSR /StormCeptor software. TSS Removal BMP technology TSS removal Cumulative TSS BMP 1 BMP 2 BMP 3 Parking lot swee in 10% Deep sump catch basins 25% StormCeptor 80% removed 10% 230/6 54% II i otai 188 removal 87% Standard 4: Water Quality Volume In accordance with the standards and policies, the runoff volume to be treated for water quality is calculated as 0.5 inches of runoff times the total post - development impervious area. Roof runoff may be infiltrated; the infiltrated volume may be subtracted from the total runoff volume. WQV = water quality volume ReV = recharge volume I = total impervious area (including rooftop) Ir = rooftop impervious area RR = rooftop runoff Pre -dev. I = 0.42 acres Ir= 0 Post -dev. 1= 0.467 acres Ir = 0.12 WQV = 0.5" x I (acres) / 12 1 0.019 acre -feet RR = 0.5" x Ir (acres) / 12 0.005 acre -feet Volume of stormwater that must be treated for water quality = 0.014 acre -feet Page 1 of 2 Stormwater Recharge 6- 100 % of impervious area, soil group "A" I (acres) 0.587 Volume to recharge (in) ReV (Acre -feet) 0.40 0.020 ReV = I x Volume to recharge / 12 0.020 acre -feet Stormwater will be recharged via infiltration through the bottom of the proposed tank which is part of the site stormwater drainage design, as well as perforated pipes from all "clean water" catch basin sources. The proposed site will only increase impervious area by 0.16 acers, and will provide for infiltration, whearas the existing 0.42 acers of impervious area had no provisions for infiltration. Sediment Storage Volume (ft)= 0.1 "/12 x (I - Ir) x 43560 I 17 ft 6 deep sump catch basin 6 x 50 ft = 300 ft StormCeptor (Model 450i 1 x 45 ft3 = 45 ft3 Total: 345 ft Stormwater Management Summary TSS Removal 80% 87% Storm Water Rechar a 0.020 ac. -ft. see notes Sediment Stora a 17 ft 345 ft3 (see notes) Stormwater Quality Summary This project has been designed to meet the State stormwater quality standards. By use of best management practices including a deep sump and hooded catch basin, a water quality quality treatment unit for the parking areas, and a detention pond, the stormwater quality will be improved from the existing conditions. The total TSS removal in the post - development conditions will reach 87% which exceeds the 80% required for development sites under the Stormwater Policy. Sediment storage will also be provided in these structures, further enhancing stormwater quality. Page 2 of 2 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix C - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Note: This February 2. Stormwater runoff to be treated for water quality are based on which of the following calculations: 2000 version of the Stormwater ❑ 1 inch of runoff x total impervious area of post - development site for discharge to critical areas Management (Outstanding Resource Waters, recharge areas of public water supplies, shellfish growing areas, Form supersedes swimming beaches, cold water fisheries). earlier versions including those contained in ®0.5 inches of runoff x total impervious area of post - development site for other resource areas. DEP's Stormwater 3. List all plans and documents (e.g. calculations and additional narratives) submitted with this form: Handbooks. Grading & Utilities Plan (NOI 1 -3), Medical Office Complex, Northampton, Paradise Realty Building drai nage report, HydroCAD Calculation. B. Stormwater Management Standards DEP's Stormwater Management Policy (March 1997) includes nine standards that are listed on the following pages. Check the appropriate boxes for each standard and provide documentation and additional information when applicable. Standard #1: Untreated stormwater ® The project is designed so that new stormwater point discharges do not discharge untreated stormwater into, or cause erosion to, wetlands and waters. WPA Appendix C Rev. 02/00 Page 1 of 5 m. rroperiy inrormatlon Important: When filling out 1. The proposed project is: forms on the computer, use only the tab New development ❑ Yes key to move your cursor - ❑ No do not use the return key. VQ Redevelopment ❑ Yes ❑ No Combination ® Yes (If yes, distinguish redevelopment components from new development components on plans). El No Note: This February 2. Stormwater runoff to be treated for water quality are based on which of the following calculations: 2000 version of the Stormwater ❑ 1 inch of runoff x total impervious area of post - development site for discharge to critical areas Management (Outstanding Resource Waters, recharge areas of public water supplies, shellfish growing areas, Form supersedes swimming beaches, cold water fisheries). earlier versions including those contained in ®0.5 inches of runoff x total impervious area of post - development site for other resource areas. DEP's Stormwater 3. List all plans and documents (e.g. calculations and additional narratives) submitted with this form: Handbooks. Grading & Utilities Plan (NOI 1 -3), Medical Office Complex, Northampton, Paradise Realty Building drai nage report, HydroCAD Calculation. B. Stormwater Management Standards DEP's Stormwater Management Policy (March 1997) includes nine standards that are listed on the following pages. Check the appropriate boxes for each standard and provide documentation and additional information when applicable. Standard #1: Untreated stormwater ® The project is designed so that new stormwater point discharges do not discharge untreated stormwater into, or cause erosion to, wetlands and waters. WPA Appendix C Rev. 02/00 Page 1 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix C - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Standard #2: Post - development peak discharges rates ❑ Not applicable — project site contains waters subject to tidal action. Post - development peak discharge do not exceed pre - development rates on the site at the point of discharge or downgradient property boundary for the 2 -yr and 100 -yr, 24 -hr storms. ❑ without stormwater controls ® with stormwater controls designed for the 24 -hr, 2 -yr, and 10 -yr storms. ® The project's stormwater design will not increase off -site flooding impacts from the 100 -yr, 24 -hr storm. Standard #3: Recharge to groundwater Amount of impervious area (sq. ft.) to be infiltrated: 0.467 Acres Volume to be recharged is based on: ® The following Natural Resources Conservation Service hydrologic soils groups (e.g. A, B, C, D, or UA) or any combination of groups: 100 A (% of impervious area) (Hydrologic soil group) (% of impervious area) (Hydrologic soil group) ❑ Site specific pre - development conditions: (% of impervious area) (Hydrologic soil group) (% of impervious area) Recharge rate Describe how there calculations were determined: See attached (Hydrologic soil group) Volume List each BMP or nonstructural measure used to meet Standard U. (e.g. dry well, infiltration trench). Perforated pipes on non - pavement drainage basins, preforated pipe surounding detention tank The annual groundwater recharge for the post - development site approximates the annual recharge from existing site conditions. ❑ No WPA Appendix C Rev. 02/00 Page 2 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix C - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 o. % - jtvririwazer management Standards (cont.) Standard #4: 80% TSS Removal ® The proposed stormwater management system will remove 80% of the post - development site's average annual Total Suspended Solids (TSS) load. Identify the BMP's proposed for the project and describe how the 80% TSS removal will be achieved. Total TSS removal will be 87 %, including: parking lot sweeping (10 %), deep sump catch basin (25 %), stor mceptor (80 %) If the project is redevelopment, explain how much TSS will be removed and briefly explain why 80% removal cannot be achieved. Standard #5: Higher potential pollutant loads Does the project site contain land uses with higher potential pollutant loads (See Stormwater Policy Handbook — Vol. I, page 1 -23, for land uses of high pollutant loading). ❑ Yes If yes, describe land uses: LI M Identify the BMPs selected to treat stormwater runoff. If infiltration measures are proposed, describe the pretreatment. (Note: If the area of higher potential pollutant loading is upgradient of a critical area, infiltration is not allowed. Standard #6: Protection of critical areas Will the project discharge to or affect a critical area? (See Stormwater Policy Handbook — Vol. I, page I - 25, for critical areas). ❑ Yes If yes, describe areas: Identify the BMPs selected for stormwater discharges in these areas and describe how BMPs meet restrictions listed on pages 1 -27 and 1 -28 of the Stormwater Policy Handbook — Vol. I: WPA Appendix C Rev. 02!00 Page 3 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix C - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 B. Stormwater Management Standards (cont.) Note: components of Standard #7: Redevelopment projects redevelopment projects which Is the proposed activity a redevelopment project? plan to develop previously undeveloped ® Yes If yes, the following stormwater management standards have been met: areas do not fall under the scope All ❑ No The following stormwater standards have not been met for the following reasons: ® The proposed project will reduce the annual pollutant load on the site with new or improved stormwater control. Standard #8: Erosion/sediment control ® Erosion and sediment controls are incorporated into the project design to prevent erosion, control sediments, and stabilize exposed soils during construction or land disturbance. Standard #9: Operation/maintenance plan ® An operation and maintenance plan for the post - development stormwater controls have been developed. The plan includes ownership of the stormwater BMPs, parties responsible for operation and maintenance, schedule for inspection and maintenance, routine and long -term maintenance responsibilities, and provision for appropriate access and maintenance easements extending from a public right -of -way to the stormwater controls. Decision of Planning Board 11/4/02 Planlritle Date Copy attached Planrritle Date C. Submittal Requirements DEP recommends that applicants submit this form, as well as, supporting documentation and plans, with the Notice of Intent to provide stormwater management information for Commission review consistent with the wetland regulations (310 CMR 10.05 (6)(b)) and DEP's Stormwater Management Policy (March 1997). If a particular stormwater management standard cannot be met, information should be provided to demonstrate how equivalent water quality and water quantity protection will be provided. DEP encourages engineers to use this form to certify that the project meets the stormwater management standards as well as acceptable engineering standards. For more information, consult the Stormwater Management Policy. WPA Appendix C Rev. 02/00 Page 4 of 5 Massachusetts Department of Environmental Protection Bureau of Resource Protection - Wetlands WPA Appendix C - Stormwater Management Form Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 D. Signatures I PIIL;k IL Date WPA Appendix C Rev. 02/00 Page 5 of 5 Planning Board -Decision Hearing No.: PLN- 2003 -0036 City of North ArPL,�T�oNTVPE. Date' November a8 Major Site Plan &Special Permit SUBMI SSION DAT 1mav2ooz Iicanrs Name: Owner's Name; PARADISE REALTY PARTNERS LLC NAME Surveyors Name: ASS: PARADISE REALTY PARTNERS COMPANY NAME: f275 ELM ST LLC ADDRESS: 1273 ELM ST ADORSSs TOWN: STATE: ZIP CODE WEST SPNNGFIELD MA 01089 PHONE TO1NN. STATE: ZIP WEST SPR/NGW CODE TDwN: No.: FAX NO.: (413) 785.1133 ELD MA Oi089 PHONE N O.: FAX STATE Zip � SWIL ADDAM: NO.: (813) 7 PHONE NO_ FAX NO.: EMAIL AOORUS: 4MAIL ADOREg6: Site Information: STREET NO.: 766 NORTH KBwG sr S� IONING TOWN: IN NOR7TIAAIPTDIV NA 01060 sEiTION of BYLAW: MAP: *LOCK LOT: MAP OATS 08 Sections 5.2, 6.5, AC TAKEN: 8.6, 021 001 Bode: Approved With Condhions Paoli NATURE OF PROPOM WOW. QeMoiiff*n of eftft building. Cons"c6on of new 9,976 sq. fL medical office bldg. HARDSHIP; CONOMON OF APPROVAU Fp g: 1. Prior a nce the IsM C00�oas � � beloiv apOCent �l submit new plans showing to Cenfonsra with co 2. Any additional asphalt requh+es an amendment to Olt permit AppFoant mra! "*,ds , tbrbkyrte p&f*,n9 on a,, . l Pri to the lssuan*e off foundation builc# presented In the *W ow and basrwaL gment rse if the eMvado Wb buiidrng elevations must be based upon MaXW otffend the Boad r t �� W retunr to the Board for on amendment of @* SMUcent crust 12.15' high brick sided parmrL Rsnderings r,p Structure. with **Dent balding, a Covered SbhwIlY, and' no i� ' a Prior to flee issuance of s, banding perrap, a cekuk ion S Deve submlK of Tots! Suspended Solids remove! shah be ed to flee t7ifioK afPianMng lopment This anaysis slealJ be stamped by are enghieer. 6. Catch basin If S shah be �onneCted to a manhole via pWAxvtedp4M to Csfth Basin 4, f Catch Basins 3 and t s hall be connected to each o stornrwater troabnent chamber #"Ugh a manhole_ ther Hough a manhole and shah connect to the 8. Catch Basins shall have W sumps, 9. "ntenence of the stIm" cater management facilities shall be by the owner and condu*!ad twice per year. Reports showing proof of inspections and necessary cleaning by a qualified professional shah be submitted t the OA9ce of Planning d Development no later than May 15 and November 15 each year. Street Sweeping shall be conducted monWy April to June and September to November 10. The Existing curb cut on the Southern end of the property shall be closed witit curbing to mate► the eidsffng curb along North King SMeeL 11. A new photometric plan shall be submitted poor to the issuance of a building permit showing no GeoTMS(D t De_S t ...._.r....,v.uu�,ns, inc.