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08-021 766 north king street SPECIAL PERMIT 2003Planning Board - Decision City of Northampton Hearing No.: PLN- 2003 -0065 Date: March 11, 2003 APPLICATION TYPE: SUBMISSION DATE: Amendment to Permit 21712003 Applicant's Name: Owne r's Nama• .l NAME: - - - . ul vc vI a namts: HB NAME COMPANY NAME: PARADISE REALTY PARTNERS LLC PARADISE REALTY PARTNERS LLC MAP: ADDRESS: ADDRESS: ADDRESS: 1275 ELM ST 1275 ELM ST 021 TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: TOWN: STATE: ZIP CODE: WEST SPRINGFIELD MA 01089 WEST SPRINGFIELD MA 1 01089 PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: PHONE NO.: FAX NO.: (413) 785 -1153 (413) 785 -1153 EMAIL ADDRESS: EMAIL ADDRESS: EMAIL ADDRESS: Site Information: STREET NO.: SITE ZONING: 766 NORTH KING ST HB TOWN: SECTION OF BYLAW: NORTHAMPTON MA 01060 S . 2 , 6 . S , 8.6 , 10.1 & 11 MAP: BLOCK: LOT: MAP DATE: ACTION TAKEN: 08 021 001 Approved With Conditions Book: Page: 006 175 NATURE OF PROPOSED WORK: Amended site plan -demo & construction of new 111270 sq. ft. medical office bldg. HARDSHIP: CONDITION OF APPROVAL: RNDINGS: 1. The project must be built as shown on the referenced site plans, including the appearance of the elevations, except as hereafter provided. 2. Prior to issuance of the building permit the full set of size D plans must be revised to reflect the following: a. No catch basin to catch basin connections are allowed. Catch Basin 1 must be replaced with a drainage manhole, and new Catch Basin installed adjacent to that manhole. b. A catch basin detail, with 4' sumps and a gas trap, must be provided. c. An ADA compliant wheelchair ramp and detail must be shown where the sidewalk crosses the granite curb. d. Lightening levels shall not exceed those shown on the submitted photometric plan and the lamp/Ilght filament shall not extend below the light fixture. e. The information shown on the February 25, 2003 revisions. f. The dogwoods north -west of the building may be moved up to 20 feet south to create a snow storage area. 3. Maintenance of stormwater management facilities shall be by the owner and conducted twice per year. Reports showing proof of inspections, necessary cleaning, and street sweeping by qualified professionals shall be submitted to the Office of Planning and Development no later than May 15 and November 15 each year. Street sweepings shall be conducted monthly April to June and September to November. 4. The traffic island in the middle of the parking lot shall be repainted annually. The Planning Board GRANTED the amendment of the Special Permit with Site Plan Approval previously granted on October 24, 2002, based on the following plans and information submitted with the application, as amended by any conditions attached to this permit: 1. "Existing Conditions and Demolition Plan, Amended Site Plan Review Submission" Sheet No. SPR -1, prepared by The Berkshire Design Group, Inc., dated February 6, 2003 and revised on February 25, 2003. 2 "Layout Plan, Amended Site Plan Review Submission" Sheet No. SPR -2, prepared by The Berkshire Design Group, Inc., dated October 16, 2002 and revised on February 25, 2003. vcu 1 —v cuua ues Launers municipai Soiutions, Inc. Planning Board - Decision City of Northampton Hearing No.: PLN -2003 -0065 Date: March 11, 2003 3. "Grading, Drainage and Utilities Plan, Amended Site Plan Review Submission" Sheet No. SPR -3, prepared by The Berkshire Design Group, Inc. Dated February 6, 2003 and revised on February 25, 2003. 4. "Planting Plan, Amended Site Plan Review Submission" Sheet No. SPR-4, prepared by The Berkshire Design Group, Inc., dated February 6, 2003 and revised on February 25, 2003. 5. "Site Details, Amended Site Plan Review Submission" Sheet No. SPR -5, prepared by The Berkshire Design Group, Inc., dated February 6, 2003 and revised on February 25, 2003. 6. "Site Details, Amended Site Plan Review Submission" Sheet No. SPR-6, prepared by The Berkshire Design Group, Inc., dated February 6, 2003 and revised on February, 25, 2003. 7. "Lighting Plan, Pioneer Medical Center" Sheet No. 1, prepared by Kim Lighting, dated February 19, 2003. 8. Lighting Plan, Pioneer Medical Center" Sheet No. 2, prepared by Kim Lighting, dated February 19, 2003. 9. "Proposed Fire Lane, Paradise Realty Partners" prepared by The Berkshire Design Group, Inc. Dated February 25, 2003. 10. "SKI- Accessible Curb Cut, Paradise Realty Partners" prepared by The Berkshire Design Group, Inc. Dated February 20, 2003. In Granting the Amendment of the Special Permit with Site Plan Approval (major project), previously granted, the Planning Board found that. A. The request for the demolition of an existing building and the construction of a 11,270 sq. Ft. medical office building with associated site development protects adjoining premises against seriously detrimental uses because the proposed medical building is an allowed use within the Highway Business zone. The proposed medical building will serve to buffer the surrounding residential district from an existing gas station and will make use of an abandoned used car lot. In addition, the applicant has included provisions for surface water drainage, sound and sight buffers and preservation of views, light and air as depicted in plans and information submitted with the application. B. The requested use will promote the convenience and safety of vehicular and pedestrian movement within the site and on adjacent streets, minimize traffic impacts on the streets and roads in the area because the proposed plan incorporates distinct changes in paving materials that visually highlight pedestrian movement thus separating the pedestrians from the vehicular traffic. A traffic impact statement was submitted indicating that the proposed use will have no change in the level of service and a majority of the patient visits would not be during peak traffic hours. Access for persons with disabilities will be provided by associated curb ramps, signage, line striping and sidewalks, per ADA requirements. C. The requested use will promote a harmonious relationship of structures and open spaces to the natural landscape, existing buildings and other community assets in the area because the proposed structure will be an improvement to the area and the existing vegetative buffer will be retained along the boundary of the site. D. The requested use will not overload, and will mitigate adverse impacts on the City's resources including the effect on the City's water supply and distribution system, sanitary and storm collection and treatment systems, fire protection, streets and schools because the site will be regraded to allow for positive drainage to a new stormwater management system. This system will discharge into an existing Mass Highway drainage system running along North King Street. E. The requested use meets any special regulations set forth in Sections 5.2, 6.5, 8.6, 10.1 & 11.0 of the Zoning Ordinance because the proposed project meets the requirements for a 20 percent reduction in parking and for a 10 percent reduction in the required width of the landscaped buffer strip. F The requested use bears a positive relationship to the public convenience or welfare. The use will not unduly impair the integrity of character of the district or adjoining zones, nor be detrimental to the health, morals or general weffare because the proposed building will be in keeping with the surrounding business environment and will be an improvement to the existing abandoned gas station. The use shall be in harmony with the general purpose and intent of the Ordinance because the proposed project is an allowed use through a special permit as determined in Section 5.2 of the Northampton Zoning Ordinance. G. The requested use will promote City planning objectives to the extent possible and will not adversely effect those objectives, as defined In City master or study plans adopted under M.G.L. Chapter 41, Section 81 -C and D because the proposed project will make use of an underutlllzed area within the Highway Business District. In addition, in reviewing the Site Plan submitted, the Planning Board determined that the application complied with the following technical performance standards: 1. The proposed project will decrease the number of curb cuts on site. Z Pedestrian, bicycle and vehicular traffic are separated on site to the extent possible. GeoTMSO 2003 Des Lauriers Municipal Solutions, Inc. Planning Board - Decision City of Northampton Hearing No.: PLN- 2003 -0065 Date: March 11, 2003 The Planning Board voted 6.0 to grant the waivers as requested in the application. COULD NOT DEROGATE BECAUSE: FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 31612003 3120/2003 votes to 311312003 George Kohout REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 3113/ 2003 411312003 2/2712003 2/27 12003 3/31/2003 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE: DECISION DATE: 311312003 3/27/2003 2/2712003 311112003 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: 3/20/2003 1 7.00 PM 7112 7112 MEMBERS PRESENT: vuic: Paul Voss votes to Grant Frandy Johnson votes to Grant George Kohout votes to Grant Keith Wilson votes to Grant Kenneth Jodrie votes to Grant David Wilensky votes to Grant MOTION MADE BY: SECONDED BY VOTE COUNT: DECISION: Keith Paul Voss 6 Approved with Conditions MINUTES OF MEETING: Minutes are available in the Office of Planning & Development CERTIFICATE OF SERVICE Pursuant to M.G.L. Chapter 40A, Section 11, I, Angela Dion, Board Secretary, hereby certify that I caused copies of this Decision to be mailed, postage - prepaid, to the Applicant and Owner on March 11, 2003. GeoTMSO 2003 Des Lauriers Municipal Solutions, Inc. Planning Board - Decision City of Northampton File No.: PLN _2003 -0065 Date: March 11, 2003 Pursuant to Massachusetts General Laws (MGL), Chapter 40A, Section 11, no Special Permit with Site Plan, or any extension, modification or renewal thereof, shall take effect until a copy of the decision bearing the certification of the City Clerk that twenty days have elapsed after the decision has been filed, or if such an appeal has been filed that it has been dismissed or denied, is recorded in the Hampshire County registry of Deeds or Land Court, as applicable and indexed under the name of the owner of record or is recorded and noted on the owner's certificate of title. The fee for such recording or registering shall be paid by the owner or applicant. It is the owner or applicant's responsibility to pick up the certified decision from the City Clerk and record it at the Registry of Deeds. (Please call the City Clerk prior to picking up the decision.) The Northampton Planning Board hereby certifies that a Special Permit with Site Plan Approval has been GRANTED and that copies of this decision and all plans referred to in it have been filed with the Planning Board and the City Clerk. Pursuant to Massachusetts General Laws, Chapter 40A, Section 15, notice is hereby given that this decision is filed with the Northampton City Clerk on the date below. If anyone wishes to appeal this action, an appeal must be filed pursuant to MGL Chapter 40A, Section 17, with the Hampshire County Superior Court or the Northampton District Court and notice of said appeal filed with the City Clerk within twenty days (20) of the date of that this decision was filed with the City Clerk. Applicant: Paradise Realty Partners, LLC DECISION DATE: February 27, 2003 DECISION FILED WITH THE CITY CLERK: March 11, 2003 1 S0 2 7 ;,C�Z Name of Applicant: Paradise Realt Partners (413) 785 -1153 x110 MA 01089 Telephone: Address: 1275 Elm St. W. S rin field Owner of Property: Same as above Telephone: Address: Other (explain)_ — Applicant: Ow _.�- -- Contract Purchaser _-- Lessee_— Status of App O ton, MA 01060 Kin Street Northam 766 North � Job Location: �� � 16 - ,-- File NO— pup :- :'....:_ _- .,..... this form to e pnn ormation and return a able the City of Northampton lin f e e (check or money order) p y ., AaAA 1 2. L 4 i i Existing Use of St Property d Use /Work /Project /occupation: (Use additional sheets if necessary): 6 Description of Propos 7, Attached Plans: Site Plan — Sketch Plan _--- -- J U �g 4 2003 Engineered/ S Plans s a Special Permit /Variance /Finding ever been issued for /on the site? g Ha P YES IF YES, date issued: �--- NO — DON'T KNOW stry of Deeds? _---- YES: Was the permit recorded g the Regi !F YES NO DON'T KNOW and /or - Document # Page _- IF YES: enter Book DON'T KNOW — YES .-. -- 9. Does the site contain a brook, body of water or wetlands? NO _JY- -- permit been or need to be obtained from the Conservation Commission? IF YES, has a Obtained , date issued: Needs to be obtained (Form Continues On Ot' File #1V1I' 200 0053 , APPLICANT %CONTACT PERSON Berkshire Design Group ADDRESS/PHONE 4 Allen Place (413) 582 -7000 PROPERTY LOCATION 766 NORTH KING ST MAP 08 PARCEL 021 001 ZONE HB THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM ILLED OUT PP At Building Peruiit Filled out Fee Paid T_weof Constructi on: ZPA - DEMO & BUILD 9,976 SO FT MEDICAL OFFICE BLDG & ASSOCIA PARKING New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 3 sets of Plans / Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: Approved Additional permits required (see below) PLANNING BOARD PERMIT REQUIRED UNDER: § a 2 /O. 6 ; 6" S Intermediate Project : Site Plan AND /OR Special Permit with Site Plan Major Prcject: Plan AND /OR k Special Permit with Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding : Special Permit Variance* Received & Recorded at Registry of Deeds Proof Encl Other Permits Required: Curb Cut from DPW Septic Approval Board of Health Permit from Conservation Commission Well Water Potability Board ■ Permit from Elm Street Commission Signature of Building Official A , n Jf ► �•e /,Eb 'Ie�-% C-# "P11 - 10uC7 , , SM"t 4 ' , je ," t E C E � V E 0 FEB 142003 10 Health CITY CLERKS OFFICE NORTHAMPTON MA 01060 Permit from CB Architecture Committee /d Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. Water Availability Sewer A * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact the Office of Planning & Development for more information. i-_" The Berkshire Design -- Group, Inc. February 6, 2003 Planning Board City of Northampton City Hall Northampton, MA 01060 493 -5p -y7 DR EC EC WE FEB 6 2003 CITY CLERKS OFFICE NORTHAMPTON MA 01060 RE: Amended Site Plan Approval / Special Permit for Medical Office Building. To the Planning Board: Enclosed please find the amended application for Site Plan Approval and Special Permit for the proposed medical office building at 766 North King Street. Because this is an amended site plan approval and special permit request, and as per Wayne Feiden's instructions, we have included only the project information that has changed since the original submission. Included you will find: • Application for Site Plan Special Permit • Application fee of $300.00 • Revised site plan drawings • Rendered copies of the revised building proposed for the site Landscape Architecture Civil Engineering We appreciate your review of the project, and look forward to discussing the changes with you at the earliest possible hearing date. If you have any Planning questions, or if you need any additional information, please let us know. Urban Design Sincerely, Environmental Services Th erkshire esign Group, Inc. Chris Wall Landscape Architect 4 Allen Place Northampton, Massachusetts 01060 Telephone (413) 582 -7000 Facsimile(413)582-7005 E -mail bdg @ berkshiredesign.com „AMENDED SITE PLAN REVIEW — TTNDED SITE PLAN ,REVIEW CITY OF NORTHAMPTON PLANNING BOARD APPLICATION FOR: Please Note: An omission of information could lead to a delay in processing your application 4. Parcel Identification: Zoning Map # 8 Parcel # 21 Zoning District: HB Street Address: 766 North King St. Northampto MA 01060 Property Recorded in the Registry of Deeds: County: Hampshire Book: 5810 Page: 273 5. Status of Applicant: Owner . X Contract Purchaser Lessee ; Other ; 6. Property Owner: Same as above Address: Telephone: 7. Describe Proposed Work/Project: (Use additional sheets if necessary): Demolition of existing building, construction of new 11,270 sq. ft. medical office building and associated parking, utilities and landscaping. Has the following information been included in the application? Site/Plot Plan X List of requested waivers Fee Signed Zoning Permit Review Form & Application 8. Site Plan and Special Permit Approval Criteria. (If any permit criteria does not apply, explain why) Use additional sheets if necessary. Assistance for completing this information is available through the Office of Planning & Development. A. How will the requested use protect adjoining premises against seriously detrimental uses? PLEASE SEE ORIGINAL SUBMISSION FOR RESPONSES TO THE FO LLOWING QUESTIONS. How will the project provide for: surface water drainage: sound and sight buffers: the preservation of views, light and air: JU U1 FEB 6 2003 CITY CLERKS UMU NORTHAMPT MA 01060 4 G, 5 -fo-0 3. Applicant's Name: Paradise Realty Partne LLC Address: 1275 Elm St. West Springfield, MA OIphone• 413 - 785 -1153 —/ B. How will the requested use promote the convenience and safety of pedestrian movement within the site and on adjacent streets? How will the project minimiz traffic impacts on the streets and roads in the area? Where is the location of driveway openings in relation to traffic and adjacent streets? What features have been incorporated into the design to allow for: access by emergency vehicles: the safe and convenient arrangement of parking and loading spaces: provisions for persons with disabilities: C. How will the proposed use promote a harmonious relationship of structures and open spaces to: the natural landscape: to existing buildings: other community assets in the area: D. What measures are being taken that show the use will not overload the City�s resources, including: water supply and distribution 'system: sanitary sewage and storm water collection and treatment systems: fire protection, streets and schools: How will the proposed project mitigate any adverse impacts on the City's resources, as listed above? E. List the section(s) of the Zoning Ordinance that states what special regulations are required for the proposed project (flag lot, common drive, lot size averaging, etc.) 5 I 'l l ___1/ How does the project meet the special requirements? (Use additional sheets if necessary) F. State how the project meets the following technical performance standards: 1. Curb cuts are minimized: Check off all that apply to the project: use of a common driveway for access to more than one business use of an existing side street use of a looped service road Does the project require more than one driveway cut? NO YES (if yes, explain why) Are pedestrian, bicycle and vehicular traffic separated on -site? YES NO (if no, explain why) FOR PROJECTS THAT REQUIRE INTERMEDIATE SITE PLAN AppROVAL ONLY . SIGN APPLICATION AND END HERE (Avulicant must include waiver form on n 8 indicating that either all information is included or that waivers are being requested.) 9. I certify that the information contained herein is true and accurate to the best of my knowledge. The undersigned owner(s) grant Planning Board permission to enter the property to review this application. Date: Applicant's Signature: Date: Owner's Signature: (Owners signature or letter from owner authorizing applicant to sign.) F. Explain why the requested use will: not unduly impair the integrity or character of the district or adjoining zones: not be detrimental to the health, morals or general welfare: be in harmony with the general purpose and intent of the Ordinance: C. "I G. Explain how the requested use will promote City planning objectives to the extent possible and will not adversely effect those objectives, defined in City master study plans (Open Space and Recreation Plan; Northampton State Hospital Rezoning Plan; and Downtown Northampton: Today, Tomorrow and the Future). 9. I certify that the information contained herein is true and accurate to the best of my knowledge. The undersigned owner(s) grant the Planning Board permission to enter t e property to review this application. The Berkshire Design Gr7o7 I c (r res )ntauve) 4 Allen Place Date: Applicant's Signature: IflyJ Date: Owner's Signature: 413 - 582 -7000 (Owners signature or letter from ownq authorizing applicant to sign.) (AWlicant must include waiver form on v. 8 indicating that either all information is included or that waivers are being requested.) PLEASE SEE ORIGINAL SUBMISSION FOR RESPONSES TO THE FOLLOWING QUESTIONS PLEASE SEE ORIGINAL SUBMISSION FOR RESPONSES TO THE FOLLOWING QUESTIONS Does the project incorporate 3 foot sumps into the storm water control system? Yes No (IF NO, explain why) Will the project discharge stormwater into the City's storm drainage system? Yes No (IF NO, answer the following:) Do the drainage calculations submitted demonstrate that the project has been designed so that there is no increase in peak flows from pre- to post - development conditions during the: 1, 2, or 10 year Soil Conservation Service design storm ? Yes No (IF NO, explain why) Will all the runoff from a 4/10 inch rainstorm (first flush) be detained on -site for an average of 6 hours? Yes No (IF NO, explain why) Is the applicant requesting a reduction in the parking requirements? Yes No If yes, what steps have been taken to reduce the need for parking, and number of trips per day? 7 o r - SITE PLAN REQUIREMENTS REQUEST FOR WAIVERS APPLICATION This form MUST be included in your application packet. The site plan MUST contain the information listed below. The Planning Board may waive the submission of any of the required information, if the Applicant submits this form with a written explanation on why a waiver would be appropriate. To request a waiver on any required information, circle the item number and fill in the reason for the request. Use additional sheets if necessary. If you are not requesting _any waivers. please note that on this form. PLEASE SEE ORIGINAL SUBMISSION FOR RESPONSES TO THESE QUESTIONS A Locus plan B. Site plan(s) at a scale of 1"=40' or greater B -1. Name and address of the owner and the developer, name of project, date and scale plans: B -2. Plan showing Location and boundaries of: the lot adjacent streets or ways all properties and owners within 300 B -3. Existing and proposed: - buildings - setbacks from property lines - building elevations -all exterior entrances and exits (elevation plans for all exterior facades structures are encouraged) B -5. Existing and proposed topography (for intermediate projects the permit granting authority may accept generalized topography instead of requiring contour lines): - at two foot contour intervals - showing wetlands, streams, surface water bodies - showing drainage swales and floodplains: - showing unique natural land features B -4. B -6. B -7. Present & proposed use of the land buildings: Location of: - parking & loading areas - public & private ways - driveways, walkways - access & egress points - proposed surfacing: Location and description of - all stormwater drainage/detention facilities water quality structures public & private utilities/easements all zoning districts within 300 feet 8 gewage disposal facilities water supply facilities B -8. Existing & proposed: . landscaping, trees and plantings (size & type of plantings) stone walls, buffers and/or fencing: B -9. Signs - existing and proposed: Location dimensions/height color and illumination B -10. Provisions for refuse removal, with facilities for screening of refuse when appropriate: B -11. Lighting: _ - Location Details - Photometric Plan showing no more than .5 foot candle at property line B -12. An erosion control plan and other measures taken to protect natural resources & water supplies: C. Estimated daily and peak hour vehicles trips generated by the proposed use, traffic patterns for vehicles and pedestrians showing adequate access to and from the site, and adequate vehicular and pedestrian circulation within the site. , Site Plans submitted for major projects shall be prepared and stamped by a: Registered Architect, Landscape Architect, or professional Engineer (At least one plan must have an original stamp, remaining plans must either have an original stamp or copy of original stamp.) F] Paradise Realty medical BuildingDrainage Repor.� October 3, 2002(revised January 8, 2003) (revised February 6, 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 5,625 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, 5,625 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 .545 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, dical BuildingDrainage Repo October 3, 2002(revised January 8, 2003) (revised February 6, 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 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 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 drainage trench located in front of the wall. The drainage trench collects both runoff from the wall sub drain as well as runoff generated by overland flow to the rear of the parking lot. 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 is discharged directly into the detention structure. 2 Paradise Realty,�dical BuildingDrainage Repot October 3, 2002(revised January 8, 2003) (revised February 6, 2003) The detention structure is approximately 20'x 18' 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. 1 2.5 1.02 cfs /.075 ac -ft .92 cfs / .095 ac -ft 2 2.9 1.19 cfs / .087 ac -ft 1.04 cfs / .112 ac -ft 10 4.4 1.82 cfs / .142 ac -ft 1.68 cfs / .177 ac -ft 100 6.4 2.67 cfs / .247 ac -ft 2.47 cfs / .290 ac -ft Paradise Realty � dical BuildingDrainage Report October 3, 2002(revised January 8, 2003) (revised February 6, 2003) V1. 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 at eh toe of slope at the rear of the developed portion of the site 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. PROPOS -2 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 2/6/03 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 IS: PAVED Tc --5.0 min CN =98 Area =0.418 ac Runoff = 1.01 cfs 0.074 of Subcatchment b: b Tc=5.4 min CN =37 Area =1.074 ac Runoff= 0.00 cfs 0.000 of Subcatchment bldg: bldg Tc=5.0 min CN =98 Area =0.127 ac Runoff= 0.31 cfs 0.023 of Pond 1 P: (new node) Peak Storage = 455 cf Inflow= 1.32 cfs 0.097 of Primary= 0.92 cfs 0.095 of Outflow= 0.92 cfs 0.095 of Pond ecb: ecb Inflow= 0.92 cfs 0.095 of Primary= 0.92 cfs 0.095 of Runoff Area =1.619 ac Volume = 0.097 of Average Depth = 0.72" PROPOS -2 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 2/6/03 Subcatchment IS: PAVED Runoff = 1.01 cfs @ 12.07 hrs, Volume= 0.074 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 0.418 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 0.860 36 Woods Fair HSG A 1.074 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, 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 = 0.31 cfs @ 12.07 hrs, Volume= 0.023 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 0.127 98 Paved parking & roofs U PROPOS~2 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 2/6/03 Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Pond 1 P: (new node) Inflow = 1.32 cfs @ 12.07 hrs, Volume= 0.097 of Outflow = 0.92 cfs @ 12.16 hrs, Volume= 0.095 af, Atten= 30 %, Lag= 5.1 min Primary = 0.92 cfs @ 12.16 hrs, Volume= 0.095 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 95.80' Storage= 455 cf Plug -Flow detention time= 18.0 min calculated for 0.095 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 OutFiow (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 'P 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 = 0.92 cfs @ 12.16 hrs, Volume= 0.095 of Primary = 0.92 cfs @ 12.16 hrs, Volume= 0.095 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs PROPOS~2 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 2/6/03 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 =0.418 ac Runoff= 1.18 cfs 0.087 of Subcatchment b: b Tc =5.4 min CN =37 Area =1.074 ac Runoff= 0.00 cfs 0.000 of Subcatchment bidg: bidg Tc=5.0 min CN =98 Area =0.127 ac Runoff= 0.36 cfs 0.026 of Pond 1 P: (new node) Peak Storage = 545 cf Inflow= 1.54 cfs 0.113 of Primary= 1.04 cfs 0.112 of Outflow= 1.04 cfs 0.112 of Pond ecb: ecb Inflow= 1.04 cfs 0.112 of Primary-- 1.04 cfs 0.112 of Runoff Area = 1.619 ac Volume = 0.113 of Average Depth = 0.84" PROPOS -2 Type 111 24 -hr Rainfall 2.90" Prepared by The Berkshire Design Group, Inc. Page 5 HdroCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems 2/6/03 Subcatchment IS: PAVED Runoff = 1.18 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 0.418 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 0.860 36 Woods Fair HSG A 1.074 37 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) Ott) (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 fps 5.4 360 Total Subcatchment bldg: bldg Runoff = 0.36 cfs @ 12.07 hrs, Volume= 0.026 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 0.127 98 Paved parking & roofs U PROPOS -2 Type 11124 -hr Rainfall-2.90" Prepared by The Berkshire Design Group, Inc. Page 6 HydroCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems 2/6/03 Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Pond 1 P: (new node) Inflow = 1.54 cfs @ 12.07 hrs, Volume= 0.113 of Outflow = 1.04 cfs @ 12.16 hrs, Volume= 0.112 af, Atten= 33 %, Lag= 5.4 min Primary = 1.04 cfs @ 12.16 hrs, Volume= 0.112 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 96.06' Storage= 545 cf Plug -Flow detention time= 16.8 min calculated for 0.112 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 primary OutFiow (Free Discharge) L E3=Odfice/Grate ulvert = 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,lnvert= 93.80' S= 0.0242 'P 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 = 1.04 cfs @ 12.16 hrs, Volume= 0.112 of Primary = 1.04 cfs @ 12.16 hrs, Volume= 0.112 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs PROPOS~2 Type 111 24 -hr Rainfall-4.40" Prepared by The Berkshire Design Group, Inc. Page 7 ydroCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems 2/6/03 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 =0.418 ac Runoff= 1.81 cfs 0.135 of Subcatchment b: b Tc=5.4 min CN =37 Area =1.074 ac Runoff= 0.01 cfs 0.003 of Subcatchment bldg: bidg Tc --5.0 min CN =98 Area =0.127 ac Runoff= 0.55 cfs 0.041 of Pond 1 P: (new node) Peak Storage= 878 cf Inflow= 2.36 cfs 0.179 of Primary= 1.68 cfs 0.177 of Outflow= 1.68 cfs 0.177 of Pond ecb: ecb Inflow= 1.68 cfs 0.177 of Primary= 1.68 cfs 0.177 of Runoff Area = 1.619 ac Volume = 0.179 of Average Depth = 1.33" � u PROPOS~2 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 2/6/03 Subcatchment 1S: PAVED Runoff = 1.81 cfs @ 12.07 hrs, Volume= 0.135 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 0.418 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 = 0.01 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 0.860 36 Woods, Fair, HSG A 1.074 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 fns 5.4 360 Total Subcatchment bldg: bldg Runoff = 0.55 cfs @ 12.07 hrs, Volume= 0.041 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 0.127 98 Paved parking & roofs PROPOS -2 Type 111 24 -hr Rainfall = 4.40" Prepared by The Berkshire Design Group, Inc. Page 9 HydroCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems 2/6/03 Tc Length Slope Velocity Capacity Description (min) (feet) Ott) (ft/sec) (cfs) 5.0 Direct Entry, Pond 1 P: (new node) Inflow = 2.36 cfs @ 12.07 hrs, Volume= 0.179 of Outflow = 1.68 cfs @ 12.16 hrs, Volume= 0.177 af, Atten= 29 %, Lag= 5.2 min Primary = 1.68 cfs @ 12.16 hrs, Volume= 0.177 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 97.01' Storage= 878 cf Plug -Flow detention time= 13.8 min calculated for 0.177 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'P 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 = 1.68 cfs @ 12.16 hrs, Volume= 0.177 of Primary = 1.68 cfs @ 12.16 hrs, Volume= 0.177 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs PROPOS -2 Type 111 24 -hr Rainfall= 6.40" Prepared by The Berkshire Design Group, Inc. Page 10 HydroCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems 2/6/03 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=0.418 ac Runoff= 2.64 cfs 0.198 of Subcatchment b: b Tc=5.4 min CN =37 Area =1.074 ac Runoff= 0.18 cfs 0.033 of Subcatchment bldg: bidg Tc5.0 min CN =98 Area =0.127 ac Runoff= 0.80 cfs 0.060 of Pond 1 P: (new node) Peak Storage= 1,273 cf Inflow= 3.45 cfs 0.292 of Primary= 2.47 cfs 0.290 of Outflow= 2.47 cfs 0.290 of Pond ecb: ecb Inflow= 2.47 cfs 0.290 of Primary= 2.47 cfs 0.290 of Runoff Area = 1.619 ac Volume = 0.292 of Average Depth = 2.16" PROPOS~2 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 2/6/03 Subcatchment 1S: PAVED Runoff = 2.64 cfs @ 12.07 hrs, Volume= 0.198 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 0.418 98 Paved parking &sidewalks Tc Length Slope V Description 5.0 Direct Entry, Subcatchment b: b Runoff = 0.18 cfs @ 12.35 hrs, Volume= 0.033 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 0.860 36 Woods, Fair, HSG A 1.074 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 fps 5.4 360 Total Subcatchment bldg: bldg Runoff = 0.80 cfs @ 12.07 hrs, Volume= 0.060 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 0.127 98 Paved parking & roofs PROPOS -2 Type 111 24 -hr Rainfall = 6.40" Prepared by The Berkshire Design Group, Inc. Page 12 HydroCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems 2/6/03 Tc Length Slope Velocity Capacity Description 5.0 Direct Entry, Pond 1 P: (new node) Inflow = 3.45 cfs @ 12.07 hrs, Volume= 0.292 of Outflow = 2.47 cfs @ 12.16 hrs, Volume= 0.290 af, Atten= 28 %, Lag= 5.1 min Primary = 2.47 cfs @ 12.16 hrs, Volume= 0.290 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 98.14' Storage= 1,273 cf Plug -Flow detention time= 11.2 min calculated for 0.289 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) — E2=Orifice/Grate ulvert = 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 'P 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 = 2.47 cfs @ 12.16 hrs, Volume= 0.290 of Primary = 2.47 cfs @ 12.16 hrs, Volume= 0.290 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Planning Board - Decision City of Northampton Hearing No.: PLN- 2003 -0036 Date: November 4, 2002 APPLICATION TYPE: SUBMISSION DATE: PB Major Site Plan & Special Permit 10/3/2002 Annlir -nnt'-n Name- Owner's Name: Survevor's Name: NAME: PARADISE REALTY PARTNERS LLC NAME: PARADISE REALTY PARTNERS LLC COMPANY NAME: ADDRESS: 1275 ELM ST ADDRESS: 1275 ELM ST ADDRESS: TOWN: WEST SPRINGFIELD STATE: MA I ZIP CODE: 01089 TOWN: WEST SPRINGFIELD STATE MA ZIP CODE: 01089 TOWN: STATE: ZIP CODE: PHONE NO.: (413) 785 -1153 FAX NO.: PHONE NO.: (413) 785 -1153 FAX NO.: PHONE NO.: FAX NO.: EMAIL ADDRESS: EMAIL ADDRESS: EMAIL ADDRESS: STREET NO.: SITE ZONING: 766 NORTH KING ST HB TOWN: SECTION OF BYLAW: Sections 5. 2, 6.5, 8.6, 10.1 & 11.0 NORTHAMPTON MA 01060 MAP: BLOCK: LOT: MAP DATE: ACTION TAKEN: 08 021 001 Approved With Conditions Book: Page: 5006 175 NATURE OF PROPOSED WORK: Demolition of existing building. Construction of new 9,976 sq. ft. medical office bldg. HARDSHIP: CONDITION OF APPROVAL: 1. Prior to the issuance of a building permit; the applicant shall submit new plans showing FINDINGS: conformance with conditions required below. 2. Any additional asphalt requires an amendment to this permit 3. Applicant must include provision for bicycle parking on site. 4. Prior to the issuance of a foundation or building permit final building elevations must be submitted for review and approval. If the elevations are substantially different than the renderings presented In the hearing, based upon the judgment of staff and the Board Chair, the applicant must return to the Board for an amendment of this permit Renderings reviewed included those showing a 12 -15' high brick sided building with accent banding, a covered stairway, and no enclosed tower structure. 5. Prior to the issuance of a building permit a calculation of Total Suspended Solids removal shall be submitted to the Office of Planning & Development This analysis shall be stamped by an engineer. 6. Catch basin # 5 shall be connected to a manhole via perforated pipe to Catch Basin 4. 7. Catch Basins 3 and 4 shall be connected to each other through a manhole and shall connect to the stormwater treatment chamber through a manhole. 8. Catch Basins shall have 4' sumps. 9. Maintenance of the stormwater management facilities shall be by the owner and conducted twice per year. Reports showing proof of inspections and necessary cleaning by a qualified professional shall be submitted to the Office of Planning & Development no later than May 15 and November 15 each year. Street Sweeping shall be conducted monthly April to June and September to November. 10. The Existing curb cut on the southern end of the property shall be closed with curbing to match the existing curb along North King Street 11. A new photometric plan shall be submitted prior to the issuance of a building permit showing no GeoTMS® 2002 Des Lauriers Municipal Solutions, Inc. t Planning Board - Decision H A No • PLN- 2003 -0036 City of Northamp on Date: November 4, 2002 Waring .. light exuding greater than 2.5 foot candles in any one spot 12. The lights illuminating the upper parking lot (west of the building) shall be fumed off at 8 PM. 13. Prior to issuance of a final certificate of occupancy, the owner shall submit information signed by an engineer stating that the lights meet the standards within the photometric plan. 14. Prior to the issuance of a certificate of occupancy, the applicant shall either build a 6' wide sidewalk within the Mass Highway right -of -way or on the applicant's properly. If the sidewalk is constructed on the applicant's property, the three street trees shown along the building frontage may be eliminated. FINDINGS: The Planning Board GRANTED the Special Permit and Site Plan Approval (major project) based on the following plans and information submitted with the application, as amended by any conditions attached to this permit 1. "Rendering One, submitted by the Applicant on October 3, 2002 Z "Rendering Two, submitted by the Applicant on October 24, 2002 3. "Layout and Demolition Plan, 766 North King Street Medical Office Complex, Northampton, MA" Sheet No SPA -1, prepared by The Berkshire Design Group, Inc., dated October 3, 2002 4. "Grading, Utilities & Erosion Control Plan, 766 North King Street; Medical Office Complex, Northampton, MA" Sheet No SPA -2, prepared by The Berkshire Design Group, Inc., dated October 3, 2002. 5. "Site Details, 766 North King Street; Medical Office Complex, Northampton, MA" Sheet No. SPA4, prepared by The Berkshire Design Group, Inc., dated October 3, 2002. & "Lighting Plan, Paradise Realty Group, Inc." Sheet No. 1, prepared by Kim Lighting, dated October 1, 2002. In Granting the Special Permit and Site Plan Approval (major project), the Planning Board determined that A. The requested use, to demolish an existing building and construct a 9,976 sq. ft medical office building with associated site development; protects adjoining premises against seriously detrimental uses because the proposed medical building is an allowed use within the Highway Business zone and the proposed medical building will serve to buffer the surrounding residential district In addition, the applicant has included provisions for surface water drainage, sound and sight buffers and preservations of views, light and air as depicted in plans and information submitted with the application. B. The requested use will promote the convenience and safety of vehicular and pedestrian movement within the site and on adjacent streets, minimize traffic impacts on the streets and roads in the area because the proposed plan incorporates distinct changes in paving materials that visually highlight pedestrian movement thus separating the pedestrians from the vehicular traffic. A traffic impact statement was submitted indicating that the proposed use will have no change In the level of service and a majority of the patient visits would not be during peak traffic hours. Access for persons with disablities will be provided through the northern parking area and associated curb ramps, signage, line striping and walks have been provided, per ADA requirements. C. The requested use will promote a harmonious relationship of structures and open spaces to the natural landscape, existing buildings and other community assets in the area because the proposed structure will be an improvement to the area and the existing vegetative buffer will be retained along the boundary of the site. D. The requested use will not overload, and will mitigate adverse impacts on, the City's resources including the effect on the City's water supply and distribution system, sanitary and storm collection and treatment systems, fire protection, streets and schools because the - appllcant has shown on the plans an improved subsurface treatment system sanitary sewage will be treated onsite. E. The requested use meets any special regulations set forth In Sections 5.2, 6.5, 8.6, 10.1 & 11.0 of the Zoning Ordinance because the proposed project meets the requirements for a 20 percent reduction in parking and for a 10 foot reduction in the required width of the landscaped buffer strip. F. The requested use bears a postive relationship to the public convenience or welfare. The use will not unduly impair the integrity of character of the district or adjoining zones, nor be detrimental to the health, morals or general welfare because the proposed building will be harmonious with the surrounding business environment and will be an improvement to the existing abandoned gas station. The use shall be in harmony with the general purpose and intent of the Ordinance because the proposed project is an allowed use through a Special Permit as determined in Section 5.2 of the Northampton Zoning Ordinance. G. The requested use will promote City planning objectives to the extent possible and will not adversely effect those objectives, as defined in City master or study plans adopted under M.G.L Chapter 41, Section 81 -C and D because the proposed project will make use of GeoTMS® 2002 Des Lauriers Municipal Solutions, Inc. Planning Board - Decision City of Northampton Hearing No.: PLN- 2003 -0036 Date: November 4, 2002 an underutilized area within the Highway Business District In addition, in reviewing the Site Plan submitted, the Planning Board determined that the application complied with the following techincal performance standards: 1. The proposed project will decrease the number of curb cuts on site. 2. Pedestrian, bicycle and vehicular traffic are separated on site to the extent possible because the applicant will construct a 6' wide sidewalk along North King Street and bicycles will be accommodated on site. The Planning Board voted 7:0 to approve the waivers as requested in the application. COULD NOT DEROGATE BECAUSE: FILING DEADLINE: MAILING DATE: HEARING CONTINUED DATE: DECISION DRAFT BY: APPEAL DATE: 1a O02 1W1712002 votes to 11/7/2002 Keith Wilson REFERRALS IN DATE: HEARING DEADLINE DATE: HEARING CLOSE DATE: FINAL SIGNING BY: APPEAL DEADLINE: 10/10/2002 12/7/2002 10124!2002 10/2412002 11/20/2002 FIRST ADVERTISING DATE: HEARING DATE: VOTING DATE: DECISION DATE: 10/10/2002 10124!2002 1 101242002 10/31/2002 SECOND ADVERTISING DATE: HEARING TIME: VOTING DEADLINE: DECISION DEADLINE: 10/17/2002 7:00 PM 1 3912003 39/2003 MEMBERS PRESENT: Julie Hooks Davis votes to Grant George Kohout votes to Grant Keith Wilson votes to Grant Paul Voss votes to Grant Paul Diemand votes to Grant Kenneth Jodrie votes to Grant Francis Johnson votes to Grant Julie Hooks Davis Paul Diemand 7 ved with Conditions MINUTES OF MEETING: Minutes are available in the Office of Planning & Development CERTIFICATE OF SERVICE Pursuant to M.G.L. Chapter 40A, Section 11, I, Angela Dion, Board Secretary, hereby certify that I caused copies of this Decision t be mailed, postage - prepaid, to the Applicant and Owner on November 4, 2002. GeoTMS® 2002 Des Lauriers Municipal Solutions, Inc. ``a1 -1-11 Planning Board - Decision City of Northampton File No.: PLN- 2003 -0036 Date:November 4 2002 Pursuant to Massachusetts General Laws (MGL), Chapter 40A, Section 11, no Special Permit and Site Plan, or any extension, modification or renewal thereof, shall take effect until a copy of the decision bearing the certification of the City Clerk that twenty days have elapsed after the decision has been filed, or if such an appeal has been filed that it has been dismissed or denied, is recorded in the Hampshire County registry of Deeds or Land Court, as applicable and indexed under the name of the owner of record or is recorded and noted on the owner's certificate of title. The fee for such recording or registering shall be paid by the owner or applicant. It is the owner or applicant's responsibility to pick up the certified decision from the City Clerk and record it at the Registry of Deeds. (Please call the City Clerk prior to picking up the decision.) The Northampton Planning Board hereby certifies that a Special Permit and Site Plan Approval has been GRANTED and that copies of this decision and all plans referred to in it have been filed with the Planning Board and the City Clerk. Pursuant to Massachusetts General Laws, Chapter 40A, Section 15, notice is hereby given that this decision is filed with the Northampton City Clerk on the date below. If anyone wishes to appeal this action, an appeal must be filed pursuant to MGL Chapter 40A, Section 17, with the Hampshire County Superior Court or the Northampton District Court and notice of said appeal filed with the City Clerk within twenty days (20) of the date of that this decision was filed with the City Clerk. Applicant: Paradise Realty Partners, LLC — 766 North King Street DECISION DATE: October 24, 2002 DECISION FILED WITH THE CITY CLERK: November 4, 2002 l(.sn -dam_ - - = - The Berkshire Design -- Group, Inc. October 3, 2002 Northampton Planning Board City Hall RE: Site Plan Special Permit for Medical Office Building. To the Planning Board: Attached is our application for Site Plan Special Permit for 766 North King Street. The proposed project consists of the construction of a medical office building and associated parking, site utilities and landscaping. The permits and waivers requested are under Zoning Ordinance sections: 5.2,10.1 Planning Board Site Plan Special Permit for miscellaneous professional and business offices and services including...... medical-offices. 11.3 -1 Planning Board Site Plan Special Permit for projects greater than 5,000 square feet. 11.3 -5 Planning Board Site Plan Special Permit for projects requiring 10 or more additional parking spaces. 8.6 Planning Board Site Plan Special Permit for a reduction of the parking requirements to eighty (80) percent of that required in the Table of Off - Street Parking Regulations. 6.5 Planning Board Site Plan Approval allowing for a ten (10) foot reduction in the required width of the Landscape Architecture landscaped buffer strip. Civil Engineering We are aware that this project also requires a Highway Entrance Permit from the Massachusetts Highway Department. This permit is being applied for Planning concurrently with this application. Urban Design -- Environmental Services We trust that this application is complete. Please do not hesitate to call if you have any questions or require additional information in this regard. Sincerely, The Berkshire esign Group, Inc. Bryan ereb E -- `OCT DI CT 3 2(H12 CITY CLERKS OFFICE NORTHAMPTON MA 01060 4 Allen Place Northampton, Massachusetts 01060 Telephone(413) 582 -7000 Facsimile(413)582 -7005 E -mail bdg @berkshiredesign.com � u CITY OF NORTHAMPTON PLANNING BOARD APPLICATION FOR: Min 4. 5. 6. it Address: 1275 Elm St W Springfield, MA 010 "lephone: (413) 785 -1153 Parcel Identification: Zoning Map # 8 Parcel # 21 Zoning District: HB Street Address: 766 North King Street Northampton, MA 01 060 Property Recorded in the Registry of Deeds: County: Hampshire Book: 5810 Page: 273 Status of Applicant: Owner X ; Contract Purchaser ; Lessee Other ; Property Owner: Same as above Address: Telephone: Describe Proposed Work/Project: (Use additional sheets if necessary): lanclaral)ing Has the following information been included in the application? Site/Plot Plan X List of requested waivers X Fee X Signed Zoning Permit Review Form & Application X 8. Site Plan and Special Permit Approval Criteria. (If any permit criteria does not apply, explain why) Use additional sheets if necessary. Assistance for completing this information is available through the Office of Planning & Development. A. How will the requested use protect adjoining premises against seriously detrimental uses? See attached How will the project provide for: surface water drainage: See attached sound and sight buffers: SPP attached the preservation of views, light and air: See attached 003.pdf 4 Please Note: An omission of information could lead to a delay in processing your application. I, ,/" B. How will the requested use promote the convenience and safety of pedestrian movement within the site and on adjacent streets? See attached How will the project minimize traffic impacts on the streets and roads in the area? Where is the location of driveway openings in relation to traffic and adjacent streets? See attached `— What features have been incorporated into the design to allow for: access by emergency vehicles: See attached the safe and convenient arrangement of parking and loading spaces: See attached provisions for persons with disabilities: See attached C. How will the proposed use promote a harmonious relationship of structures and open spaces to: �.. the natural landscape: See attached to existing buildings: See attached other community assets in the See attached D. What measures are being taken that show the use will not overload the City's resources, including: water supply and distribution system: Se attached sanitary sewage and storm water collection and treatment systems: See attached - fire protection, streets and schools: See attached - How will the proposed project mitigate any adverse impacts on the City's resources, as listed above? See attached E. List the section(s) of the Zoning Ordinance that states what special regulations are required for the proposed project (flag lot, common drive, lot size averaging, etc.) See attached 003.pdf How does the project meet the special requirements? (Use additional sheets if necessary) See attached F. State how the project meets the following technical- performance standards: 1. Curb cuts are minimized: See attached Check off all that apply to the project: use of a common driveway for access to more than one business use of an existing side street use of a looped service road 2. Does the project require more than one driveway cut? X NO YES (if yes, explain why) L 3. Are pedestrian, bicycle and vehicular traffic separated on -site? X YES NO (if no, explain why) FOR PROJECTS THAT REQUIRE INTERMEDIATE SITE PLAN APPROVAL, ONLY , SIGN APPLICATION AND END HERE _(Apylicant must include waiver form on p 8 indicatine that either all information is included or that waivers are being requested.) 9. I certify that the information contained herein is true and accurate to the best of my knowledge. The undersigned owner(s) grant Planning Board permission to enter the property to review this application. Date: Applicant's Signature: Date: Owner's Signature: (Owners signature or letter from owner authorizing applicant to sign) F. Explain why the requested use will: not unduly impair the integrity or character of the district or adjoining zones: See attached not be detrimental to the health, morals or general welfare: See attached be in harmony with the general purpose and intent of the Ordinance: 9Pe attached 003.pdf Z t G. Explain how the requested use will promote City planning objectives to the extent possible and will not adversely effect those objectives, defined in City master study plans (Open Space and Recreation Plan; Northampton State Hospital Rezoning Plan; and Downtown Northampton: Today, Tomorrow and the Future). Opp attached 9. I certify that the information contained herein is true and accurate to the best of my knowledge. The undersigned owner(s) grant the Planning Board permission to enter the property to review this application. fir - b- A licant's Si •i�b 7 Date. / oZ 0 � pp � ature: Date: Owner's Signature: :!54n. E As ftadE (Owners signature or letter from owner authorizing applicant to sign.) (Applicant must include waiver form on p 8 indicating that either all information is included or that waivers are being requested.l Does the project incorporate 3 foot sumps into the storm water control system? Yes No (IF NO, explain why) y' Sumps Will the project discharge stormwater into the City's storm drainage system? Yes X No (IF NO, answer the following:) Do the drainage calculations submitted demonstrate that the project has been designed so that there is no increase in peak flows from pre- to post - development conditions during the: 1, 2, or 10 year Soil Conservation Service design storm ? Yes No (IF NO, explain why) 4 Will all the runoff from a 4/10 inch rainstorm (first flush) be detained on -site for an average of 6 hours? Yes No (IF NO, explain why) Is the applicant requesting a reduction in the parking requirements? Yes No If yes, what steps have been taken to reduce the need for parking, and number of trips per day? Patient visits will be scheduled so as not to overload p arking capacity d will be outside peak hours 003.pdf Paradise Realty Group,. c. October 3, 2002 8A. How will the requested use protect adjoining premises against seriously detrimental uses? The proposed medical office building is an optimal use allowed by special permit from the planning board in the Highway Business zoning district. The proposed use will serve to buffer the surrounding residential district from an existing gas station and will make use of an abandoned used car lot. How will the project provide for: Surface water drainage: Storm flows generated on site will be collected by a series of 6" perforated pipe sub drains located along the various retaining walls, multiple catch basins located within both the proposed upper and lower parking lots as well as along the access road. Once collected, flow associated with paved areas will be treated by 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 a 20'x10' detention chamber along with "clean" runoff generated by a small grassed area and the building roof. The detention structure is approximately 20'x10' 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 4 " -12" are used to control the discharge from the tank and maintain peak flows off the site at current levels. 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. 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. Also see attached Drainage Report. Sound & Sight Buffers: Shade trees will be planted every 30' along street frontage in accordance with Northampton Zoning Ordinance Section 6.5 — Page 6 -13. The nature of the site is such that a limited amount of total area can be utilized in the construction of the medical center due to the steep topography. The applicant requests the planning board asses the site constraints and allow for a 10' reduction in the required landscape strip where it adjoins a lot in a residential district, as stated in Zoning Ordinance Section 6.5 — Page 6 -13. �- Paradise Realty Grou#�—ac. October 3, 2002 The preservation of views, light, and air: The maximum height of the new structure is 20', consistent with zoning and the immediate surroundings. The rear of the structure will be built into the hillside. The site is enclosed on two sides by existing woodland, with a row of shade trees along North King Street offering filtered views to and from the site. An evergreen screen will be provided between the proposed use and the adjacent gas station. 8B. How will the requested use promote the convenience and safety of pedestrian movement within the site and on adjacent streets: The proposed circulation and parking scheme incorporates distinct changes in paving materials to visually highlight pedestrian movement, separating it from vehicular patterns. How will the project minimize traffic impacts on the streets and roads in the area? The proposed use will have no change in the level of service. See attached traffic report. In addition, the majority of patient visits will not be during peak hours. Where is the location of driveway openings in relation to traffic and adjacent _ streets? The proposed driveway opening is approximately 15' north of the existing driveway opening and will not alter traffic patterns on North King Street. What features have been incorporated into the design to allow for: Access by emergency vehicles: The proposed 24' driveway will provide access to the northern side of the structure. North King Street will provide access to the eastern side of the structure. The safe and convenient arrangement of parking and load spaces: The proposed structure will require 50 parking spaces. The nature of the site is such that a limited amount of total area can be utilized in the construction of the medical - center due to the steep topography. The applicant requests the planning board assess the site constraints and allow for a reduction in the required number of spaces as per Zoning Ordinance Section 8.10 -6. Provisions for persons with disabilities: Accessible parking has been provided in the northern parking area adjacent to the proposed office building. Associated curb ramps, signage, line striping and walks have been provided per ADA requirements. ►— Paradise Realty Grouc. October 3, 2002 8C. How will the proposed use promote a harmonious relationship of structures and open spaces to: The natural landscape: The proposed structure will be built into the hillside to limit disturbed area on site. An existing vegetative buffer will be retained along the boundary of the site to create a sense of enclosure. Existing buildings: -- The existing gas station and associated paving will be removed. Other community assets in the area: Contextual architecture will be an improvement to surrounding highway business uses, the closest of which is the neighboring gas station. ` 81). What measures are being taken that show the use will not overload the City's resources, including: Water supply and distribution system: It is anticipated that the medical office building will use less than 1,000 gallons a day. All toilets will be low flush systems. Sanitary sewage and storm water collection and treatment systems: Sanitary sewage generated on site will be treated onsite. through an improved subsurface treatment system incorporating a 2,000 gallon Septic Tank and concrete leaching chambers. The system will be designed in accordance with 310 CMR 15.00. Storm water collected on site will be detained as discussed above to ensure that discharges to the municipal system from the 1, 2, and 10 year storm events is equal to or less than the existing discharge flows from the site. Also see attached Drainage Report. Fire protection, streets and schools: The proposed 24' driveway will provide access to the northern side of the structure: North King Street will provide access to the eastern side of the structure. The proposed structure will minimally impact the city streets and will not have an impact on the municipal school system. How will the proposed project mitigate any adverse impacts on the City's resources, as listed above? No adverse impacts are anticipated. Paradise Realty Grou� October 3, 2002 8E. List the sections of the zoning ordinance that states what special regulations are required for the proposed project. How does the project meet the special requirements? 8.10 - Planning Board Site Plan Special Permit for a reduction of the parking requirements to eighty (80) percent of that required in the Table of Off - Street Parking Regulations where conditions unique to the use will reasonably justify such a reduction. The proposed structure will require 50 parking spaces. The nature of the site is such that a limited amount of total area can be utilized in the construction of the medical center due to the steep topography. The applicant requests the planning board assess the site constraints and allow for a reduction in the required number of spaces as per Zoning Ordinance Section 8.10 -6. 6.5 - Planning Board Site Plan Approval allowing for a ten (10) foot reduction in the required width of the landscaped buffer strip, provided that the Board finds that a sight impervious wall or fence is erected of appropriate materials and sufficient height to screen abutting properties and will provide at least as much noise mitigation as the vegetated barrier described above. The nature of the site is such that a limited amount of total area can be utilized in the construction of the medical center due to the steep topography. The building will be constructed into the hillside thus reducing the impact of the new structure on the surrounding area. Due to the fact that there are no residences in the immediate area, the 10' reduction will have a minimal impact on the adjacent parcels. The building will serve as a sound buffer from the parking area, and additional evergreen trees will add to the existing vegetative screen. The applicant requests the planning board asses the site constraints and allow for a 10' reduction in the required landscape strip where it adjoins a lot in a residential district, as stated in Zoning Ordinance Section 6.5 — Page 6 -13. 8F. State how the project meets the following performance standards: 1. Curb cuts are minimized: The proposed project will decrease the number of curb cuts on site. F. Explain why the requested use will: Not unduly impair the integrity or character of the district or adjoining zones: The proposed building will be harmonious with the surrounding business environment and will make use of an underutilized area. Not be detrimental to the health, moral or general welfare: The proposed medical office building will be an improvement to the existing abandoned gas station. Paradise Realty Grounc. October 3, 2002 Be in harmony with the general purpose and intent of the Ordinance: The proposed project is allowed special permit according to the Zoning Ordinance Section 5.2 Table of Use Regulations. 8G. Explain how the requested use will promote City planning objectives to the extent possible and will not adversely affect those objectives, defined in City master study plans (Open Space and Recreation Plan; Northampton State Hospital Rezoning Plan; and Downtown Northampton: Today, Tomorrow and the Future): The City planning objectives, as expressed in the Zoning Ordinance itself, are specifically utilized by this project to conform with the surrounding business uses. The proposed project will make use of an underutilized area within the highway business district. U u SITE PLAN REQUIREMENTS REQUEST FOR WAIVERS APPLICATION This form MUST be included in your application packet. The site plan MUST contain the information listed below. The Planning Board may waive the submission of any of the required information, if the Applicant submits this form with a written explanation on why a waiver would be appropriate. To request a waiver on any required information, circle the item number and fill in the reason for the request. Use additional sheets if necessary. If you are not requesting any waivers, please note that on this form. A. Locus plan B. Site plan(s) at a scale of 1 " =40' or greater B -1. Name and address of the owner and the developer, name of project, date and scale plans: I: &A Plan showing Location and boundaries of the lot adjacent streets or ways all properties and owners within 300 feet all zoning districts within 300 B -3. Existing and proposed: buildings — setbacks from property lines — - building elevations — all exterior entrances and exits — (elevation plans for all exterior facades structures are encouraged) B -4. Present & proposed use of the land buildings: B -5. Existing and proposed topography (for intermediate projects the permit granting authority may accept generalized topography instead of requiring contour lines): - at two foot contour intervals - showing wetlands, streams, surface water bodies - showing drainage swales and floodplains: - showing unique natural land features B -6. Location of — parking & loading areas — public & private ways — driveways, walkways — access & egress points — proposed surfacing: B -7. Location and description of all stormwater drainage /detention facilities water quality structures - public & private utilities /easements 003.pdf 8 sewage disposal facilities water supply facilities B -8. Existing & proposed: landscaping, trees and plantings (size & type of plantings) stone walls, buffers and/or fencing: B -9. Signs - existing and proposed: Location dimensions/height color and illumination B -10. Provisions for refuse removal, with facilities for screening of refuse when appropriate: C. Estimated daily and peak hour vehicles trips generated by the proposed use, traffic patterns for vehicles and pedestrians showing adequate access to and from the site, and adequate vehicular and pedestrian circulation within the site �. Site Plans submitted for major projects shall be prepared and stamped by a: Registered Architect, Landscape Architect, or Professional Engineer (At least one plan must have an original stamp, remaining plans must either have an original stamp or copy of original stamp.) 003.pdf (� _ File # MP- 2003 -0053 �.i APPLICANT /CONTACT PERSON Berkshire Design Group ADDRESS/PHONE 4 Allen Place (413) 582 -7000 PROPERTY LOCATION 766 NORTH KING ST MAP 08 PARCEL 021 001 ZONE HB THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM ILLED OUT F ee Pai Building Permit Filled out Fee Paid Typeof Construction: ZPA - DEMO & BUILD 9,976 SO FT MEDICAL OFFICE BLDG & ASSOCIATED PARKING New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 3 sets of Plans / Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: Approved Additional permits required (see below) PLANNING BOARD PERMIT REQUIRED UNDER: § S. /. eel Intermediate Project : Site Plan AND /OR Special Permit with Site Plan Major Project: Plan AND /OR - 1,�- Special Permit with Site Plan ZONING BOARD PERMIT REQUIRED UNDER: Finding Special Permit Variance* Received & Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Septic Approval Board of Health Permit from Conservation Commission Well Water Potability Board of Health Permit from Elm Street Commission Signature of Building Official Permit from CB Architecture Committee /b Z�6 Date A. Ab ,B 41 -1,C 77 C.r AP1,`'DuC770�/ S�fl� ,6u FF�R Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. Water Availability Sewer Availability * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact the Office of Planning & Development for more information. y ( s 1 2 3. 4. in) pr1n aF ormation and return this form to the Building Inspector's Office wit h the $10. filing fee (check or money order) payable to the City of Northampton Name of Applicant: Paradise ReaiTY rartiners Address: 1275 Elm St W Springfield, MA 01089 Telephone: (413) 785 -1153 x110 Owner of Property: Same as above Address: Telephone: Status of Applicant: Owner X Contract Purchaser Lessee Other (explain) Job Location: 766 North King Street, Northampton, MA 01060 5. Existing Use of Structure/ Property: Used Car Lot 6. Description of Proposed Use /Work /Project /Occupation: (Use additional sheets if necessary): emnlirion of Existing Building Construction of new 9,976 sa /ft Medical office building and associated parking - I , 7. Attached Plans: Sketch Plan Site Plan X Engineered /Surveyed Plans X 8. Has a Special Permit /Variance /Finding ever been issued for /on the site? NO x DON'T KNOW YES IF YES, date issued: IF YES: Was the permit recorded at the Registry of Deeds? NO DON'T KNOW YES IF YES: enter Book Page and /or Document # 9. Does the site contain a brook, body of water or wetlands? NO X DON'T KNOW YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained , date issued: (Form Continues On Other Side) z 0 0 V) Li c� �z zo - J � 07 J J Q CY H O J O Y W O � Q Z m O � 4: IN �4< 2� 4� W � W rr :DQ �--z :DW W �- W rr �Q � W ll— = I. Introduction This report presents an abbreviated traffic study to analyze the impact of the proposed Paash Medical Office Facility to be located at 766 North King Street in Northampton, Massachusetts. The proposed office facility will consist of a new building with a foot -print of 9,986 square feet, an upper and lower parking area, access road to the upper lot, and a stormwater management system. The purpose of this analysis is to determine the traffic expected to be generated by the proposed office facility during peak hours and to evaluate it with regard to capacity and safety of the adjacent roadway. The study's findings and recommendations are briefly summarized below. Based on the Institute of Transportation Engineers (ITE) Trip Generation manual, 6` Edition, the on site AM peak and on site PM peak traffic flows do not affect the current level of service on the adjacent roadway, Route 5110. II. Data Survey The existing site was previously utilized as a gas station, service station, and later a used car /service station area. The average vehicle trip tables in the Institute of Transportation Engineers (ITE) Trip Generation manual, 6` Edition shows data based on only six studies. It is our belief that this information would provide erroneous traffic volumes for the existing condition. Therefore, the proposed site use was utilized to determine peak am and pm traffic volumes which was then used to determine the existing and proposed level of service at the adjacent roadway, Route 5110. According to the Institute of Transportation Engineers (PTE) Trip Generation manual, 6` Edition, the on site AM peak hour of adjacent strret traffic, one hour between 7 and 9 am. Per 1000 sq. feet of gross floor area is 24.3 vehicles per hour. The on site PM peak hour of adjacent street traffic, one hour between 4 and 5 pm. per 1000 sq. feet of gross floor area is 36.6 vehicles per hour. Utilizing this data in conjunction with data provided on ADT's along this portion of Route 5110 by the. Massachusetts Highway Department, the existing level of service at this location was determined to be LOS D. The proposed condition, including the traffic impacts from the new site do not alter this LOS. Therefore, the proposed development does not impact traffic along Route 5110 at this location. III. Project Design Parameter Current Conditions 766 North King Street Paash Medical '1� u October 2, 2002 Abrivated Traffic Study AM (9:00) Peak Volume: 1,119 cars 416 WB 703 EB PM (5:00) Peak Volume: 1,603 cars 687 WB 916 EB Roadway Classification: Urban Arterial Roadway Width Assume: ±36' Projected Conditions As discussed above, the Institute of Transportation Engineers (ITE) Trip Generation manual, 6` Edition, was utilized to determine the peak am and pm vehicle trips. The expected traffic volumes generated by the project were calculated by application of the ITE trip rate for a Medical-Dental Office Building, land use code 720. ITE reports that the average rate of trips generated by a Medical-Dental Office Building is 2.43 Trips for AM and 3.36 Trips for PM per sq. feet of gross floor area.. The site traffic estimates shown below assume that the office building will operate at full capacity. Medical Dental Office Buildin A.M. Peak Hour (One hour between 7:00 -9:00 an) Vehicle Trips =. 20 Entering; 5 Exiting; 25 Total P.M. Peak Hour (One hour between 4:00 and 6:00 pm) Vehicle Trips =. 10 Entering; 27 Exiting; 37 Total IV. Calculations & Design Traffic analyses were performed on Highway Capacity Software - HCS2000. Release 4.1c for Two -Lane methodology and are included at the end of this report. Table 1 below shows the level of service results of the HCS2000 analysis as follow: Two Lane H ighway Segment Analvsis Location Level of Service Existing Future 5:00 m 5:00 pm Route 5 &10 0.8 km South of D D Hatfield Town Line i anie i �. V. Summary and Recommendations In summary, although, the proposed project will generate a slight increase in traffic during peak hour, the level of service (LOS) on N. King Street would not be altered. 2 HCS2000: Two -Lane Highway 9elease 4.1c Aharon Sharff � The Berkshire Design Group, Inc The Berkshire Design Group, Inc. 4 Allen Place Northampton, MA 01060 Phone: 413 - 582 -7000 Fax: 413 - 582 -7005 E -Mail: aharon@brekshiredesign.com Two -Way Two -Lane Highway Segment Analysis Analyst Aharon Sharff Agency /Co. Date Performed 10/2/2002 Analysis Time Period 2001 .._ Highway North King Street (Rte 5 &10) From/To 0.8 km South of Hatfield T.L. Jurisdiction Analysis Year 2002 — Description Paash Medical Center (5 p.m. Peak) Proposed Input Data Highway class Class 2 Shoulder width 6.0 ft Peak -hour factor, PHF 0:88 Lane width 12.0 ft % Trucks and buses 14 % Segment length 0.0 mi % Recreational vehicles 4 % Terrain type Level % No- passing zones 0 % Grade: Length mi Access points /mi 4 /mi Up /down Two -way hourly volume, V 1640 veh/h Directional split 57 / 43 % Average Travel Speed Grade adjustment factor, fG 1.00 ` PCE for trucks, ET 1.1 PCE for RVs, ER 1.0 Heavy- vehicle adjustment factor, 0.986 Two -way flow rate,(note -1) vp 1890 pc/h Highest directional split proportion (note -2) 1077 pc/h Free -Flow Speed from Field Measurement: Field measured speed, SFM - mi/h " volume, Vf - veh/h Estimated Free -Flow Speed: Base free -flow speed, BFFS 45.0 mi/h ` Adj. for lane and shoulder width, fLS 0.0 mi/h Adj. for access points, fA 1.0 mi/h Free -flow speed, FFS 44.0 mi/h Adjustment for no- passing zones, fnp 0.0 mi/h Average travel speed, ATS 29.3 mi/h Percent Time - Spent - Following Grade adjustment factor, fG 1.00 „ PCE for trucks, ET 1.0 PCE for RVs, ER 1.0 Heavy - vehicle adjustment factor, fHV 1.000 Two -way flow rate,(note -1) vp 1864 pc/h - -Highest directional split proportion (note -2) 1062 Base percent time- spent- following, BPTSF 80.6 % Adj.for directional distribution and no- passing zones, fd/np 0.0 Percent time - spent - following, PTSF 80.6 % Level of Service and Other Performance Measures Level of service, LOS p `Volume to capacity ratio, v /c• 0.59 Peak 15 -min vehicle -miles of travel, VMT15 0 veh -mi Peak -hour vehicle -miles of travel, VMT60 0 veh -mi Peak 15 -min total travel time, TT15 0.0 veh -h Notes: 1. If vp >= 3200 pc/h, terminate analysis -the LOS is F. 2. If highest directional split vp >= 1700 pc/h, terminate analysis -the LOS is F. HCS2000: Two -Lane Highway. ^91ease 4.1 c — Aharon Sharff � -- The Berkshire Design Group, Inc The Berkshire Design Group, Inc. .mot Allen Place Northampton, MA 01060 Phone:. 413 - 582 -7000 Fax: 413 - 582 -7005 `E -Mail: aharon@brekshiredesign.com Two -Way Two -Lane Highway Segment Analysis Analyst Aharon Sharff Agency /Co. Date Performed 10/212002 Analysis Time Period 2001 Highway North King Street (Rte 5 &10) From/To 0.8 km South of Hatfield T.L. Jurisdiction Analysis Year 2002 — Description Paash Medical (5:0 p.m. Peak) Existing Conditions Input Data Highway.class Class 2 Shoulder width 6.0 ft Peak -hour factor, PHF 0.88 _ane width 12.0 ft % Trucks and buses 14 % .- .Segment length 0.0 mi % Recreational vehicles 4 % Terrain type Level % No- passing zones 0 grade: Length mi Access points /mi 4 /mi Up /down % Two -way hourly volume, V 1603 veh/h Directional split 58 / 42 % Average Travel Speed grade adjustment factor, fG 1.00 —?CE for trucks, ET 1.1 PCE for RVs, ER 1.0 4eavy- vehicle adjustment factor, 0.986 1 -way flow rate,(note -1) vp 1847 pc /h — Highest directional split proportion (note -2) 1071 pc/h =ree -Flow Speed from Field Measurement: =field measured speed, SFM - mi/h "Observed volume, Vf - veh/h Estimated Free -Flow Speed: 3ase free -flow speed, BFFS 45.0 mi/h ` kdj. for lane and shoulder width, fLS 0.0 mi/h Adj. for access points, fA 1.0 mi/h - ree -flow speed, FFS 44.0 mi/h Adjustment for no- passing zones, fnp 0.0 mi/h lverage travel speed, ATS 29.7 mi/h Percent Time- Spent - Following grade adjustment factor, fG 1.00 I ICE for trucks, ET 1.0 PCE for RVs, ER 1.0 - Heavy- vehicle adjustment factor, fHV 1.000 "wo - way flow rate,(note -1) vp 1822 pc/h L,4ighest directional split proportion (note -2) 1057 Base percent time- spent - following, BPTSF 79.8 % Adj.for directional distribution and no- passing zones, fd/np 0.0 Percent time - spent - following, PTSF 79.8 % Level of Service and Other Performance Measures Level of service, LOS. p —Volume to capacity ratio, v/c 0.58 Peak 15 -min vehicle -miles .of travel, VMT15 0 veh -mi Peak -hour vehicle -miles of travel, VMT60 0 veh -mi _Peak 15 -min total travel time, TT15 0.0 veh -h Notes: _ 1. If vp >= 3200 pc/h, terminate analysis -the LOS is F. 2. If highest directional split vp > =1700 pc/h, terminate analysis -the LOS is F. Medal Dental Office Build"i9 (720) Average vehicle Trip Ends vs: 1000 Sq- Feet Gross Floor Area On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: 40 Average 1000 Sq: Feet GFA: 30 Directional Distribution: 27% entering, 73% exiting Trip Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation 3.66 0.97 - 8.86 2.46 �► Iu�vaysF (a. to v�`n Data Plot and Equation 500 ,• .• ;• .• '• 400 ; -- - -- - ---- X-- •• -- - -•• ;, ��' W '. ----- ;? 300 .. ; X :X ca -- -- ---- . -- , X-- i - ; m Q X. X . XX � X - •• -_ •. ..... 100 • -- ; X X u:X ; ,' X ; X X X X X XX : X X X. 0 0 10 20 30 40 50 60 70 60 90 100 110 X =1000 Sq. Feet Gross Floor Area X Actual Data Points Fitted Curve - - - - -- Average Rate R = 0.78 Fitted Curve Equation: Ln(T) = 0.921 Ln(X) + 1.476 120 Trip Generation, 6th Edition 1085 Institute of Transportation Engineers Medical - Dental Office Building (720) mKi Average Vehicle Trip Ends vs: 1000 Sq. Feet Gross Floor Area On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 7 and 9 a.m. Number of Studies: 20 Average 1000 Sq. Feet GFA: 40 Directional Distribution: 80% entering, 20% exiting Generation per 1000 Sq. Feet Gross Floor Area Average Rate Range of Rates Standard Deviation L 2.43 _ 0.85 - 4.79 1.92 0 C J ` r G� @ �o,oxsfL Data Plot and Equation 0 10 20 30 40 60 60 70 80 X = 1000 Sq. Feet Gross Floor Area X Actual Data Points Fitted Curve Equation: Not given 90 100 110 12C - - - - -- Average Rate R 2 = **** Trip Generation, 6th Edition 1084 'Institute of Transportation Engine' 300 X c 200 ........... - -- - - - -- - -- - -- x i � x II 100 ---- ------ ------ . - .. .. . ... .....: .... ••... .................... ~ : X ' X X X X : X X X t 0 0 10 20 30 40 60 60 70 80 X = 1000 Sq. Feet Gross Floor Area X Actual Data Points Fitted Curve Equation: Not given 90 100 110 12C - - - - -- Average Rate R 2 = **** Trip Generation, 6th Edition 1084 'Institute of Transportation Engine' Sent ny: MA,sM1l"wAT 4 .4"v; oil vi nuan; uct -c uc 11::iaAM, - a �r ,- -', Masa6o3 "W%W llkob OY D a% seaeo Laa Ttsffie V%1rA co11aetioD 1 ---post 11:32 ZY a___ 2001 ` *• « "---- ••_••__••- _--- Cc - 10 -02 -2902 -_ - -- - ---- -- --- -- -- - - -- -- _- - --- -- w2ar ii ...- ---------------------- - - -- --- --- -- --- --- - - 000000110192 s ti: 000000119102 county: fosoalr mix rilo: MOO1Ni.VW city /1-MI' a sca or sarsz :.L. z000njou, tt!!9.{ a 20. 0. 1s L ea +l•► 2 -2 ----------------------- . 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Introduction This report is intended to present analys andl for the Paradise Realty Groups management calculations and design performed 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, 9,976 sq. foot structure intended to house medical and dental offices, reconfiguration and repaving of the existing parking lot, construction of a new, upper level to the parking lot on the terrace above the building, stodrm water management sy sem and upper parking area, and installation of a new utilities. Impervious surface at the site will be increased from .42 acres to approximately .7 acres. The purpose of this analysis is to determine the 1, 2, 10 and 100 year pe Bement rates for the site under current conditions and to design a s water system that maintains the existing peak now 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 and, ic 3 percent slopes (hydrologic soil group A) , S S silt loam l complex group C) and Au, Amostown - Windsor silt substratum- -Urban (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 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 Paradise Meal Building October 3, 2002 Drainage Report 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 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 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, steep area towards Route 5/10 the equipped catch basin, now from the steep slope will be retained ohe a block 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 upper parking lot. This catch basin collects both runoff from the wall sub drain as well as runoff generated by the up e manholes eland piping. es it to the lower portion of the site through a series Runoff from the upper parking lot is then combined with runoff from the access. road which is collected by two other catch basins, located on either side of the roadway at its entrance to Route 5/10. In addition to this flow volume, flow parking lot generated by the lower t h er e off f all otal suspended solids and treatment catch basin which treats th 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 Realtv Mescal Drainage Report ----- 3, 2002 The detention structure is approximately 20' x30' 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 4 " -12" are used to control the discharge from the tank and maintain peak flows off the site at current levels. In o ti n o the the t ank to allow structure, a perforated pipe is proposed to be installed now within the tank to travel through the perforated pipe and into the surrounding gravel to ultimately provide for infiltration of some of the detained now back into the surrounding groundwater system. Once flow is discharged from he existing cont rol catch basin on Route 5/10. icipal system through a new connection g V. Calculations & Design Under proposed conditions runoff will be collected, treated, peak flows detained, and piped to an existing catch basin which discharges now 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 d ownstre am the ex sting catch basin on Route 5 un both existing and proposed con 0. 3 Paradise Realty Meb r l Drainage Report VI. Summary October 3, 2002 The storm water management the existing peak now rates at sunder proposed reduce and/or are equivalent conditions for the 1, 2, 10, and 100 year storm frequencies. 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 y -AK aF t t • tF .� � 3 t �k t ,y. r �„•.` :v BSI ✓ !� � r�, k i « . y f a cix • ��'� S � � ^3 ,.i11 s ` AL :� , ',i ce F - �v r � r �� t�. .:� •N �' a ,,J' 1 t E t ' 9• I i t tsars �• �� -- .� c ji • � j r s � l 3 t � e r• ■ be f r - Precipitation Values for ":assachusetts Fiqure 2 -7a 3. RAINFALL DATA MAP 2 -YEAR, 24 HOUR PRECIPITATION ( INCHES) TP - 3.8" E FRAN141R WIOOLESEX SUM t WORCESTER 4. •Y MAC# t <<� MA C G 0 r RAINFALL DATA MAP S -YEAR, 24 -HOUR PRECIpITATIOM (INCHES) 3. 4.4 Is I!, - - 4. b NANTUCKET 4.2 46 TP -40 ,,171 2_22 (210 -EFM, ?Fend. MAl, P:nril 1990) rinure 2 -7a - Precipitation Values for ,assachusetts 4.3`� ESSEX 4.6 FRANKUN MIDDLESEX SUFFOLK wORCESTER 4. 7 " 2 HAM UlE N Y 11 � V y f� a H A i 4.8' o 6AIt NSTAB IE I RAINFALL DATA MAP 4.9`� 10- YEAR,24 HOUR PRECIPITATION (INCHES) o0 PUKES {� i NANTUCKETT j• \ � i J u 5.0" 15 y t 5.2 5.3 5. it 1-15. it -1 5.5" UFFOLK 1999) LT L r i J u 5.0" 15 y t 5.2 5.3 5. it 1-15. it -1 5.5" UFFOLK 1999) U ' ipitation values for Massachusetts Figure 2 -7a - Prec RAINFALL DATA MAP 50- YEAR,2 HOUR PRECIPITATION (INCHES) • 5.8" 6.0" 0" 6.1 u 6.2 It 6.3" O S SANNST 6.4 6.5 MANTUCRET 6.4 u 6. 6.0 ssu rNAwo�N 6.6" slow-as" sunou r oRCESTER 6.8" N � . t t0- M M RAIWALL DATA MAP ►00- `fEAR,24 -HOLM PAEpPITATION (INCHES) TP -40 R 7.2' MANTIK>QT . 2 1 1 , 2-22( ( 210 —EF-- A rend . nnr" 1990 ) 5.6" 5.7u csscX FR ANKUN N{OOLJEKX 3 it wONCESTER = HAMPSHMK Y r ' HAIMOEN M� _ RAINFALL DATA MAP 50- YEAR,2 HOUR PRECIPITATION (INCHES) • 5.8" 6.0" 0" 6.1 u 6.2 It 6.3" O S SANNST 6.4 6.5 MANTUCRET 6.4 u 6. 6.0 ssu rNAwo�N 6.6" slow-as" sunou r oRCESTER 6.8" N � . t t0- M M RAIWALL DATA MAP ►00- `fEAR,24 -HOLM PAEpPITATION (INCHES) TP -40 R 7.2' MANTIK>QT . 2 1 1 , 2-22( ( 210 —EF-- A rend . nnr" 1990 ) E 0 V -- - - - - - - - - - - ----------------- ------------- - -- - - - - - -- - -- - -- ___-- _-- - - - - -- r _ ±____--- -_ - - -- - - -- ------ - - - - -- ___-- - - - --- -----= ___ - -- - - —� -- %r----- - - - - -- —_ -- ---- - - - - -- _ _ - - - -- at __�__— _-- - - - - -- ^1 --- - - - - -- m / �, ,� /���/ �/, •, . °�' aicrng lot i bit. � P \\ \\ \ \\ 6— MASONRY BINtDING S \ \ \ \ \\ 4 it i / / / Q v -- cancroin ttar" _ 3' ' P 0eona rain gutter a o S O4S0'49� W 255Od n pn - ---- q>tn � - - -- � / O g ra NORTH KING STREET \..I Drainage Diagram for existing Prepared by The Berkshire Design Group, Inc. 10/1/20 er System Hydr%AD® 00 s/n 000752 ®1986 -2 001 Appli Microcomp existing Prepared by The �Berks��2 © 986 20 A plied N Type 11124 -hr Rainfal1=2.50" Page 1 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 IS: paved Tc --5,0 min CN =98 Area--0.420 ac Runoff= 1.02 cfs 0.075 of i Subcatchment exist: exist Tc=10.4 min CN =39 Area =1.200 ac Runoff= 0.00 cfs 0.000 of Inflow = 1.02 cfs 0.075 of Pond ecb' ecb Primary 1.02 cfs 0.075 of Runoff Area = 1.620 ac Volume = 0.075 of Average Depth = 0.55" existing Prepared by The Berkshire D oa ig 9r Group, ied h SubcatchMent IS: paved [49] Hint: Tc <2dt may require smaller dt Runoff = 1.02 cfs 12.07 hrs, Volume= 0.075 of Type 11124 -hr Rainfal1=2.50" 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 2 Area ac CN Descri tion 0.420 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 5.0 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 HS G A 1.200 39 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec efs 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 Shallow Concentrated Flow, 1.0 61 0.0196 1.0 Short Grass Pasture Kv= 7.0 f Ps 10.4 212 Total Pond ecb: ecb [40] Hint: Not Described (Outflow= Inflow) 1.02 cfs @ 12.07 hrs, Volume= 0.075 of Inflow 0.075 af, Atten= 0 %, Lag= 0.0 min = Primary = 1.02 cfs @ 12.07 hrs, Volume= Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 11124 -hr Rainfall =2.90" existing Page 1 Prepared by The Berkshire Design Group, Inc. H droCADO 6.00 s/n 000752 ©1986 -2001 Applied mi c rocomputer Systems Time span =5.00 -20.00 hrs, dt =0.05 Type III 24 hr Ra nfall= 2.90" Runoff by SCS TR -20 method, UH =SCS, Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1 S: paved Tc=5.0 min CN =98 Area =0.420 ac Runoff= 1.19 cfs 0.087 a Subcatchment exist: exist 7c =10.4 min CN =39 Area--1.200 ac Runoff= 0.00 cfs 0.000 of inflow= 1.19 cfs 0.087 of Pond ecb: ecb Primary= 1.19 cfs 0.087 of Runoff Area =1.620 ac Volume = 0.087 of Average Depth = 0.65" L existing Prepared by The Berkshire Design Group, led . Subcatchment IS: paved u Type 11124 -hr Rainfall =2.90" Page 2 [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 =2.9 Area ac CN Descri tion 0.420 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description 11 min feet ft/ft ft/sec ' Direct Entry, 5.0 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 Descri tion 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 mm 1Go. .- .. Sheet Flow, 9.1 103 0.2050 0.2 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 f s 10.4 212 Total Pond ecb: ecb [40] Hint: Not Described (Outflow = Inflow) 1.19 cfs @ 12.07 hrs, Volume= 0.087 of Inflow = 0.087 at, Atten= 0 %, Lag= 0.0 min Primary = 1.19 cfs @ 12.07 hrs, Volume= Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs existing Prepared by The Berkshire Design Group, Inc. � i ancr - 9nm Annlied N Type 11124 -hr Rainfall =4.40" Page 1 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 cis 0.136 of Subcatchment exist: exist .� Tc =10.4 min CN =39 Area =1.200 ac Runoff= 0.02 cfs 0.007 at inflow= 1.82 cfs 0.142 of Pond ecb: ecb Primary= 1.82 cfs 0.142 of Runoff Area =1.620 ac Volume = 0.142 of Average Depth =1.05" '-1 existing Prepared by The Berkshire Design Group, Inc. ._ A r,n a nn c/ , nnn7s2 01986 -2001 Applied N Subcatchment IS: paved Type 11124 -hr Rainfal1=440" Page 2 [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" Area ac CN Description 0.420 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs I Direct Entry, 5.0 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, 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/ft ft/sec cfs I Sheet Flow, 9.1 103 0.2050 0.2 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 1004 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 at, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs '11� existing Prepared by The Berkshire Design Group, Inc. ja nn .i., nnn752 ©1986 -200 Applied N Type 11124 -hr Rainfall- Page 1 Time span =5.00 -20.0 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Type III 24 -hr Rainfall Reach routing by Stor - Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1 S: 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 a Inflow= 2.67 cfs 0.247 of Pond ecb: ecb 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. a_�...a_..l+nlVol a nn c/n on0752 ©1986 - 2001 Applied h Subcatchment 1 S: paved Type 11124 -hr Rainfall--6.40 Page 2 [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 11124 -hr Rainfall =6.40" Area ac CN Descri tion 0.420 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 5.0 Subcatchment exist: exist Runoff = 0.29 cfs 0 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 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 1004 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 ■ M�!�;�, ��� I! Il�illlll: I'. l�llllllill�lilllllll�� 'a���1�!(iili�!�!F'��� � � • I; ru nuiu� lliliiiilsillll {ill�l•l���N ®�t;�µ_ _ ��� :�r�:.; Ilk r N .� Type 11124 -hr Rainfall =2.50" proposed Pagel Prepared by The Berkshire Design Group, Inc. 10/2/2002 H droCAD® 6.00 s/n 000752 ©1986 -2001 Applied Microcom uter S stems Time span =5.00 -20.0 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Type 11124 -hr Rainfall =2.50" Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1 S: PAVED Tc=5.0 min CN =98 Area -0.460 ac Runoff= 1.11 cfs 0.082 of Subcatchment a: a Tc=9.9 min CN =41 Area--0.200 ac Runoff= 0.00 cfs 0.000 of Subcatchment b: b Tc=5.4 min CN =38 Area -0.720 ac Runoff= 0.00 cfs 0.000 a Subcatchment bldg: bldg Tc=5.0 min CN =98 Area =0.230 ac Runoff= 0.56 cfs 0.041 of Pond 1P: (new node) Peak Storage= 2,351 cf Inflow= 1.67 cfs 0.123 of Primary= 0.93 cfs 0.084 of Outflow= 0.93 cfs 0.084 of Inflow= 0.93 cfs 0.084 of Pond ecb: ecb Primary= 0.93 cfs 0.084 of Runoff Area =1.610 ac Volume = 0.123 of Average Depth = 0.91" proposed Prepared by The Berkshire Design Group, Inc. .,..— oh 4 nna_onni Anntip-H N Subcatchment IS: PAVED Type lit 24 -hr Rainfall =2.50N Page 2 [49] Hint: Tc <2dt may require smaller dt Runoff = 1.11 cfs 0 12.07 hrs, Volume= 0.082 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 11124 -hr Rainfall =2.50" Area ac CN Description 0.460 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 5.0 Subcatchment a: a [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 11124 -hr Rainfall =2.50" Area ac CN Descri tion 0A60 36 Woods, Fair, HSG A 0.010 98 Paved parking & roofs 0.130 39 >75% Grass cover, Good HSG A 0.200 41 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Sheet Flow, 9.7 98 0.1600 0.2 Woods: Light underbrush n= 0.400 P2= 2.90" 0.1 30 0.1600 6.4 Shallow Concentrated Flow, Unpaved Kv =16.1 fps 0.1 126 0.1100 19.6 15.36 D Circular Channel Area( 8 sf Perim= 3.1' r=0.25' n=0.01 9 254 Total Subcatchment b: b [49] Hint: Tc <2dt may require smaller dt [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 111 24 -hr Rainfall =2.50" proposed Prepared by The Berkshire Design Group, Inc. -1 _n A rvD% a nn ein nnn752 ©1986 -200 Applied N Type lit 24 -hr Rainfall =2.50 Page 3 Area ac CN Description 0.380 39 >75% Grass cover, Good, HSG A 0.340 36 Woods Fair HSG A 0.720 38 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 Ds 564 360 Total Subcatchment bldg: bldg [49] Hint: Tc <2dt may require smaller dt _ Runoff = 0.56 cfs @ 12.07 hrs, Volume= 0.041 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 111 24 -hr Rainfall =2.50" Area ac CN Descri tion 0.230 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs _ Direct Entry, 5.0 Pond 1 P: (new node) [82] blaming: Early inflow requires earlier time span Inflow = 1.67 cfs @ 12.07 hrs, Volume= 0.123 of Outflow = 0.93 cfs @ 12.19 hrs, Volume= 0.084 af, Atten= 44 %, Lag= 7.4 min Primary = 0.93 cfs 0 12.19 hrs, Volume= 0.084 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 98.42' Storage= 2,351 cf Plug -Flow detention time= 140.3 min calculated for 0.084 of (69 of inflow) Storage and wetted areas determined by Prismatic sections Elevat Surf.Area Inc.Store Cum.Store (feet) (sq ft) (cubic -feet) (c ubic -feet 0 0 600 94.50 2,700 2,700 99.00 600 proposed Type 11124 -hr Rainfall =2.50 Page 4 Prepared by The Berkshire Design Group, Inc. 10/2/2002 H droCADO 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems Primary OutFlow (Free Discharge) t = Culvert 2= Orifice /Grate 3-Orifice/Grate = Orifice /Grate # `- Routing Invert Outlet Devices 12.0" x 33.0' long Culvert RCP, square edge headwall, Ke= 0.500 94.70' 1 Primary Outlet Invert= 93.90' S=0.0242'/' n=0.010 Cc= 0.9.00 2 Device 1 97.20' 6.0" Vert. Orifice/Grate C= 0.600 3 Device 1 98.40' 4.0" Vert. Orifice/Grate C= 0.600 Orifice/Grate Limited to weir flow C= 0.600 4 Device 1' 99.00' 12.0" Horiz. Pond ecb: ecb [40] Hint: Not Described (Outflow= Inflow) Inflow = 0.93 cfs @ 12.19 hrs, Volume= 0.084 of Primary = 0.93 cfs @ 12.19 hrs, Volume= 0.084 at, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs proposed Type 11124 -hr Rainfall =2.90 Pagel Prepared by The Berkshire Design Group, Inc. 10/2/20 2 H ydroCAD®6 00 s/n 0 00752 ©1986 - 2001 ANNlied Mi crocomp Systems Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS, Type 11124 -hr Rainfall =2.90" Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1 S: PAVED Tc =5.0 min CN =98 Area--0.460 ac Runoff= 1.30 cfs 0.096 of Subcatchment a: a — Tc =9.9 min CN=41 Area--0.200 ac Runoff= 0.00 cfs 0.000 of Subcatchment b: b �. Tc=5.4 min CN =38 Area =0.720 ac Runoff= 0.00 cfs 0.000 of Subcatchment bldg: bldg _ Tc =5.0 min CN =98 Area--0.230 ac Runoff= 0.65 cfs 0.048 of Pond 1 P: (new node) Peak Storage= 2,513 cf Inflow= 1.95 cfs 0.144 of Primary= 1.20 cfs 0.105 of Outflow= 1.20 cfs 0.105 of Inflow= 1.20 cfs 0.105 of Pond ecb: ecb Primary= 1.20cfs 0.105 of Runoff Area =1.610 ac Volume = 0.144 of Average Depth= 1.07" proposed Prepared by The Berkshire Design Group, Inc. HvrimCAM 6.00 s/n 000752 ©1986 -2001 Applie N Subcatchment IS: PAVED u Type 11124 -hr Rainfall =2.90 Page 2 [49] Hint: Tc <2dt may require smaller dt _ Runoff = 1.30 cfs 0 12.07 hrs, Volume= 0.096 of Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type 111 24 -hr Rainfall 2.9 h" Area ac CN Descri tion 0.460 98 Paved parking & roofs -Tc Length Slope Velocity Capacity Description min feet ft/ft ft/ sec cfs Direct Entry, 5.0 Subcatchment a: a [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) c Descri tion 0.060 36 Woods, Fair, HSG A 0.010 98 Paved parking & roofs 0.130 39 >75% Grass cover Good HSG A 0.200 41 Weighted Average '— Tc Length Slope Velocity Capacity cfs Description min feet ft/ft ft/sec (cfs) Sheet Flow, 9.7 98 0.1600 0 2 Woods: Light underbrush n= 0.400 P2= 2.90" Shallow Concentrated Flow, 0 1 30 0.1600 6 4 Unpaved Kv= 16.1 fps 0.1 126 0.1100 19.6 15.36 Dirc l 12.0 a Area( 08s ., f Perim= 3.1' r= 0.25' n= 0.010 9.9 254 Total Subcatchment b: b [49] Hint: Tc <2dt may require smaller dt [45] Hint: Runoff =Zero Runoff = 0.00 cfs 0 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" U � Type 11124 -hr Rainfall =2.90" proposed Page 3 Prepared by The Berkshire Design Group, Inc. 10/2/2002 Hy 6.00 s/n 000752 ©1986 - 2001 Applied Microcomputer S stems Area ac CN Description 0.380 39 >75% Grass cover, Good, HSG A 0.340 36 Woods Fair HSG A 0.720 38 Weighted Average Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 4.5 46 0.2400 0.2 W ds: Light underbrush n= 0.400 P2= 2.90" 0.3 79 0.0400 4.1 Shallow Concentrated Flow, Paved 20.3 0.6 235 0.0940 6.2 Shallow Concentrated Flow, Paved Kv= 20.3 fPs �. 5.4 360 Total Subcatchment bldg: bldg [49] Hint: Tc <2dt may require smaller dt Runoff = 0.65 cfs @ 12.07 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 111 24 -hr Rainfall =2.90" Area ac CN Description 0.230 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description ( mi n) (feet) (ft/ft) (ft/sec) (cf Direct Entry, 5.0 Pond 1 P: (new node) [82] Warning: Early inflow requires earlier time span Inflow = 1.95 cfs 0 12.07 hrs, Volume= 0.144 of Outflow - 1.20 cfs 0 12.17 hrs, Volume= 0.105 af, Atten= 39 %, Lag= 6.2 min Primary = 1.20 cfs @ 12.17 hrs, Volume= 0.105 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 98.69' Storage= 2,513 cf Plug -Flow detention time= 129.1 min calculated for 0.105 of (73% of inflow) Storage and wetted areas determined by Prismatic sections El evation Surf.Area Inc.Store Cum.Store -- (feet) (sq ft) (cubic -fe et) (cubic -feet 94.50 600 0 0 99.00 .600 2,700 2,700 � U proposed Type 11124 -hr Rainfall =2.90" Page 4 Prepared by The Berkshire Design Group, Inc. 10/2/2002 H droCADO 6.00 sin 000752 ©1986 -2001 Applied Microcom uter Systems rimary OutFlow (Free Discharge) F- 1 = Culvert =Orifice/Grate 3= 0rifice /Grate Orifice/Grate # Routing Invert Outlet Devices 1 Primary 94.70' 12.0" x 33.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert* 93.90' S=0.02427 n=0.010 Cc= 0.900 2 Device 1 97.20' 6.0" Vert. Orifice /Grate C= 0.600 3 Device 1 98.40' 4.0" 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 [40] Hint: Not Described (Outflow = Inflow) Inflow = 1.20 cfs @ 12.17 hrs, Volume= 0.105 of Primary = 1.20 cfs @ 12.17 hrs, Volume= 0.105 af, Atten= 0 %, Lag= 0.0 min Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs proposed Type 11124 -hr Rainfall -4.40" Pagel Prepared by The Berkshire Design Group, Inc. 10/2/2002 H droCAD® 6.00 sin 000752 ©1986 -2001 Applied Microcomputer Systems 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 11S: PAVED Tc --5.0 min CN =98 Area =0.460 ac Runoff= 1.99 cFs 0.148 of Subcatchment a: a Tc=9.9 min CN=41 Area--O..200 ac Runoff= 0.00 cfs 0.002 of ? Subcatchment b: b � Tc=5.4 min CN=38 Area--0.720 ac Runoff= 0.01 cfs 0.003 of Subcatchment bldg: bldg Tc --5.0 min CN =98 Area--0.230 ac Runoff= 0.99 cfs 0.074 of Pond 1 P: (new node) Peak Storage= 3,020 cf Inflow= 2.98 cfs 0.226 of Primary= 1.83 cfs 0.187 of Outflow= 1.83 cls 0.187 of Inflow= 1.83 cls 0.189 of Pond ecb: ecb Primary= 1.83 cfs 0.189 of Runoff Area =1.610 ac Volume = 0.228 of Average Depth =1.70" proposed Prepared by The Berkshire Design Group, Inc. rya , oua -9nn1 Annlied N Subcatchment 1S: PAVED Type 11124 -hr Rainfall--4-40" Page.2 [49) Hint: Tc <2dt may require smaller dt _ Runoff = 1.99 cfs a 12.07 hrs, Volume= 0.148 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 0.460 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min feet ) Ift ft/sec cfs Direct Entry, L.- 5.0 Subcatchment a: a Runoff = 0.00 cfs @ 13.75 hrs, Volume= 0.002 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 0.060 36 Woods, Fair, HSG A 0.010 98 Paved parking & roofs 0.130 39 >75% Grass cover, Good H 3 A -- 0.200 41 Weighted Average Tc Length Slope Velocity Capacity Description min feet fdft ft/sec cfs 9.7 98 0.1600 0.2 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" Shallow Concentrated Flow, 0.1 30 0.1600 6.4 Unpaved Kv= 16.1 fps 0.1 126 0.1100 19.6 15.36 Circu Channel Area(0 8 sf Perim= 3.1' r= 0.25' n= 0.01 9.9 254 Total Subcatchment b: b [49) Hint: Tc <2dt may require smaller dt �. Runoff = 0.01 cfs @ 15.12 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 proposed Prepared by The Berkshire Design Group, Inc. -..r A rvm a nn -/n 000752 ©1986 -2 Applied N u Type 11124 -hr Rainfall_-4.40" Page 3 Area ac CN Description 0.380 39 >75% Grass cover, Good, HSG A 0.340 36 Woods Fair HSG A 0.720 38 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 fps 584 360 Total Subcatchment bldg: bldg [49) Hint: Tc <2dt may require smaller dt Runoff = 0.99 cfs @ 12.07 hrs, Volume= 0.074 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 C Descri tion 0.230 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs Direct Entry, 5.0 Pond 1 P: (new node) [82) Warning: Early inflow requires earlier time span [91) Warning: Storage range exceeded by 0.53' Inflow = 2.98 cfs @ 12.07 hrs, Volume= 0.226 of Outflow = 1.83 cfs @ 12.17 hrs, . Volume= 0.187 af, Atten= 39 %, Lag= 6.2 min Primary = 1.83 cfs @ 12.17 hrs, Volume= 0.187 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 99.53' Storage= 3,020 cf Plug -Flow detention time= 105.4 min calculated for 0.187 of (83% of inflow) Storage and wetted areas determined by Prismatic sections Eleva tion Surf.Area Inc.Store Cum.Store (feet) (sq ft) (cubic -feet) (cubic -fe 0 0 600 94.50 2,700 2,700 99.00 600 proposed Prepared by The Berkshire Design Group, Inc. ..�_ nnrv a nn c/n n00752 01986 -20 Applied N Type /// 24 -hr Rainfall= 4.40" Page 4 y p rimary OutFlow (Free Discharge) 1..! = Culvert 2= Orifice /Grate 3= Orifice /Grate = Orifice /Grate # Routing Invert Outlet Devices 1 Primary 94.70' 12.0" x 33.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 93.90' S=0.02427 n=0.010 Cc= 0.900 2 Device 1 97.20' 6.0" Vert. Orifice/Grate C= 0.600 3 Device 1 98.40' 4.0" 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 [40] Hint: Not Described (Outflow= Inflow) Inflow = 1.83 cfs @ 12.17 hrs, Volume= 0.189 of Primary = 1.83 cfs @ 12.17 hrs, Volume= 0.189 af, Atten= 0 %, Lag= 0.0 mm Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs u Type 111 24 -hr Rainfal1=6.40" proposed Page Prepared by The Berkshire Design Group, Inc. 10/2/2002 H droCAD® 6.00 s/n 000752 ©1986 -2001 Applied Microcomputer Systems 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 =0.460 ac Runoff= 2.91 cfs 0.218 of Subcatchment a: a Tc =9.9 min CN=41 Area--0.200 ac Runoff= 0.07 cfs 0.010 of Subcatchment b: b Tc=5.4 min CN =38 Area =0.720 ac Runoff= 0.15 cfs 0.026 of Subcatchment bldg: bldg � Tc=5.0 min CN =98 Area--0.230 ac Runoff= 1.45 cfs 0.109 of Pond 1 P: (new node) Peak Storage= 3,718 cf Inflow= 4.38 cfs 0.353 of Primary= 2.66 cfs 0.313 of Outflow= 2.66 cfs 0.313 of Inflow= 2.72 cfs 0.323 of Pond ecb: ecb Primary= 2.72 cfs 0.323 of Runoff Area =1.610 ac Volume = 0.363 of Average Depth = 2.70" I• proposed Prepared.by The Berkshire Design Group, Inc. �., .n 4non Onni annliarl N Subcatchment IS: PAVED U Type 11124 -hr Rainfal1=640" Page 2 [49) Hint: Tc <2dt may require smaller dt Runoff = 2.91 cfs @ 12.07 hrs, Volume= 0.218 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 Descri Mon 0.460 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 5.0 Direct Entry, Subcatchment a: a Runoff = 0.07 cfs @ 12.29 hrs, Volume= 0.010 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 0.060 36 Woods, Fair, HSG A 0.010 98 Paved parking & roofs 0.130 39 >75% Grass cover, Good HS A — 0.200 41 Weighted Average . Tc Length Slope Velocity Capacity Description _ min feet ft/ft ft/sec ) (cfs) Sheet Flow, 9.7 98 0.1600 0.2 Woods: Light underbrush n= 0.400 P2= 2.90" 0.1 30 0.1600 6.4 Shallow Concentrated Flow, Unpaved Kv =16.1 fps 0,1 126 0.1100 19.6 15.36 p l 12 iha Channel ( 8 sf Perim= 3.1' r=0.25' n=0.010 9.9 254 Total Subcatchment b: b [49) Hint: Tc <2dt may require smaller dt Runoff = 0.15 cfs 0 12.32 hrs, Volume= 0.026 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" U Type 111 24 -hr Rainfall =6.40" proposed Page 3 Prepared by The B erkshire Design Group, Inc. 10/2/2002 H ydroCADO 6.00 s/n 000 ©1986 -2001 Applied Microcompu Systems Area ac CN Description 0.380 39 >75% Grass cover, Good, HSG A 0.340 36 Woods Fair HSG A 0.720 38 Weighted Average Tc Length Slope Velocity Capacity Description 4.5 46 0.2400 0.2 Sheet Flow, Woods: Light underbrush n= 0.400 P2= 2.90" 79 0.0400 4.1 Shallow Concentrated Flow, 0.3 Paved Kv= 20.3 fps 0.6 235 0.0940 6.2 Shallow Concentrated Flow, Paved Kv= 20.3 fps 504 360 Total M Subcatchment bldg: bldg [49) Hint: Tc <2dt may require smaller dt Runoff = 1.45 cfs @ 12.07 hrs, Volume= 0.109 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) C Descri tion 0.230 98 Paved parking & roofs Tc Length Slope Velocity Capacity Description ( min) . , feet ft/ft ft/sec cfs Direct Entry, 5.0 Pond 1 P: (new node) [82) Warning: Early inflow requires earlier time span [91 ] Warning: Storage range exceeded by 1.70' Inflow = 4.38 cfs 0 - 12.07 hrs, Volume= 0.353 of Outflow = 2.66 cfs @ 12.18 hrs, Volume= 0.313 af, Atten= 39 %, Lag= 6.6 min Primary = 2.66 cfs @ 12.18 hrs, Volume= 0.313 of Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Peak Elev= 100.70' Storage= 3,718 cf Plug -Flow detention time= 81.2 min calculated for 0.313 of (89% of inflow) ` Storage and wetted areas determined by Prismatic sections Elev ation Surf.Area Inc.Store Cum.Store (feet) (sq ft) (cubic -feet) (cubic -fe 94.50 600 0 u 99.00 600 2,700 2,700 proposed Prepared by The Berkshire Design Group, Inc- . .- A r.&, c nn mein nnm52 ©1986 -20 Applied N Type 11124 -hr Rainfall =6.40" Page 4 primary OutFlow (Free Discharge) L-1 =Culvert 2= Odfice/G rate 3= Orifice/Grate = Orifice /Grate E # Routing Invert Outlet Devices 1 Primary 94.70' 12.0" x 33.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 93.90' S= 0.0242'/' n=0.010 Cc= 0.900 2 Device 1 97.20' 6.0" Vert. Orifice /Grate C= 0.600 3 Device 1 98.40' 4.0" Vert. Orifice /Grate C= 0.600 4 Device 1 99.00' 12.0" Honz. Orifice /Grate Limited to weir flow C= 0.600 Pond ecb: ecb [40] Hint: Not Described (Outflow = Inflow) Inflow 2.72 cfs @ 12.19 hrs, Volume= 0.323 of = Primary = 2.72 cfs @ 12.19 hrs, Volume= 0.323 af, Atten= 0 %, Lag= 0.0 min 4 Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs