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08-021 766 North king planningNotice qf Intent for construction of the North King Street Medictil Center Prepared by: The Berkshire Design Group , Inc . 4 Allen Place, Northampton, Massachusetts 01060 766 North King Street Northampton, Massachusetts January 9, 2003 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 23rd meeting. Please do not hesitate to call if you need anything further in this regard. Civil Engineering Sincerely, Planning T1W Berkshir esign Group, Inc. Urban Design Z& w4m Environmental Services Chris Wall Landscape Architect Cc: MA DEP — Western Region (2, under separate cover) 4Allen Place Northampton. Massachusetts 01060 Telephone(413)582-70(X) Facsimile(413)583-7005 6 -mad lid, (a�herk,,hiredetiign.com - -- - 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 Landscape Architecture Civil Engineering Planning Urban Design Environmental Services AXI Information Review & Comment 1 roval 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. /& A Chris Wall 4AIIenPlace Northampton, Massachusetts 01060 Telephone(413)582-70(x) Facsimile(413)582-7005 E-mail bdgCal berkshkedesign.com Massachusetts Department of Environmental Protection DEP File Number: LBureau of Resource Protection - Wetlands Town WPA Form 3 - Notice of Intent Provided by DEP Massachusetts Wetlands Protection Act M.G.L. c. 131, §40 Northampton municipal bylaw or ordinance. 3. Property Owner (if different from applicant): Name Mailing Address Citylrown 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 Cityrrown Assessors Map/Plat Number 6. Registry of Deeds: 21 Parcel /Lot Number Hampshire 5810 273 County Book Page Certificate (if Registered Land) wpatorm3.doc - rev. 1/9/03 Page t of 8 A. General Information Important: 1 Applicant: When filling out • forms on the Paradise Realty Partners, LLP computer, use Name E -Mail Address only the tab key to 1275 Elm Street move 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 Northampton MA 01060 your local City/Town State Zip Code Conservation 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 Citylrown 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 Cityrrown Assessors Map/Plat Number 6. Registry of Deeds: 21 Parcel /Lot Number Hampshire 5810 273 County Book Page Certificate (if Registered Land) wpatorm3.doc - rev. 1/9/03 Page t 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 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 DEP File Number: Provided by DEP Northampton Town b. List the impacts of proposed activities on each wetland resource areas (temporary and permanent impacts, prior to restoration and mitigation): Resource Area A B. Project Description Size of Impact (e.g., sq. ft.) 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. 7/9/03 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 C. Activities Subject to Regulation DEP File Number: Provided by DEP Northampton Town 1. a. Check the applicable resource areas if work is to be conducted in an associated Buffer Zone: Inland Resource Areas Coastal Resource Areas ❑ Inland Bank ❑ Coastal Beach ❑ Barrier Beach ® Bordering Vegetated Wetland (BVW) ❑ 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: Bordering Land Subject to Flooding: Square Feet altered Volume of Flood Storage Lost (cubic feet) Square Feet replaced Volume of Flood Storage Compensation (cubic feet) Land Under Water Bodies: Isolated Land Subject to Flooding: Square Feet altered Volume of Flood Storage Lost (cubic feet) Cubic Yards dredged Volume of Flood Storage Compensation (cubic feet) Bank: Linear Feet altered Coastal Resource Areas: Coastal Dune: Land Under Salt Pond: Square Feet altered Square Feet altered Cubic Yards/Volume removed Cubic Yards dredged Salt Marsh: Rocky Intertidal Zone: Square Feet altered Square Feet altered Coastal Bank: Designated Port Area: Linear Feet altered Square Feet altered wpaformldoc • rev. 7/9/03 Page 3 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 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: 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 DEP File Number: Provided by DEP Northampton Town Land Containing Shellfish: Square Feet altered Beach: Square Feet altered 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. wpaformadoc • rev. 1/9/03 Page 4 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 C. Activities Subject to Regulation (cont.) DEP File Number: Provided by DEP Northampton Town 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 Westborough, MA 01581 ® No Natural Heritaoe 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): ACEC ® 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. 7/9/03 Page 5 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 D. Performance Standards DEP File Number. Provided by DEP Northampton Town 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 3 a. Is the project located in the Riverfront Area? ❑ Yes If yes, indicate the proposed project purpose: ❑ Single Family House ❑ Industrial Development ❑ Yes ❑ No ❑ Residential Subdivision ❑ Transportation ❑ Commercial Development ❑ Other (describe) i b. Was the lot where the activity is proposed created prior to August 1, 1996? 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. wpaformMoc • rev. 7/9/03 Page 6 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 E. Additional Information Applicants must include the following with this Notice of Intent (NOI): • 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 January 9, 2003 Check Number Check date Paradise Realty Partners, LLC Payor name on check Applicant name (if different from payor) G. 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 receiplAequested) to all abutters within 100 feet of the property line of the project location. wpaform3.doc • rev. 7/9/03 JofAppli6q "' L - 01/09/03 SignatureDate MSignofOwner 'fdifferent Date /A 01/09/03 tive f any) Date Page 7 of 8 L11Massachusetts 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 G. Signatures and Submittal Requirements (cont.) DEP File Number. Provided by DEP Northampton Town 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 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 T Important: When filling out forms on the computer, use only the tab key to move your cursor - do not use the return key. AA ILS 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 A. Applicant Information Applicant: Paradise Realty Partners, LLP Name 1275 Elm Street Mailing Address West Springfield MA 01089 City/Town State Zip Code 413-785-1153 Phone Number 2. Property Owner (if different): Name 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) ® all other projects X $1.00= (feet of BVW) Total fee (not to exceed $100) $500.00 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) Wpaforrn3.doc - Appendix B - rev. 1/9/03 Page 1 of 6 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 3/Individual 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 3/Individual Step 4/Subtotal of Activities Activity Fee Activity Fee Parking lot 1 250.00 $250.00 Storm drain discharge 1 250.00 $250.00 Step 5/Total 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 s s Co r aY O O co� 2' ' - O 0- b ce ., .. O v' Er NLcr co z 4 CU 9�d cc idLL J Ln z Lu 6 IL 4 ` O s s Co r aY O O co� 2' - 0- b J ., .. O v' Er NLcr co z 4 CU 9�d cc idLL J Ln z Lu IL LU ` O W Ir W ado -OD s N {i ( i� O O co� W) North King Street Medical Center January 9, 2003 Afdavit of Service AFFIDAVIT OF SERVICE Under the Massachusetts Wetlands Protection Act (To be submitted to the Massachusetts Department of Environmental Protection & the Conservation Commission when filing a Notice of Intent) I, Christopher Wall, hereby certify under the pains and penalties of perjury that on January 9, 2003, I gave notification to abutters as provided by the Town of Northampton on January 8, 2003 and in compliance with the second paragraph of the Massachusetts General Laws Chapter 131, Section 40, and the DEP guide to Abutter Notification dated April 8, 1994, in connection with the following matter: A Notice of Intent was filed under the Massachusetts Wetlands Protection Act and the Northampton Wetlands Bylaw by the Paradise Realty Group, LLC with the Northampton Conservation Commission on January 9, 2003 for work related to construction of a medical center at 766 North King Street in Northampton. The form of notification and a list of abutters to whom it was given and their addresses are attached to the Affidavit of Service. January 9, 2003 Date NOTIFICATION TO ABUTTERS Under the Massachusetts Wetlands Protection Act In accordance with the second paragraph of the Massachusetts General Laws Chapter 131, Section 40, and the Northampton Wetlands Bylaw you are hereby notified of the following: Paradise Realty Partners, LLC has filed a Notice of Intent with the Northampton Conservation Commission for work related to construction of a medical office at 766 North King Street in Northampton. The Notice of Intent can be examined by contacting the Northampton Conservation Commission. Copies of the Notice of Intent may be obtained from the Berkshire Design Group, Inc. (for a printing fee of $25.00) by calling (413) 582-7000 between 8:30 a.m. and 5:00 p.m. Monday through Friday. NOTE: The public hearing will be held on January 23, 2003. Notice of the public hearing will be advertised in the Daily Hampshire Gazette. NOTE: You may also contact the nearest Department of Environmental Protection Regional Office for more information about this application or the Wetlands Protection Act. To contact DEP, call: Central Region: (508) 792-7650 Southeast Region: (508) 946-2800 Northeast Region: (617) 935-2160 Western Region: (413) 784-1100 y L rg. W L 16* W z 0 z O P L' d irsa LLAS&Lir U0%c rWw4.%jom 40 AZ L.a Qza: RL Rn SQ Uwe e c o o v o O O O O I 8- n • 4e- iC - 6 L' d irsa LLAS&Lir U0%c rWw4.%jom 40 AZ L.a Qza: RL Rn SQ Uwe Paradise Realty Medical BuildingDrainage Report October 3, 2002(revised January S, 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 5/10 to remove runoff from the site. The municipal catch basin which drains the site also acts as a low point along the profile of Route 5/10, collecting a portion of this roads runoff. The existing catch basin discharges all collected runoff through an 18" RCP pipe running under Route 5/10 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 5/10. IV. Proposed Conditions The proposed condition closely mimics the existing drainage patterns, utilizing the existing catch basin in Route 5/10 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. 2 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 5/10. 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 5/10. 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 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 1 6.4 2.67 cfs /.247 ac -ft 2.63 cfs / .308 ac -ft Paradise Realty Medical BuildingDrainage Report October 3, 2002(revised January S, 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 # I & 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 11 Hm s� N O O C O 4 4-4 W Figure 2-7a - Precipitation Values for ":assachuse;-ts TP -40 FRAWKWN t NA oft C1 k W O 3 ESSEX f01 YIOOI[SOI SUF 01* � Nod A 9 1 • %.A RAINFALL. DATA MAP 2-YEAR,24 HOUR PRECIPITATION (INCHES) e� 3.2" 113.8 " ESSEX FRA00MA •�= NAr/! WORCESTER YIOOlt1Ci 4 0 W O NA A m} GA '*A' S 0 I RAINFALL DATA MAP 5—YEAR,24—HOUR PRECIPITATION (INCHES) 3. � J 0 NANTUCKET 3.61 4.4"1 W- lam-/ " 4. d f�• NANTUCKET (210-EFM, Pmerd. MA1, April 1990) `I1. 2-22 Figure 2-7a - Precipitation Values for !:assachusetts ^II 4.3 4.4" 4.5 ESSEX y 4.6" FRANKLIN w MIDDLESEX SUFFOLK r ,+Ar ILIA wORCESTER N 4.7 MA ObEN MO�fO f 1 >> O A A � �= 4.811 s� O RAINFALL DATA MAP BARNSTAB 9 -7 10—YEAR, 24 HOUR PRECIPITATION ( INCHES) 4.9" DUKES NANTUCKET 5.0" 5_1" 5.2" 5.3" 5.4" 5.5" %--I --..., . _-,.LI [-:T.)r1.1 17yJ) Figure 2-7a - Precipitation x;alues for Massachusetts 5.6" 5.41" rNA+oc0N 11AYMNNK WOM11ANOWN RAINFALL DATA MAP .- 50 -YEAR, 2 4 HOUR PRECIPITATION (INCHES) 5.811 rJ 911 ossa 6.011 Sut<rOuc 6.1" 6.211 e C4 6.3" 0 UANSTA 6.41 NANTUCKET 6. 6.4" Sax rnA1�1N MIDDLESEX N 6.6 ONCESEll =u"TT" 6.8" `b Ato RAINFALL DATA MAP 100-YEAR,24-"OUR PRECIPITATION (INCHES) TP -40 :rte. ::U, hnril 1990) K NANTUCKET 7.2" 1 :2,' 2-22(3 N 04'47'59' �� --- --------------- -_--------$a---- _ ------ '0 ----------..-..--..--..--.-------------- - --�_m --.. ---- -_---__--_1- --------..-..-..---..------------------- -- ----- -__ ` ---- --------- •-- •-•- -•- -- -___ ----•-- ------ --------------- -- ; .--.- ---._.-.--.-----------.------- - - - ' _------------------------- ___ 120 N--- ' ' / i�j ��-- --•- •-•-•-•_-•-,-- � •--_ •-•----..-.- _ -tom _ Ot rn g MASONRY BUMANG bit. cone. perking dot off\ %\ x o \; bf4 r S is ••�%• ` _ � ji I' W 255.00 --- - cmcxch ttx" ` M� n" r3 " n" -------- — Co g iB Co NORTH KING STREET 0 Ed Lit Drainage Diagram for existing Prepared by The Berkshire Design Group, Inc. 101112002 HydroCADO 6.00 s/n 000752 ®1986-2001 Applied Microcomputer Systems existing Type 111 24 -hr Rainfall -2.50" Prepared by The Berkshire Design Group, Inc. Page 1 HydroCAD® 6.00 s/n 000752 ©1986-2001 Applied Microcomputer Systems 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 11124 -hr Rainfall=2.50" Prepared by The Berkshire Design Group, Inc. Page 2 HydroCADO 6.00 s/n 000752 ©1986-2001 Applied Microcomputer Systems 10/1/2002 Subcatchment 1S: 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 5.0 [45] Hint: Runoff=Zero Runoff = 0.00 cfs Capacity Description (cfs) Direct Entry, Subcatchment exist: exist 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 (min) (feet) (ft/ft) (ft/sec) (cfs) 9.1 103 0.2050 0.2 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 0.3 48 0.3500 3.0 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 61 0.0196 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.4 212 Total 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 Type 111 24 -hr Rainfall -2.90" Prepared by The Berkshire Design Group, Inc. Page 1 HydroCAD® 6.00 s/n 000752 01986-2001 Applied Microcomputer Systems 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 Subcatchment exist: exist Tc=5.0 min CN=98 Area=0.420 ac Runoff= 1.19 cfs 0.087 of 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. Page 2 HydroCAD® 6.00 s/n 000752 ©1986-2001 Applied Microcomputer Systems 10/1/2002 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 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=2.90" 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, Woods: Light underbrush n= 0.400 P2= 2.90" 0.3 48 0.3500 3.0 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 1.0 61 0.0196 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.4 212 Total 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 Type 111 24 -hr Rainfall -4.40" Prepared by The Berkshire Design Group, Inc. Page 1 HydroCAD® 6.00 s/n 000752 01986-2001 Applied Microcomputer Systems 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. HydroCAD® 6.00 s1n_000752 ©1986-2001 Annlied lu Subcatchment 1S: paved [49] Hint: Tc<2dt may require smaller dt Runoff = 1.82 cfs @ 12.07 hrs, Volume= 0.136 of Type 11124 -hr Rainfal1=4.40" Page 2 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 0.420 98 Paved parking & roofs Tc Length 5.0 Runoff = Capacity Description Direct Entry, Subcatchment exist: exist 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, dt= 0.05 hrs Type III 24 -hr Rainfall=4.40" 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/ftl fft/cael l..f�l 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, Woodland Kv= 5.0 fps 1.0 61 0.0196 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.4 212 Total 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 Type 111 24 -hr Rainfall=6.40" Prepared by The Berkshire Design Group, Inc. Page 1 HydroCAD® 6.00 s/n 000752 01986-2001 Applied Microcomputer Systems 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 IS: paved Subcatchment exist: exist Tc=5.i) min CN=98 Area=0.420 ac Runoff= 2.65 cfs 0.199 of 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 Type 111 24 -hr Rainfall=6.40" Prepared by The Berkshire Design Group, Inc. Page 2 HydroCADO 6.00 s/n 000752 ©1986-2001 Applied Microcomputer Systems 10/1/2002 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" 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 Runoff = 0.29 cfs @ 12.38 hrs, Volume= 0.048 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 0.960 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 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, Woodland Kv= 5.0 fps 1.0 61 0.0196 1.0 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 10.4 212 Total 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 bldg (isi) b 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 SANDR P.O. GREENFIELD, 4 :NCHMARK: TOP SPfNDLE FIRE ELEVATION- 02.42' (155 MED) proposed (rev 1.9.03) Type 111 24-hr Rainfall_2.50" Prepared by The Berkshire Design Group, Inc. Page 1 HydroCADO 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=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 1S: 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 min (feet) (ft/ft) (ft/sec) (cfs) 4.5 46 0.2400 0.2 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 0.3 79 0.0400 4.1 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 235 0.0940 6.2 Shallow Concentrated Flow, Paved Kv= 20.3 fDs 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. Page 3 HydroCADO 6.00 s/n 000752 ©1986-2001 Applied Microcomputer Systems 1/9/03 Tc Length Slope Velocity Capacity Description 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%a, 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 rimary OutFlow (Free Discharge) E2=Orifice/G ulvert rate =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 Outlet Invert= 93.80' S= 0.02427' 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 = 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 111 24 -hr Rainfall=2.90" Prepared by The Berkshire Design Group, Inc. Page 4 HydroCADO 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=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 --I .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. go,, Prepared by The Berkshire Design Group, Inc. Page 5 HydroCAD® 6.00 s/n 000752 ©1986-2001 Applied Microcomputer Systems 1/9/03 Subcatchment 1S: 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 min (feet) (ft/ft) (ft/sec) (cfs) 4.5 46 0.2400 0.2 Sheet Flow, Woods: underbrush n= 0.3 79 0.0400 4.1 hal owLight Concent ted Flow, 0.400 P2= 2.90" Paved Kv= 20.3 fps 0.6 235 0.0940 6.2 Shallow Concentrated Flow, 5.4 360 Total Paved Kv= 20.3 fps 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 11124 -hr Rainfall_2.go,, Prepared by The Berkshire Design Group, Inc. Page 6 HydroCADO 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 = 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) (sq -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/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' Outlet Invert= 93.80' S= 0.02427' n= 0.010 Cc= 0.900 5.0" Vert. OrificalGrate C= 0.600 3 Device 1 94.60' 6.0" Vert. OrificalGrate C= 0.600 4 Device 1 99.00' 12.0" Horiz. Orlfice/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 proposed (rev 1.9.03) Type 111 24-hr Rainfall=4.4011 Prepared by The Berkshire Design Group, Inc. Page 7 HydroCADO 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 1 P: (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. Page 8 HydroCAD® 6.00 s/n 000752 ©1986-2001 Applied Microcomputer Systems 1/9/03 Subcatchment 1S: 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 Velocity Capacity Description 5.0 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 (min) (feet) (ft/ft) (ft/sec) (cfs) 4.5 46 0.2400 0.2 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 0.3 79 0.0400 4.1 Shallow Concentrated Flow, Paved Kv= 20.3 fps 0.6 235 0.0940 6.2 Shallow Concentrated Flow, Paved Kv= 20.3 fas 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) Type 11124-hr Rainfall=4.40° Prepared by The Berkshire Design Group, Inc. Page 9 HydroCADO 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 = 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 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 rimary OutFlow (Free Discharge) r3=Culvert 2=Orifice/Grate =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 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. Orlflce/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 11124 -hr Rainfall=6.40" Prepared by The Berkshire Design Group, Inc. Page 10 HydroCADO 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=6.40" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: PAVED Subcatchment b: b Subcatchment bldg: bldg Tc=5.0 min CN=98 Area=0.467 ac Runoff= 2.95 cfs 0.222 of Tc=5.4 min CN=37 Area=1.032 ac Runoff= 0.18 cfs 0.032 of Tc=5.0 min CN=98 Area --O.1 20 ac Runoff= 0.76 cfs 0.057 of Pond 1P: (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 11124 -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 1S: 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 Velocity Capacity Description min (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry Subcatchment b: b Runoff = 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/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, Paved Kv= 20.3 fps 0.6 235 0.0940 6.2 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.4 360 Total 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) (sq -ft) (cubic -feet) (cubic -feet) 94.50 350 0 0 99.00 350 1,575 1,575 rimary OutFlow (Free Discharge) =Culvert 2=Orifice/Grate 3=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 'f 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 = 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/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. TSS Removal BMP technology TSS removal Cumulative TSS removed BMP 1 Parking lot sweeping 10% 10% BMP 2 Deep sump catch basins 25% 23% BMP 3 StormCeptor 80% 54% Total TSS 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. I = 0.467 acres Ir = 0.12 WQV = 0.5" x I (acres) / 12 0.019 acre-feet RR = 0.5" x Ir (acres) / 12 1 0.005 acre-feet Volume of stormwater that must be treated for water quality = 1 0.014 acre-feet Page 1 of 2 Stormwater Recharge 1 I (acres) lVolume to recharge (in) ReV (Acre-feet) 100% of impervious area, soil group "A" 0.587 1 0.40 1 0.020 ReV = I x Volume to recharge / 12 1 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 (ft3)= 0.1 "/12 x (I - Ir) x 43560 1 17 ft 6 deep sump catch basin 6 x 50 ft3 = 300 ft3 StormCeptor (Model 450i 1 x 45 ft3 = 45 ft3 Total: 345 ft Stormwater Management Summary 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 0 TSS Removal 80% 87% Storm Water Rechar a 0.020 ac. -ft. see notes Sediment Storage 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: 2 This February 2000 version of the Stormwater Management Form supersedes earlier versions including those contained in 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 drainage report, HydroCAD Calculation. Stormwater runoff to be treated for water quality are based on which of the following calculations: ❑ 1 inch of runoff x total impervious area of post -development site for discharge to critical areas (Outstanding Resource Waters, recharge areas of public water supplies, shellfish growing areas, swimming beaches, cold water fisheries). ® 0.5 inches of runoff x total impervious area of post -development site for other resource areas. 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. 02100 Page 1 of 5 A. Property Information 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. eaVQ Redevelopment ElYes ❑ No Combination ® Yes (If yes, distinguish redevelopment components from new development components on plans). ❑ No Note: 2 This February 2000 version of the Stormwater Management Form supersedes earlier versions including those contained in 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 drainage report, HydroCAD Calculation. Stormwater runoff to be treated for water quality are based on which of the following calculations: ❑ 1 inch of runoff x total impervious area of post -development site for discharge to critical areas (Outstanding Resource Waters, recharge areas of public water supplies, shellfish growing areas, swimming beaches, cold water fisheries). ® 0.5 inches of runoff x total impervious area of post -development site for other resource areas. 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. 02100 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) (% of impervious area) (Hydrologic soil group) (Hydrologic soil group) ❑ Site specific pre -development conditions: (% of impervious area) (Hydrologic soil group) (% of impervious area) (Hydrologic soil group) Recharge rate Describe how there calculations were determined: See attached volume List each BMP or nonstructural measure used to meet Standard #3. (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 B. Stormwater 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%), stormceptor (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: 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: 0 e 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: Erosiontsediment 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: Operationtmaintenance 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 Plan/Title 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 Applicant Date Signature WPA Appendix C Rev. 02/00 Page 5 of 5 _ VV7IYUO r r8! Planning Board - Decision Hearing No.: PLN -2003-0036 CitY of Northa Bate: November APPClCATION TYPE; SUBMISSION DAVE: PB Ma%or Site Plan &Special Permit 1 Q/31200y rs Name: Owner's Name: REALTY PARTNERS LLc 1275 ELM ST F Tzis— LM ST wEsrsPRlNGlwLD I MA 1 010889 I ':;��, �.,_..._�_. _ 1 STATE NO.: FAX NO.: Site Information: 01089 Name: NORTHAMPTON MA 01060 'IeCTIoN OF BYLAW: a�ocK DoT. rNAPOATE Sections 5.2, 6.5, 8.6, 10.1 & 11.0 ACTION TAKFJd: 021 001.__ Approved wilt Conditions NATURE OF PROM= VVof* . Demo/iLon of existing building. Construction of new 9,976 sq. R. medical office bhl9_ HARDSHIP: conDmON OFAPPROVAI.: Famms; 1. Prfor to the lsstramce of a building pftMit, the appDcent Shall submit new plants Showing confwm8ncs with Conditions fequlmd below, T. Any additional asphalt requires ant amendment to this permit 3- Appioant must Include pr*vfsion forbicyak PWVM on silo. 4. Prior to the issuance of a foundation or bui/dn submitted for review and approval ff the e/evatlb" are str snal bunldPrtg ekwaffons must be rpttnrrt to the Boa basedpresented In d1* hemdn% upon CON Judgment of stal►and the agwd Chalrt �t a muMe st 1? -u, amendment of this per Wt. Randofts reviewed 12.1 ture.h brach sided buUdFn9 with WOW banding, a covertid staaway, and Weded those osed a stru a Prior to the issuance of huN ing permit, a caf,.Ukg*n of Total submitted to the office of planning & Development This analysis S Solids removal ww be atantpod by an engineer. 6. Catch basin If 5 Shad be connected to a manhole via peNpmted ppe to Catch Basin C 7. Catch Basins 3 and 4 shall be connected to each other through a manhole and shall connect to the stomtwater trpatmant chamber through a manhole. 8. Catch Basins shah have 4• sum, 9. Maintenance of the stormwater management facilities sha# be by the owner and conducted twice per year. Reports showing Proof of inspections and necessary cleaning by a quarried professional aha# be submitted to the OfAce of Planning d Development no later than each year. Street Sweeping shall be conducj,.d monthly May 15 and November 15 April tD June and September to November. 10. The Existing curb cut on the southern and of tha property Sha# be closed with curbing to match the existing cum along North King S&UL 11. A new photometric plan shall be submitted prior to the Issuenee of a building permit showing no GeOTMSO2002 Des Lauriers Municipal Solutions, Inc. Z!P woDM8up 09 ot of of OT 0 I 1334=31d3S SI :�nld-ppO 'NOIl3nsisNO3 ':H 11nA W.1 a3aN31NI 1ON 38V QNV AIN0 3sn lagn3 Wnlc 33NO3 MA 3SV SONTAVSa 3S3H1 A.4-owwnS 6ulpling 0010 0010 wq>jgsddow4M TVN3 2'0 2-69E-929 83-UWISOV-4 03 8W3329 r33I13n 3NII dOdd VQVf'Ino Saim At SNDI1Vlf13V3 uIW/6Ay 1N3Wi8Vd3Q SNOI1d3I3ddV x -ow 6AV s:lull 60/61/20 '31va 01,1928Sd 13113 laq of ANSINS38 boa ols-og - A.4-owwnS :)pawnN 9NI1H9Ii a21df19NVA S 'A3N39V S31VS 9NI1H9Il WI I 692'98 831N33 3dOIQ3W 833NOId S'IO££ 13WVN 133f 021d SS 17 0 I GVZ16 V3 '.kSiSn([NI 30 U13 21 i '3AV TWO 1SV3 SSS9T 19NIddIHS 92111817 0800-911-16 b3 'AM1Sf1aw jo um E 08009 Ma Od I9NIIIVW 8901179£ ';?MIJ.HJI' m" 9'17176£ IL I SHIPS 09 ot of of OT 0 I 1334=31d3S SI :�nld-ppO 9Q3a3 ':H 11nA adAl lagn3 s:�oafo.Jd 1111 q:)afoJd A.4-owwnS 6ulpling 00'21 S£'£ 210 17'2 1-9'0 03 a:)unulwnlll 31IS 0010 0010 0'0 2'0 20'0 03 a:)u-oulwnl)I 3NII dOdd uIW/xnW uIW/6Ay uIW x -ow 6AV s:lull adAloln3 laq of s}oafO,4d 1111 cpaf'oud ols-og - A.4-owwnS :)pawnN 0 S9£'SLI 21 S'££££ 9L'0I6IP SH17S 8 0 99£'91-I 21 9L'£L2£ 90617 SHIPS I- 0 0 90b'£8 21 9L'822£ 9'61-817 SHIPS 9 0 £1-9'1792 21 S'IL£E 9L'I9817 SHIPS S 0 692'98 21 S'IO££ 17178t, SS 17 0 9017'£8 21 9£2£ 92111817 SHIPS E 0 8901179£ 21 9'17176£ 9'681-17 SHIPS 2 0 890'179£ 21 1782£ I 6LLIP SHIPS I :111 :�ualaO Z A X laq'o3 oNbaS s:oaf oud lld 4340.4d A,anwwnS uol:�-000-I a.41-oulwn-1 sal'wOidSL)sV 02L'0 9L£S xx/xxxHWOL/98VS/VST SS I �-- sal'wLl4317L)sV 021-'0 9L£S SH/xx/xxxHWOL/V8VS/VSI SHIPS L �-- aw-ouall3 ail suawnj uol:�dIxnaa laqo-1 40 logwAS s:oaf OJd )ld :paf OJd alnpaHoS a.41-oulwn-1 Project, Ail Projects Symbol Qty Label Description Lumens LLF Filename —E] 7 S4HS ISA/SAR4/70MHxxx/xx/HS 5376 0.720 Ash4fh17m.ies 0 1 S5 ISA/SAR5/70MHxxx/xx 5376 0.720 Ash5f10m.les Luminalre Location Summary Project, All Projects SegNo Label X Y Z Orient TRt 1 S4HS 4779 3284 12 354.068 0 2 S4HS 4783.5 3344.5 12 354.068 0 3 S4HS 4811.25 3235 12 83.406 0 4 S5 4844 3301.5 12 86.269 0 5 S4HS 4851.75 3371.5 12 264.573 0 6 S4HS 4873.5 13273.75 3228.75 12 83.406 0 7 S4HS 4906 12 175.365 0 8 S4HS 4910.75 3333.5 112 175.365 0 Numeric Summary - Basic Pro jecti All Projects Label CalcType Units Avg Max Min Avg/Mln Max/Min PROP LINE Illuminance Fc 0.02 0.2 0.0 0.00 0.00 SITE Illuminance Fc 0.67 2.4 0.2 3.35 12.00 Building Summary Project, All Projects Label Type Wall Ht. BLDG Odd -Flat 15 SCALE=FEET 0 10 20 30 40 50 22X34 ng.con !aM LMH1nNQ MAILING, PO BOX 60080 CITY OF INDUSTRY, CA. 91716-0080 SHIPPING, 16555 EAST GALE AVE. CITY OF INDUSTRY, CA 91745 PROJECT NAMEt PIONEER MEDICAL CENTER KIM LIGHTING SALES AGENCYs VANGUARD LIGHTING DOC RESNISKY FILE- PS8251.10 DATE- 02/19/03 APPLICATIONS DEPARTMENT CACULATIONS BYi CARLOS QUIJADA VOICES 626E -76b8 FACSIMILEt 626-369-26)5 EMAIL kimapps2kbol It THESE DRAWINGS ARE FOR CONCEPTUAL USE ONLY AND ARE NOT INTENDED FOR CONSTRUCTION. ng.con